Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
28470-1
T 11111111 iiiiiiii Hydrology Report For Tradition Lots 28 -29, Tract 28470 -1 Prepared By: Essi Engineering Inc. 78080 Calle Amigo, Suite 101 La Quinta, CA 92253 Office # (760) 771 -9993 Fax # (760) 771 -9998 Prepared For: David Chapman Investments LLC 43 -147 Via Siena Indian Wells, CA. 92210 CIO No. 47834 x sr E cp. 32"& =49 Prepared: October 6, 2008 Lot 28 -29 and Parcel 1 Traditions Hydrology Summary This report and attached calculations and exhibits are prepared to address drainage and runoff issues concerning the development of Lots 28 -29 of Tract Map 28470 -1. Copy of this maps is included in the back of this report. These issues must be addressed prior to proceeding with construction of residential dwellings on these lots. This report is prepared to support the design of improvements to be constructed to mitigate these hazards. Site Observations The existing building pads are comprised of engineered fill against a rocky mountainous embankment to the east. The primary concern for storm water runoff is not the Pads themselves, but the mountain areas behind the pads. These areas are very rocky, consisting primarily of decomposed granite and boulders. An existing 18" PVC pipe for which no construction drawings can be located is shown on the proposed Channel Improvement Plans. This pipe conveys runoff from the south side of Lot 29 into the street. Heavy debris flows from Lots 28 and 29 are reported to adversely affect Lot 34 across the street. The recommendation for improvement will include mitigating this current problem by removing this pipe when the mountain channel is constructed. Both the Engineer of Record and City Engineer have observed that the Original Rough Grading Plan for the Subdivision called for a drainage channel along the back of 28 and 29 to convey mountainside runoff to the golf course basins The Geotechnical Study reports two specific hazards from the Mountainous Terrain. The first is significant storm water runoff and erosion debris to the lots, and the second is rock fall potential. Both of these items must be mitigated to make the Building Pads safe for construction of residences. A Rock Fall Study has been prepared, and recommends a basin be dug at the toe of slope with a 3' high impact wall for large boulder impacts. To address the runoff and debris problems, it is proposed to also use this structure for storm water detention. The 3' retaining wall will create the basis for a concrete channel on the back of the lots to convey drainage from the moutains away from the pads and to the golf course lakes. Further, this design will eliminate the existing 18" pipe from Lot 29 to the street, eliminating the existing problem with debris and heavy storm flows. Site History The Overall Hydrology for Tract 28470 -1 included all areas, including these lots. There are three sub -areas that are addressed in the Study. Some summary of the recommendations of the original report and a commentary on the actual current field observed conditions follow to help the reviewer to readily understand the drainage issues, and understand why Essi Engineering Inc. has proposed to handle the mountainside runoff as proposed. The actual Pads themselves are included in Subarea "R22" of the original study, which is designed to sheet flow to Peerless Place, thence down the emergency access drive and to Basin 5. This situation is typical design for the subdivision. The Pads will be improved with area drains and bubbler boxes, which will eliminate any existing erosion issues on the pads themselves, and continue to discharge to Peerless Place. Therefore, this area has not been included in the study. The mountainous areas immediately behind the lots are part of Subarea "012" in the initial study. This area was originally designed to drain to a graded swale channel at the toe of the slope. This design feature is clearly indicated in the routing of the Hydrology in the Report, on the Offsite Hydrology Map and on the original Rough Grading Plan. However, the improvements were not constructed in this fashion. Field observations reveal the channel is not graded. Grading has not been performed in a fashion that would allow a channel to be constructed and interconnected. No easements exist to install any such channel, and now that lots have been sold, property owner cooperation to record them is difficult to obtain. Therefore, these mountainous areas which are tributary to all these lots are the greatest cause of concern. Further complicating the problem, the topography used in the original study is incomplete. The Master Hydrology Map shows contours for these Mountainous areas only up to an elevation of 200 feet. The Offsite Hydrology Map used a USGS Quad Map that clearly shows the ridge line in these areas is further east, and extends to an elevation of over 400 feet. For calculations to be accurate, the values used for area and slope must extend all the way to the ridge line. Since the topography is incomplete, and the areas in error on the October 1996 Hydrology Study and Map, USGS quad sheets and shadow analysis on aerial photographs has been used to identify the ridge and its elevations, and used to augment the existing DTM model, for the purpose of modeling the runoff. RCFCD Manual Plate E -1.1 Sheet 1 of 6, A.1 states that a USGS quadrangle is an acceptable topography map to model the runoff from, so we have used this option instead of the more costly option of a new aerial survey. Since the original, and correctly delineated Offsite Areas were prepared on the Original Offsite Hydrology Map for the entire subdivision, this is the best way to correctly model the Site for comparison to the existing prepared studies as well. Rerunning the calculations with the correct tributary areas and correct runoff coefficients yields significantly larger runoff and storage requirements than were previously anticipated. Our goal then is to prepare the best possible mitigation plan for the existing conditions without severely limiting the building envelope for the already permitted residential land use of lots 28 and 29. The reviewer should thoroughly study the original Offsite Hydrology Map, Master Hydrology Map, October 1996 TKC Hydrology Report and Calculations for Traditions Country Club, and the Original Grading and Street Improvement Plans prepared by TKC when reviewing the findings of this report. Riverside County Hydrology Manual of 1978 — Rational Method Calculations Soils Type: The Hydrologic Soils Type per the Riverside County Hydrology Manual is "Group D" Quotation from the RCFCD Manual Page C -2: "Group D — High runoff potential. Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a claypan or claylayer at or near the surface, and shallow soils over nearly impervious material. These Soils have a very slow rate of Water Transmission." Soil Cover Type: The soil cover is poor, as with most desert mountainous areas, there is little to no plant coverage to protect the ground from erosion and absorb runoff. Quotation from RCFCD Manual Page C -3: "Poor — Heavily grazed or regularly burned areas. Less than 50% of the ground surface is protected by plant cover or brush and tree canopy." AMC — Antecedent Moisture Condition An AMC number of AMC II has been used for this property. RCFCD Manual Quotation of Page C -4: "AMC 11— Moderate Runoff Potential, an intermediate condition." "For the purposes of design hydrology, using district methods, AMC II should normally be assumed for both the 10 year and 100 year frequency storm. Runoff Index Number and Coefficient of Runoff (Rational Method "C" variable): Per RCFCD Manual Plate D -5.5 Sheet 1 of 2, The runoff index for Soil "Group D ", Natural Covers, Barren (Rockland, eroded and graded land) is 93. This is toward the higher end of the table. The runoff coefficient curve for these variable results in a C value for the Rational Equation of 0.9. This is the value that will be used in Rational Method Calculations for peak runoff. Tributary Areas (Rational Method "A" Variable): Watershed A Area A -1 is tributary to Lot 28 and consists of 3.17 Acres of Mountainous Terrain. Area A -2 is tributary to Lot 29 and consists of 4.47 Acres of Mountainous Terrain. Area A -3 is tributary to Lot 30 and consists of 2.72 Acres of Mountainous Terrain. Time of Concentration and Intensity (Rational Method "I" variable): Watershed A For Area A -1: H = 292' (358' Peak — 66' Pad) L = 515' (Stream from Peak to Pad) Per RCFCD Manual Plate D -3 — T'c = 5 Minutes Per RCFCD Manual Plate D -4.1 —1 =6.76 in/hr For Area A -2: H = 422' (478' Peak — 64' Pad) L = 795' (Stream from Peak to Pad) Per RCFCD Manual Plate D -3 — T'c = 5 Minutes Per RCFCD Manual Plate D -4.1 —1 =6.76 in/hr For Area A -3: H = 424' (478' Peak — 64' Pad) L = 950' (Stream from Peak to Pad) Per RCFCD Manual Plate D -3 — T'c = 5 Minutes Per RCFCD Manual Plate D -4.1 —1 =6.76 in/hr Rational Method: Q =CIA Where: Q = Peak Runoff C = Runoff Coeffeceint I = Storm Intensity in inches per hour A = Drainage Area in Acres Watershed A For Area A -1: Q= (0.9) * (6.76) * (3.17) = 19.29 CFS For Area A -2: Q= (0.9) * (6.76) * (4.47) = 27.20 CFS For Area A -3: Q= (0.9) * (6.76) * (2.72) = 16.55 CFS Sum of Watershed A (All T'c Equal) = 63.04 CFS Since the Time of Concentration for both areas are the same, we simply sum them, and the total peak Q from the tributary hillsides = 63.04 CFS. Channel travel times have not been factored into the T'c calcs, resulting in a more conservative design. The channel will be designed for 63.04 CFS. Hydraulic Calculations Hydraulic Calculations have been prepared for the proposed channel and the proposed Storm Drain. The Channel has been calculated using Haestead Methods Flowmaster program, using Mannings Equation. Watershed A Two channel sections have been calculated, and have more than adequate capacity for the flows. Because the channel is designed to fit in the Rock Fall Mitigation Area, it is wide and deep. The Channel is capable of conveying anywhere between 130 and 400 cfs through the various sections with 1 foot of freeboard as required. Flow Depths are less than 2 feet at the design storm runoff of 63.04 CFS. Velocities Range between 5 and 7 FPS, and since the bottom is lined with gravel per soils engineer, erosion and scour of the channel bottom is not a concern. Because of the low depth of flow and velocities, there will no issues with the various bends and small choke points in the channel, and a section has been calculated at the worst case point, and the design is still very conservative. Final Recommendations and Observations The Channel and Rock fall all need to be constructed as shown on the prepared Channel Improvement Plans, and per the structural details and recommendations of the Geotechnical Report. If the recommendations of this report are followed, and the improvements are constructed per the Plans prepared by this office, the hazards from storm water runoff will be mitigated and the existing issues with the debris flow from the los to the street will be eliminated. Tc' LIMITATIONS: _L I� I. Maximum length = 1000 /` TC 1000 90 2. Maximum area = 10 Acres / 5 ., 80 / PLATE D -3 900 9-> 800 70 14 S00 a 700 760 c — c m E 50.._ o N 100 e0 m E a 600 C 0 .. c o o 6O SO .2 m' �' o o v qp 3O 9-19 500 0 il) c 20 .E o 35 0 8 10 • n K . 3 Aj. / I I m 400 w Undeveloped p c - Good .Cover ,m - m 350 25 Undeveloped c �•0 / 0 v` c Fair Cover 14—"- 300 E Z 15 } c c 29 Poor � 16 5 �, 18 Single Familx ; 17 E 250 f6 (1/4 Acre) • lg J = 0 Commercia 20 ~ o, C 200 P 14 13 (Pav ' c 3 J m H l2 21 w o 25 0 KEY 0 150 E 9 L-OH- TC -K-Tc o F= 8 � 30 EXA MPLE: 7 (I) L 2550', H =5.0, K =Single Family(IM Ac.) Development , Tc =12.6 min. 35 6 (2) L =550', H =5.d, K= Commercial 100 nJ\ �i Development, Tc = 9.7 mire. 40 5 Reference: Bibliography item No. 35. R C F C a W C D TIME OF CONCENTRATION HYDROLOGY MANUAL FOR INITIAL SUBAREA PLATE D -3 r m 0 .A N 0 o� V � s RAINFALL INTENSITY - INCHES PER HOUR CATHEDRAL CITY' ",._ CHERRY VALLEY CORONA DESERT MOT SPRINGS ELSINORE - MILOOMAR DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FR 41 ENCY1 DURATION MINUTES FREQUENCY MINUTES 10 100 MINUTES 10 100 MINUTES 30 100 MINUTES IO 100 10 100 fYEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR . YEAR 5 3.65 5.49 5 3.10 4.78 S 4.39 6.76 S 3.23 4.94 6.06 6 3.30 ♦.97 6 2.64 4.36 6 3095 6008 6 2.96 4oS3 7 3.41 S.S6 7 3.03 4.56 7 2.64 4.07 7 3.62 5.56 7 2.15 4.21 8 3.15 Sets a 2.62 4.24 6 2.47 3.81 8 3.35 Sets 8 8.58 3995 D 9 2.95 4081 9 2.64 3.97 9 2.34 3.60 9 3.13 4.81 9 2.44 3.73 v 10 2.77 4052 10 2.49 3.7S 10 2.22 3.43 10 2.94 4.S2 10 2.32 3.54 11 2.62 4.28 11 2.36 3.56 11 2.12 3:21 11 2.78 4.26 11 2.21 3.39 b 12 2.49 4.07 12 2.25 3.39 12 2.04 3.14 12 2.6S 4.07 12 2.12 3.25 r„•• 13 2.38 3.88 13 2.16 3.2S 13 1.96 3.02 13 2.S3 3.88 13 2.04 3.13 14 2.28 3.72, 14 2.07 3.12 14 1.69 2.92 14 2.42 3.72 14 1.97 3002 lS 2919 3158. is 1.99 3.00 15 1.83 2.82 is 2.32 3.58 15 1991 2092 16 2.11 3.44 16 1.92 2.90 16 1.77 2.73 16 2924 3.44 16 1.85 2e83 17 2.04 3.32 17 1.86 2.80 17 1.72 2.66 17 2.16 3.32 11 1.80 2475 18 1097 3.22 18 1.80 201 l8 1068 2.58 18 2909 3.22 Is 1.73 .2961. 19 1091 3.12 19 1916 2.64 19 11.63 2.52 19 2.03 3812 19 ,,1.10 2.60, !0 1985 3.03 20 1.10 2.56 20 1.39 2.46 20 1.97 3903 20 1.66: 2954_ 22 1.75 2686 22 1.61 2o43 22 1.52 2.35 22 1.86 2.86 22 1.49 2.43 24 1.67 2.72 24 1.64 2.32 24 1.46 2.25 24 1.77 2.72 24 1.52 2933 26 1.59 2060 26 1647 2022 26 1.40 2.17 26 1.69 2.60 26 1.46 2024 28 1.52 2.49 28 1.41 2.13 28 1.36 2.09 26 1.62 2.49 28 '1641 2016 30 1.46 2.39 30 1.36 2.05 30 1.31 2902 30 less 2.39 30 1..37 2.09 32 1041 2.30 32 1.31 1.98 32 1.27 1.96 32 1.50 2.30 32 1.33 2.03. Z 34 1036 2.22 34 1021 1.91 34 1.23 1.90 34 1645 2.22. 34 1629 too? ..., 36 1.32 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 36 1.25 tool 38 1.28 2.09 38 1620 1.60 36 1.17 1.81 36 1.36 2.09 38 1.22 1.81 (� rn G Z 40 1.24 2.02 40 1616 1675 40 1.14 1.16 40 1.32 2.02 40 1.19 1.81 m W (A 4s 1416 logo 4S lo09 1.64 4s 1.08 1.66 45 1.23 1.89 4S 1.13 1.72 p so 1.09 1.78 SO 1.03 1.55 SO 1.03 1.58 SO 1.16 1.78 SO 1.07 1.64 m 53 1.03 1.68 S5 .98 1.47 55 .98 1.51 s5 1.09 1.68 sS 1.02 1.S6 N Z 60 698 1460 60 .93 1.40 60 .94 1.45 60 1.04 1.60 60 .98 1.SO I Q 65 .94 1.53 65 689 1.34 6S 490 1040 6S .99 1.53 65 494 1044 TO 490 1.46 70 .8S 1.29 70 687 1.35 70 .9s 1.46 70 691 1.39 0 C 7s .86 1.41 7S .82 1.24 7s .84 1.30 75 .91 1.41 75 oS9 1.35 D Q 80 .83 1.35 80 .79 1.20 1 80 .82 1.26 80 .88 1.3S 80 .85 1.31 DD 85 .00 1.31 85 .77 1.16 as .80 1.23 as .85 1.31 85 .63 1.27 Q SLOPE ■ .S80 SLOPE • .550 SLOPE ■ .460 SLOPE a .560 SLOPE ■ .480 Z � s /suss■ / / ■ ■ / ■ / /� ■ ■�� \ ■ ■('► Impose FFAL :■■r moor IL—ir■t, 11 41111111111V :ANMMMNMMbNgl ibboommms MMENEENOMM someone ME Af% vy: ■m ■'! ■ ■ ■ ■r.: /■���� ■ ■ ■il■mr� - �. ■ ■ ■� ■tom __ ..._��. ■ ■ ■ ■ ■ ■■ ONE Ate ■ ■��; iiir! �i��� %� ■ ■� ■r��i. ■ ■ ■ ■_� ■������ ■���� ��.....� ■ ■ ■ ■■ �' i ■ /!iVi!�,= 7:= �� ■ ■ ■ /_'��I ■ ■ ■ ■ ■■ _��_��■ -- ...suss i .�` �� rte- ��i�� ■■ �I ■ ■r,iitr`.;7.i / ■ ■ /�� ■ ■ ■��■ _�� ■ ■/ _NE. ■ %!•i■ Sonoma! 1'zi ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ �ry��'!' -! ■ ■! ■ ■n'''': ■ ■!'" ■ ■■ : =iw9MMM %� :i�iiiii =iiiii■iiiiiii �r.� �.�. ��:.■■R�r:n■ ..suss 1111 rrrr nn 111111 ■ ■ ■ ■ ■■�- �. ■ ■ ■ ■ ■ ■ ■■ ■..rte." +� ■� ■ ■ ■ ■ ■ ■ ■ ■ ■I II ■ ■ ■■■ ■r / =]3T ".I� Ar msms m ■ ■■r V ■ ■r Assume ■ \■ ■ � J ■ ■ "■ . /■A V ■■■■ ■ ■■ ■■■ sh■ ■ u■s�s\■�1 ' c==2 d u �T I IN it, ■:� ■ ■ ■_ ■ ■_ ■_ ■ ■ ■■ ■mss ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■f ■ ■ ■_ ■ ■r�i I PiNvi ■f PFF COEFFICIENT - • -• -.R TYPE—URBAN LANDSCAP AUNOFF INDEX m■■■■■■■■■■■■ ■ ■■■■ ■■mono■ J ■ ■ ■ ■ ■I.I ■r = 7l ,,im ■m■■■■m imr =J ■I •■■■r I '1■■■■■ ■m■■l ■ ■L�j■L • »■ A■.'I■m■ ■ ■■■■ul ■ ■ ■n - - - - --E u HZDF MIC SOnr<x M cCKPL M FOR PERVIOUS ASS -AHC II RvNaFF nMEX ;MGM aF Quality of Soil Group Cover Type. (3) Cover Q) A I B I C D NATURAL COVERS - 78 86 y 91 93 Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80' Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82- density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL CMERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C& W C D RUNOFF INDEX NUMBERS OR HYDROLOGY MANUAL PERVIOUS AREA Worksheet Worksheet for Irregular Channel Project Description 0.013 Project File c: \haestad \fmw\20070193.fm2 Worksheet 19.53 CFS, LOT 28 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data 0.013 Channel Slope 0.006000 ft/ft Elevation range: 65.00 ft to 68.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 68.00 0.00 10.00 0.013 0.50 65.50 5.00 65.00 9.50 65.50 10.00 68.00 Discharge 19.29 cfs Results ft Wtd. Mannings Coefficient 0.013 Water Surface Elevation 65.68 ft Flow Area 3.92 ft2 Wetted Perimeter 9.43 ft Top Width 9.07 ft Height 0.68 ft Critical Depth 65.77 ft Critical Slope 0.003293 ft/ft Velocity 4.93 ft/s Velocity Head 0.38 ft Specific Energy 66.06 ft Froude Number 1.32 Flow is supercritical. 10/06/08 ESSI SHAHANDEH, CIVIL ENGINEERING FlowMaster v5.10 11:13:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Project File c:\haestad \fmw\20070193.fm2 Worksheet 19.53 CFS, LOT 28 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.013 Channel Slope 0.006000 ft/ft Water Surface Elevation 65.68 ft Discharge 19.29 cfs 68 67 ©.. 67.0 C .9 66.5 M a� W 66.0 65.5 65.0 L 0.0 10/06/08 11:13:58 AM 2.0 4.0 6.0 8.0 Station (ft) ESSI SHAHANDEH, CIVIL ENGINEERING Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 10.0 FlowMaster v5.10 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description 0.013 Project File c:\haestad \fmw\20070193.fm2 Worksheet 47.23 CFS, LOT 29 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006000 ft/ft Elevation range: 63.70 ft to 67.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 67.00 0.00 10.00 0.013 0.50 64.20 5.00 63.70 9.50 64.20 10.00 67.00 Discharge 46.49 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 64.70 ft Flow Area 6.81 ft2 Wetted Perimeter 10.08 ft Top Width 9.18 ft Height 1.00 ft Critical Depth 64.89 ft Critical Slope 0.002980 ft/ft Velocity 6.82 ft/s Velocity Head 0.72 ft. Specific Energy 65.43 ft Froude Number 1.40 Flow is supercritical. 10/06/08 ESSI SHAHANDEH, CIVIL ENGINEERING FlowMaster v5.10 11:14:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Project File c: \haestad \fmw\20070193.fm2 Worksheet 47.23 CFS, LOT 29 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.013 Channel Slope 0.006000 ft/ft Water Surface Elevation 64.70 ft Discharge 46.49 cfs 67. 66.5 66.0 65.5 c O 41 CU W 65.0 64.5 64.0 63.5 0.0 10/06/08 11:14:38 AM 2.0 4.0 6.0 8.0 Station (ft) ESSI SHAHANDEH, CIVIL ENGINEERING Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 10.0 FlowMaster v5.10 Page 1 of 1 I )I Lff X Pa-m0 zm 33 PE•64.0 ZX 34 PR-a0 [LLV = 64 AREA "Al' 2.72 ACRES 950' 29 h IN TM MY OF Lk QUINTA, COUNTY OF RIVZRBM STM OF CALURWMA 1 TRADITIONS LOT 27 -30 TRACT 28470-1 & PARCEL 1 OF PM 3,2891 HYDROLOGY MAP — J� �� ii, 35 0 so 1-444.r S, WALL 1-W i k ps-SBA EFE 12 R v 28.5' 0 0 GM.F CMAtSE LAKE RETENTION BASIN PR&DS BE tO I )I Lff X Pa-m0 zm 33 PE•64.0 ZX 34 PR-a0 [LLV = 64 AREA "Al' 2.72 ACRES 950' 29 h IM 36 1 P1667.0 ps-SBA I )I Lff X Pa-m0 zm 33 PE•64.0 ZX 34 PR-a0 [LLV = 64 AREA "Al' 2.72 ACRES 950' 29 h REPORT OF OBSERVATIONS AND TESTING DURING ROUGH GRADING TRADITION - TRACT 28470 LA QUINTA, CALIFORNIA — Prepared By- Sladden Engineering 6782 STANTON AVE. SUITE E BUENA PARK, CA 90621 (213) 864 -4121 (714) 523 -0952 -`. _ 4 SlaBden' "Englneering ------ - - - = -- Sladden -En ng - _ -- - =- - 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (310) 864 -4121. (714) 523 -0952 .Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (619) 772 -3893 Fax (619) 772 -3895 July 30, 1997 Tradition Club Associates, LLC c/o Winchester Development Company 41 -865 Boardwalk, Suite 101 Palm Desert, California' 92211 Project No. 522- 6138 -G1 Attention: Mr. Mike Rowe Tradition - Tract 28470 - , La,Quinta, California Subject: - Report of Observations and Testing During Rough .Grading Ref GeotechnicaLUpdafe_prepared by. Sladden Engineering dated Decembe 12; 1996; Project No. 444 -6130 Summarized in this. report. are our observations and the results of in -place density. tests performed at the project site during rough grading. The rough grading consisted of the grading of an eighteen hole golf course surrounded by residential building pads. As indicated in the - previous-geotechnical reports and summarized in the `refereneed Geotechnical Update, portions of the project site including some of the building .pads were previously graded in 1988 as part of the East La Quinta Flood Control project. Due to the varying soils - conditions on the site (including previously grade& building- pads), the extent of the remedial grading-work performed during rough grading varied across the site. f July 30, 1,997 (2) Project No. 522- 6138 -G1 Field Tests: In -place moisture /density tests were performed using a nuclear density gauge in accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 1417 tests were performed during the initial rough grading. The approximate test locations are indicated on the grading plans included with this report and test results are summarized on the attached data sheets. Testing indicates that a minimum of 90 percent relative compaction was attained in the areas tested. The passing test results indicate compliance with the project specifications at the tested locations and depths but are no guarantee or warranty of the contractor's work. Laboratory Tests: The moisture - density relationships for the tested materials were determined in the laboratory in accordance with test method ASTM D 1557 -91. Laboratory test results are summarized on the attached data sheet. Discussion: As previously discussed, the remedial grading performed at the site varied with location and soils conditions. Prior to grading, the building areas were stripped of weeds, brush and other surface vegetation. Clearing operations also included the removal -- of-citrus -trees- and -other trees fron, the (northern)- portion- of- the -site -- In general, remedial grading throughout the southern portion of the site consisted of watering and compact ,16n .of the;- native soils in -place along with the, placement of engineered fill material to construct the building pads. Native soils were watered so that _ _ _ _ near. optimum'. moisture content was attained to a minimum depth of three feet below _.r:.... original grade or four feet below pad grade, whichever was deeper. The exposed surface = - - was compacted so that- ay.least- 90- pereent- relative compaction was attained to a depth- of- - -- - -- - - - two feet below original grade or three feet below pad grade, whichever was deeper. In most areas, fill material obtained from the adjacent golf course areas was placed to construct the building pads. The lots graded as described above included lots 150 through 229 and 238 to 241. The majority of the lots located within the middle portion of the site were previously rough graded. These lots were cleared of weeds and brush and watered prior to grading. In general, grading consisted primarily of some minor cuts and fills (some in excess of 10 feet) to achieve the plan elevations... Inmost cases, the building pads did not extend - - : -- laterally beyond the previously graded building pads.. In areas where the pads were extended substantially (such as along the rear property lines of lots 81 throw h 84 )the -- _ -fills were initiated. within f rm native . soils near =the .toe of the slopes: A keyway was established near the toe of the slope and fill soils were benched into the - existing slope,;, during placement. The previously graded -lots - that were regraded as described above s - -- include lots 27 through 36 and lots 76 through 150. by - , � _ ' •� Sladden, Engineering �-- July 30, 1997 (3) Project No. 522 - 6138 -G1 The remedial grading performed throughout the northern portion of the site included overexcavation and recompaction within the building areas. In general, lots were overexcavated to a depth of at least three feet below original grade. The previously removed soils were replaced in thin lifts and compacted along with fill soils obtained from the nearby golf course areas to construct the building pads. The lots that were overexcavated include lots 1 through 26 and 37 through 75, and the maintenance building area. Some of the residential lots have been used for the storage of rock, trees, other construction materials and excess fill soils subsequent to grading. Although some of these lots may require additional clearing or fine grading„ no degradation of the compacted fill material is expected. Fill material was stockpiled on lots 193 through 207 for use during the future grading of lots 230 through 236. The stockpiled material was not ,tested because it will be removed at a later date. I Irrigation lines were- encountered.ir. the area of the existing pond- and - accessing -the pond. The pond was removed during gradin but some of-the irrigation lines were left in lace ;g g P .. for future abandonment. These irrigation lines should be removed from building pads and roadway areas when abandonment is .allowed. The resulting excavations should be - properly backfilled and backfill material should be ro rl compacted. P Pe. Y P TT Recommendations: The allowable�bearin ressures recommended in the original - - - -- Geotechnical Engineering Report prepared-by-Buena-Engineers, Inc. dated November27 - " - -- 1984 (B- 14796 -P1, 84 -11 -216) remain applicable. Conventional shallow spread footings should be bottomed in properly compacted fill material at least 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad - footings should be at least two feet wide. - Continuous footings and isolated pad footings may be designed utilizing an allowable bearing pressures of 1500 psf. An allowable increase of 200 psf for each additional six inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf The recommended allowable bearing pressures may be increased by one -third for wind and seismic loading. Lateral forces may be resisted by friction acting along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.45 times the P g g - -. - ormal dead load forces_ is suggested for use m = design _- Passive resistance may} be estimated using an equivalent flwd weight of 300 pcf If used in combination, we suggest P that either the- frcitional resistance or the ass ive resistance be reduced by one Hurd yi 9 T . Sladden Engineerin � July 30, 1997 (4) Project No. 522- 6138- G1__. -____ Cantilever retaining walls should be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf. Walls that are restrained should be designed using "at rest" pressures. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf. The given design pressures are applicable for free - drained level backfill conditions. The project site is located in a seismically active area and the potential for seismic activity should be considered in building design. In general, the Uniform Building Code requirements for Seismic Zone 4 should be adequate for the design of the planned residential structures. Because some of the site soils (primarily the silty sands and sandy silts encountered throughout the northern portion of the site) may be susceptible to settlements due to the introduction of excess moisture, care should be taken to minimize infiltration adjacent to building foundations. Positive drainage should be provided to direct water away from the structures. The ponding of water adjacent to buildings or paved areas should not be allowed. Proper grading should be performed to direct stormwater runoff away from structures and landscape irrigation should be minimized. - = Limitations: Sladden Engineering has prepared this report for the, exclusive use of the client and it's authorized representatives. This report has been 're aced in-accordance with generally - - accepted geotechnical engineering practices as' tlus`ziate: ` No other warranties, either -- expressed or implied are made. If there are any questions regarding this report or the testing summarized herein, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Hogan R. Wright ProjectEngineer cXN Brett L. An rson Principal Engineer Siddi July 30, 1997 (5) Project No. 522- 6138 -G1 Laboratory Test Results: Gray brown fine to coarse grained sand with gravel (SP) Maximum Dry Density - 127.8 pcf / Optimum Moisture Content - 8.7% Brown silty fine to coarse grained sand with gravel (SM) Maximum Dry Density - 123.5 pcf / Optimum Moisture Content - 7.9% Brown slightly silty fine to coarse grained sand with gravel (SP) Maximum Dry Density - 130.7 pcf / Optimum Moisture Content - 8.7% Brown silty fine grained sand (SM) Maximum Dry Density - 116.2 pcf / Optimum Moisture Content - 13.4% Bro::m ven, silt, -r— rained sand SM Maximum Dry Density - 110.0 pcf / Optimum Moisture Content 11.7% Brown: silty fine to medium grained sand (SM) Maximum -Dry Density - 120.0 pcf / Optimum Moisture Content; -: 8:9% .. ..:. . Sladden Engineer January 31, 1997 Page_ I- Test Moist Cont Fid Dry Den Max Dry Den Percent No Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum . 1 1 -02 -97 K Street 134.0 8.50 119.8 127.8 93.7 2 1 -02 -97 135.0 8.25 120.0 127.8 93.8 3 1 -02 -97 136.0 8.75 119.5 127.8 93.5 4 1 -02 -97 135.0 8.50 119.8 127.8 93.7 5 1 -02 -97 136.0 8.75 118.1 127.8 92.4 6 1 -02 -97 137.0 8.50 119.3 127.8 93.3 __. _... _ _- ___ -7_ _ - 1 -02 -97 137.0 -.8.75-- 119.0 127.8 9.3.1 8 - - 1 =02 -97 - " - 139.0 8.75 117.2 127.8 - = 91.7 9 1 703 -97 " 139.0 8.75 119.1 127.8 93.1 03 - -97 - - "_ -- - - - - -- 140:0 8.75 119:3 -._ ::127 8 T93 =:3: 11' 1 -03 -97 Pad 220 153.0 7.50 121.8 127.8 95.3 12 1 -03 -97 154.0 9.00 117.8 127.8 92.2 13 1 -03 -97 Pad 219 153.0 8.50 117.5 127.8 ` . -91.9 14 1 -03 -97 Pad 218 151.0 8.50 119.3 127.8 93.3 15 1 -03 -97 Pad 221 151.0 8.25 119.1 127.8 93.1 16 1 -03 -97 152.0 8.00 120.3 127.8 94.1 17: . 1 -03 -97 " " ---15-1:0 _ 8.25 119.6 127.8 - r = -93:8- - 8.25 119:1 127:8 _ -03 �1- t. t r = , T Slociden Englnee�ng�r . Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 19 1 -03 -97 Pad 220 154.0 8.25 120.0 127.8 93.8 20 1 -03 -97 154.0 8.50 120.7 127.8 93.8 21 1 -03 -97 154.0 8.50 119.3 127.8 93.3 22 1 -03 -97 150.0 8.50 118.8 127.8 92.9 23 1 -03 -97 151.0 8.50 118.8 127.8 92.9 24 1 -03 -97 151.0 8.25 119.6 127.8 93.5 25___ 1 -06 -97 _ Pad 239 142.0 7.75 _ _ 120.4 127:8 94.2 26 1-06-97-- 143-.0- 8.50 119.3 127.8 933 27 .1 -06 -97 :_ ''. 144.0 9,00 118.8 127 :8 92.9 28 1 -06 -97 Pad 239/240. - 140.6- - -_ = 8.25 118.7 127:8 _ : _ : - 92.8 =_ =� _= 29 1 -06 -97 141.0 8.00 119.9 M.8 93.8 30 1 -06 -97 142.0 8.25 119.6 127,8 93.5 31 1 -06 -97 Pad 238%239 145.0 8.75 120.4 127.8 94.2 - 32 1 -06 -97 Pad 219 146.0 8.75 119.6 127.8 94.2 33 1 -06 -97 154.0 9.00 118.8 127.8 92.9 34 1 -06 -97 154.0 9.00 117.8 127.8 92.1 - 35 1 -06 -97 �� _ ... , 154.0 - 8.75 119.5 127.8 93.5 ,1 - 36 1- 06 -97 .. ; Pad 2.1.8 154 .0 _ :_. __ 9.0.0 119.2 127.8 - J-� - 93, - -.. .. - -- -- -- q'� - 41- 411 SIadden Engin ar S _ -- - -- File- -422- 6138 -.- January 31, 1997 Page 3 42 1 -07 -97 Pad 239 152.0 8.75 No Date Loc. Flev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 153.0 9.00 120.6 127.8 94.3 44 37 1 -06 -97 Pad 218 152.0 9.00 118.8 127.8 92.9 38. 1 -06 -97 1 -07 -97 152.0 8.75 119.0 127.8 93.1 39 1 -06 -97 Pad 241 150.0 9.00 117.8 127.8 92.1 40 1 -06 -97 Pad 241 150.0 9.00 118.8 127.8 92.9 41 1 -07 -97 120.6 152.0 9.00 118.8 127.8 92.9 42 1 -07 -97 Pad 239 152.0 8.75 121.8 127.8 95.3 43 1 -07 -97 153.0 9.00 120.6 127.8 94.3 44 1 -07 -97 154.0 9:25- 1.19.9 127.8 93.-8 - 45 1 -07 -97 Pad 238 152.0 9.00 120.6 127.8 94.3. 46 1 -07 -97 -- 153.0 = - - -- -- 9.-Z5- - 119.9 127.8 - 93.8_::==_ 47 1 -07 -97 154.0 9.00 120.6 127.8 94.2 48 1 -07 -97 Pad 217 145.0 8.75 120.4 127.8 94.2 49 1 -07 -97 147:0 8.75 119.5 127.8 - 93 5 . -` 50 1 -07 -97 148.0 8.75 119.5 127.8 93.5 51 1 -07 -97 149.0 8.75 120.9 127.8 94.6 52 1 -07 -97 Pad 216 145.0 9.00 119.2 127.8 93.3 _.. _.._ 53 1 -07 -96 A46.0 _ . 875- --- _ 118.6 127.8 92.8 -54 1 -07 -97 �� :147.0 - 9.00.- _ 120.1 127.8 . 55.. 1 -07 -97 Pad 215 .144:0. 9.00 119.7 127.8 93.6.- - - - Slodden` Engineering - -: File:- ..422- 6138 - - -- - -- - -_ : _-------- - - - -_. January 31, 1997 Page 4 . 1GJl No Date Loc. Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 56 1 -07 -97 Pad 215 145.0 8.75 119.5 127.8 93.5 57 1 -07 -97 It 146.0 9.00 118.8 127.8 92.9 58 1 -07 -97 Pad 214 143.0 9.00 120.6 127.8 94.3 59 1 -07 -97 144.0 8.75 120.4 127.8 94.2 60 1 -07 -97 145.0 9.00 119.7 127.8 93.6 61 1 -07 -97 Pad 213 141.0 8.75 120.4 127.8 94.2 62 1 -07 -97 142.0 9.00 119.7 127.8 93.6 63 1 -07 -97 1410 9.00 - 120.6 127.8 94.3 - - -- - 64 1 -07 -97 Pad 212 139.0 8:75 119.5 127.8 93.5 - -- -- 65 -_ -1 =07-97 140.0 _:- 9 00 - -129 6.._ 127.8 94.3;; _ s 66 1 -07 -97 141.0 8:75 120.0 127.8 93.8 - 67 1 -07 -97 Pad 211 135.0 9.00 120.6 127.8 94.3 -' 68 1 -07 -97 136.0 -8:75 117.2 127.8 91.7 69 1 -07 -97 it 137.0 8.75 119.0 127.8 93.1 70 1 -07 -97 Pad 210 130.0 8.75 120.4 127.8 94.2 71 1 -07 -97 If 131.0 9.00 119.2 127.8 93.3 - . - 72_ ._ - -07 -97 132.0 _ 8.75 11-8.6 -- - 127.8 92.8 -73: -.1708-97 Pad 217 150.0 - : 9:00 119.2 127.8 93.2 - - - -- _ . - . _- - - a - Sladden Engineering File: 422 -6138 _ _. -- - .. - - -- --- .. -_.. - - - - - -- -- - - - January 31, 1997 Page 5 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 74 1 -08 -97 Pad 217 150.0 8.75 119.5 127.8 93.5 75 1 -08 -97 It 150.0 9.00 118.8 127.8 92.9 76 1 -08 -97 Pad 216 148.0 8.75 119.0 127.8 93.1 77 1 -08 -97 148.0 8.75 119.5 127.8 93.5 78 1 -08 -97 148.0 9.00 119.2 127.8 93.2 79 1 -08 -97 Pad 215 147.0 9.00 119.2 127.8 93.2 80 1 -08 -97 147.0 9.00 119.2 127.8 93.2 =08 -97 147.0 - 9.00 -119.2 _127.8 93.2 -82. .:1 -08 -97 Pad 214 146.0 9.00 118.8 127.8 92.9 � �83__..1.08 -97 146.0 .8.75 - 149-.-5 - . „ - - 127:8 93.5 _1 -08 -97 146.0 8.75 - - 1 -19 -0- 127.8 93.1 - _._. 85 1 -08 -97 Pad 229 142.0 9.00 119.7 127.8 93.6 =- W:- 1 -08 -97 143.0 9.00 119.2 127.8 93.2 87 1 -08 -97 144.0 8.75 119.5 127.8 93.5 88 1 -08 -97 " Pad 228 138.0 8.75 119.5 127.8 93.5 89 ` 1 -09 -97 139.0 9.00 119.7 127.8 93.1 .a90 1-09-97--- 140.0 8.75 119.0 - _ _ _ 127.8 _ _ 93.1 _ _ . 91 . =-1 09 -97 Pad 227 135.0 9.00 1:19.7........127.8 _ 93.6 92 109 -97 136.0 9.00 118.8 127.8 92.9 Sladden lnee ng ,. File- 422 -6138 January 31, 1997 - - - -- _ _.. - -- ------ - - - - -- Page 6 Test Moist Cont Fld Dry Den Max Dry Den Percent Nn Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 93 1 -09 -97 Pad 227 13 7.0 8.75 120.0 127.8 93.8 94 1 -09 -97 Pad 226 135.0 9.00 119.2 127.8 93.2 95 1 -09 -97 136.0 8.75 119.0 1.27.8 93.1 96 1 -09 -97 137.0 9.00 118.8 127.8 92.9 97 1 -09 -97 Pad 225 140:0 9.00 119.2 127.8 93.2 98 1 -09 -97 141.0 9.00 119.2 127.8 93.2 99 1 -09 -97 142.0 8.75 118.6 127.8 92.8 100 1 -10 -97 Pad 210 133.0 - -- _- -9 - -- -_. -126.0 i27.8 99.0 - 101 1- 1.0 -97 133.0 7.20 123.4 127.8 97.0 102 1= 10.97. _ .. .'' 133.0 7.30 120.9 _... _1.27:8 95.0 103 1-.10497 . Pad 211 138.0 6.80 127.2 127.8 99.0 104 1 -10 -97 138.0 7.50 126.4 127.8 99.0 105 1 -10 -97 138.0 7.30 131.0 127.8 97.0 106 1 -10 -97 Pad 212 142.0 10.2 142.0 127.8 98.0 107 1 -10 -97 " 142.0 7.00 125.1 127.8 98.0 108 1- 10 -97 -- - 142.0 7.50 124.0 127.8 97.0 109 1 -10 -97 Pad 213 144.0 7.90 123.2 127.8 96.0 144.0 6.70 .122.9 _ 1-27.8 --,=96-._O_- - ;111_. 1- 10 97 _ " - 144.0 8.60 124 7. 127.8 -- ____9 8;0 - l 5ladden Engin !ng , Test. Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum. 112 1 -10 -97 Pad 208 114.0 9.40 122.7 127.8 96.0 113 1 -10 -97 115.0 8.10 124.5 127.8 97.0 114 1 -10 -97 116.0 7.20 122.1 127.8 96.0 115 1 -10 -97 Pad 205 115.0 7.70 122.7 127.8 96.0 116 1 -10 -97 116.0 8.60 121.3 127.8 95.0 117 1 -10 -97 117.0 8.40 123.1 127.8 96.0 1- -10 -97 Pad 291 109,0 8.10.__. -.12-1-1 127.8 95.0 jig::--j =10 -97 - " 110.0 7:70 124.9 127.8 - 98:0 - 120 :1 =10 =97 __^ 1,1 1.0 7.10 120.9 127 8 : -- 95.0 - 121 10 -97 Pad 199 1 -05:0 - - 8.60 121.3 42-T. 122 _1 -10 -97 ` "' _ = 106.0 8.40 121.4 127:8 ` 95.0 123 1- 10 -97. if 107.0 8.60 123.3 127.8 96.0 124 1'-10-97':- Pad 197 105:0 10.3 121.6 127.8 - ` -'_ -'- 95.0 - 125 1 -10 -97 106.0 8.70 120.9 127.8 95.0 126 1 -10 -97 107.0 6.90 121.4 127.8 95.0 127 1 -14 -97 Pad 199. 108.0 8.25 122.4 127.8 95.7 128 1-14-9T.- " T09 -0, _ : ' 7.75 122.9 127;.8.- 96;1 129.::1 =14 =97 130 0 :.: 9.25 121.2 127 8 = 94 8 ._ -� - - 130.:1 - -14 -97 Pad 198 r, _ ;108 0 :; . _ 9.00 120.1 127;8 ; -93 9 - - - - - -- - - - - -- -- - -- - - - F< t Test Moist Cont Fld Dry Den Max Dry Den Percent Nn Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 131 1 -14 -97 Pad 198. 109.0 .8.75 120.9 127.8 94.6 132 1 -14 -97 110.0 8.50 119.3 127.8 93.3 133 1 -14 -97 Pad 197 109.0 8.50 121.6 127.8 95.1 134 1 -14 -97 11.0 8.75 120.9 127.8 94.6 135 1 -14 -97 111.0 9.00 120.6 127.8 94.3 136 1 -14 -97 Pad 196 11.0 8.25 121.9 127.8 95.3 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 150 1 -15 -97 Pad 200 112.0 9.00 119.8 127.8 93.6 151 1 -15 -97 Pad 207 116.0 9.25 120.8 127.8 94.5 152 1 -15 -97 117.0 9.50 121.4 127.8 94.9 153 1 -15 -97 118.0 9.00 120.6 127.8 94.3 154 1 -15 -97 Pad 206 116.0 9.25 118.5 127.8 92.7 155 1 -15 -97 117.0 8.75 119.0 127.8 93.1 156 _1 -15 -97 " "_ _ _ 1 118.0 8 8.50 1 119.8 1 127.8 9 93.7 157 1 -15 -97 P Pad 204/205 1 113.0 - - 8:`75 - - - 120.0 1 1278 9 93.8 158 i =15 =97 1 114.0 9 9:00: 1 1210 1 127.8 9 95:4 _ 1 159; :.1 -15 -97 " " . - 1 1.19:0 - -_- 8;75- -T = =1 :190. 1 127:8. . .. 93:1 - - 160 1 -15 -97 P Pad 203 1 114.0 9 9;00 1 121.5 1 127.8 9 95.0 161 1 -15 -97 1 115.0 8 8.50 1 120.7 1 127.8 9 94.4 162 1 -15 -97 1 115.0 - - - 8.50 - -120.7 1 127.8 9 93.1 163 1 -15 -97 P Pad 201 1 112.0 9 9.25 1 120.8. 1 127.8 9 94.5 164 1- 15 -97- 1 113.0 8 8.75 1 119.5 1 127.8 9 93.5 165 1 -15 -97 1 114.0 9 9.25 1 120.3 1 127.8 9 94.1 - 166= 1 -16 -97 P Pad 221 1 154.0 9 9.25 1 117:6 1 127.8 9 92.0 67 4.46 -97 1 154.0 9 9:25 _ __ T 116 .7, 1 127.8 - 91.3 * * w - 9 _ ;1 -16 -97 1 154.0 9 9.00 . .,,:118.3 1 127.8 92:5 �. ✓ ✓ L L.wii'Y�.dh d '' f t t r r J nK t . .s' . . iF'S1cdden E Engineers ' 1'A __ 7n(t, Test Moist Cont Fld Dry Den Max Dry Den Percent N^ Date Loc Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 169 1 -16 -97 Pad 222 150.0 9.00 117.4 127.8 91.8 170 1 -16 -97 if 150.0 9.25 117.1 127.8 91.6 171 1 -16 -97 150.0 8.75 117.2 127.8 91.7 172 1 -16 -97 Pad 241 154.0 .8.75 118.1 127.8 92.4 173 1 -16 -97 154.0 8.75 119.7 127.8 93.6 174 1 -16 -97 154.0 9.00 119.7 127.8 93.6 175 1- 16 -97_._ -Pad 24.0... .... .... 1.55.0 _ _ . 9.25 118.5 127.8 92.7 176..1 -16 -97 155.0- 8 :75- 116.7 127.8 91.3 17_Z 1 -16 -97 ". 155.0 ...8.75.. . 1.20.9 127.8 94.6 -Pad. 239 157 0 > - 8:75 -- r =1I8 1 _, -. - - :127.8 - 92.4 179 1 -16 -97 " 157.0 9.00 118.3 127.8 92.6 180 1 -16 -97 157.0 9.00 119.2 127.8 93.3 , 181 1 -16 -97 Pad 238 157.0 9.25 - 120.8 127.8 94.5 182 1 -16-97 157.0 9.00 120.6 127.8 94.3 183 1 -16 -97 157.0 9.00 118.3 127.8 92.6 184 1 -16 -97 Temp Prkg 157.0 12.00 105.8 127.8 91.0 - ' "185T"- 1 -16 =97 157.0- ` 11.75 ''' =106.4 T 127.8 91.5 18,6 1 16-97 157 0 12.00 - 105 3 127 8 90.6 i Y cck i 187 - 1 =16 -97 * - 1590 12.25 105.5 127.8 90.7 - - - - - f 51 Y�i �� � I;' ;'c}{ S tr Al den Er -- veering z Test Moist Cont Fid Dry lien Max Dry lien Percent Nn Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft - Maximum 188 1 -17 -97 Lot 189 117.0 9.5 121.9 127.8 95.0 189 1 -17 -97 118.0 8.8 121.2 127.8 95.0 190 1 -17 -97 119.0 10.0 119.5 127.8 94:0 191 1 -17 -97 Lot 190 116.0 9.2 122.8 127.8 96.0 192 1 -17 -97 117.0 9.0 120.8 127.8 95.0 193 1 -17 -97 118.0 7.9 130.4 127.8 95.0 - - -- 1oa 1 -17 -97 Lot 191.. 1.1.2.0_ - -.. ___.1 -1..7_ ._ .- - 123.4 127.8 97.0 195 -17 -97 " 113.0 10.8 1215 127.8 - 95.0 196 - 1- 17-97_ 114.0 10.2 118.6 127:8 93.0 17-.97 -Lot -192 108.0 9.0 118 8 -- 127 8 -- 92.9 198 1 -17 -97 109.0 8.7 116.7 127.8 91.3 199 1 -17 -97 108.00 9.0 117.4 127.8 91.8 200 1- 17 -97. 109.0 9.0 120.6 127.8 94.3 201 1 -17 -97 Lot 191 114.0 9.2 120.8 127.8 94.5 202 1 -17 -97 115.0 9.5 120.0 127.8 93.9 203 1 -17 -97 116.0 9.5 120.0 127.8 93.9 '104`4--47-97 " Lot 190 119.0 8.7 119.0 127.-t-- - - 93.1 205 1 17` 97 = " 120.0 9.0 120 1 127 B 94 0 20&--1479 17 =97 121.0 9.2 121.2 127.8 ,94;8 f s v * �'f _ Sloddens!,IF lfteering` _. - - -` ,i.:,, ^U. - . ._f J._ '.�°ifi'k ii.: ,_:..:.._ .. ...-,. _ r'. e-. e: -:, `,. ",_ =' ..,._. .,, .._ .. .. ...7.'„SY ,t- .•. +"i���F`.- AKm��e�`Mr .aI�'£F'�1 >4+ +D•, Test Moist Cont Fld Dry Den Max Dry Den Percent Igo Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 207 1 -17 -97 Lot 189 121.0 9.0 119.7 127.8 93.6 208 1 -17 -97 122.0 9.0 119.2 127.8 93.3 209 1 -17 -97 123.0 9.2 118.9 127.8 93..1 210 1 -21 -97 Lot 188 116.0 10.3 113.0 127.8 88.0 211 1 -21 -97 117.0 9.6 120.2 127.8 94.0 212 1 -21 -97 118.0 10.3 116.0 127.8 91.0 213 1 -21 -97 Lot 187 112.0 _ __. _. _8.7__- _..___ _ -. 118.7 127.8 93.0 214 1 -21 -97 ` " " 113.0 11.0 113.7 127.8 89.0 215 1 -21 -97 114.0 8.1 115.5 127.8 90.0 216 1= 21= 9:7 = = =Lot 223- -- -143.0 10.5 1147 - - _- =12 8 -_ -: _:_ __ - - -- _90.0._ _ 217 1 -21 -97 144.0 10.9 120.7 127.8 94.0 218 1 -21 -97 145.0 9.6 118.7 127.8 93.0 219 1 -21 -97 146.0 10.3 120.0 '127.8 94.0 220 1 -21 -97 Lot 224 141.0 10.3 118.5 127.8 93.0 221 1 -21 -97 142.0 9.6 121.2 127.8 95.0 222 1 -21 -97 143.0 9.8 118.0 127.8 92.0 223 1 -21 -97 - -144.0 11.0 118.2 127.8 - 93.0 - -224 1 -21 =97 =- --Lot225-- .:_ -._ 140.0 10.3 120:0 127:8_ - 94;0 _.. Sladden Engineering Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 225 1 -21 -97 Lot 225 141.0 10.0 120.7 127.8 94.0 226 1 -21 -97 232 142.0 10.7 119.5 127.8 94.0 227 1 -21 -97 Lot 186 109.0 9.9 116.5 127.8 91.0 228 1 -21 -97 92.0 110.0 9.4 114.0 127.8 89.0 229 1 -21 -97 98.0 110.0 8.5 116.5 127.8 91.0 230 1 -21 -97 Lot 185 106.0 10.8 115.5 127.8 9Q0 _ -23.1 _1 -21 -97 107.0 8.7 118.2 127.8 93.0 232 1 -21 -97 =' 108:0 - 8.9 119.0 "fit:. 127:8 - 93.0 .. - 94.0 233 1 -21 -97 Lot -184'_ . 103.0 10.1 117.2 127.8 92.0 127.8 94.0 t 1 -21 -97 98.0 9.8 - _ 234 1 -21 -97 �� r :: - _1_0 7._= . - -10.4 0 117.5 127:8....: 1 -21 -97 - -._ _ -�_. 99.0- :: 9.6 - 119.7 127.8 94.0 242 1 -21 -97 235 1 -21 -97 117.7 105:0 10:0 120.7 127.8 94.0`- - 236 .1 -21 -97 Lot 183 100.0 9.6 117.7 127.8 92.0 237 1 -21 -97 101.0 - - 10.3 116.0 127.8 91.0 238 1 -21 -97 102.0 10.3 120.0 127.8 94.0 239 1 -21 -97 Lot 182 97.0. 9.4 120.5 127.8 94.0 240 1 -21 -97 98.0 9.8 118.5 127.8 93.0 - -- - 241 - -- - - - -- 1 -21 -97 - -._ _ -�_. 99.0- :: 9.6 - 119.7 127.8 94.0 242 1 -21 -97 Lot 181-: 93:0 °- - =: -- -9.6 117.7 127.8 _ .:: .93.,0:,. Engi°ri 3 } its xE XS16d d6A A66 Test Moist Cont Fld Dry Den Max DryDen Percent No Date Loc Elev Percent Lbs /CuFt Lbs /Cu Ft Maximum 243 1 -21 -97 Lot 181 94.0 9.8 1 17.0 127.8 94.0 244 1 -21 -97 95.0 9.6 118.7 127.8, 95.0 245 1 -21 -97 Lot 180 90.0 10.0 .119.7 127.8 90.0 246 1 -21 -97 91.0 9.4 120.0 127.8 91.0 247 1 -21 -97 92.0 10.3 119.5 127.8 94.0 248 1 -21 -97 Lot 179 90.0 9.6 119.2 127.8 90.0 249 1 -21 -97 '_ 91.0 9.4 119.0 127.8 91.0 250 1 -21 -97 92.0 9.4 120.0 127.8 94.0 -- 251 .. 1 -21 -97 Lot 178 86.0- - -_ .._ _. 9.6 118.2 127.8 93.0 -- - -= 252 1 -21 -97 87:0 - ' = - -10:3 _ = =120.0 127:8 94.0 253 1 -21 -97 88.0 10.7 119.5 127.8 94.0 254 1 -21 -97 Lot 177 82.0 10.1 118.2 127.8 93.0 255 1 -21 -97 83.0 - - 10.7 119.0 127.8 94.0 -- 256 1 -21 -97 If 84.0 9.6 120.2 127.8 94.0 257 1 -27 -97 Lot 191 116.0 9.4 119.5 127.8 94.0 258 1 -27 -97 116.0 9.8 118.0 127.8 92.0 -259 1 =27 -97 116.0,17- :: 9.4 _ -119.5 127.8 94.0..,,: 260. 1- 27 -9.7 Lot. 190 . 117 0 .:: ..9.6 _119.2 127:8 93 0 t ginee_ring . .. " ` . -, •::•.n,_.,r> t. rwi ,,:,: -i ,.r >7rv..'"�.LSy - ( :.'. i:r .._,- ia+.aid?•i'n..l .:.' -:c - •,.r i....i. x.. :. - - - ..... - -� .(.._X..._..1.' .+. .. a r, -.'r. � t: y.:'•: Test Moist Cont Fld.Dry Den Max Dry Den Percent No Date Loc Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 261 1 -27 -97 Lot 190 117.0 10.1 119.2 127.8 93.0 262 1 -27 -97 117.0 10.3 119.5 127.8 94.0 263 1 -27 -97 Lot 189 122.0 9.6 119.7 127.8 94.0 264 1 -27 -97 122.0 9.8 119.0 127.8 93.0 265 1 -27 -97 122.0 8.9 120.0 127.8 94.0 266 1 -27 -97 Lot 188 1180 9.2 119.2 127.8 93.0 267 1 -27 -97 "________._11$.0_ _ __ _ 9.8 117.5 127.8 92.0 268 ` 1 =27 -97 Lot 185 118.0 9.6- 118.2 127:8 93.0 _ .._..r_:..269. 1 -27 -97 Lot 187 114.0- 9.8.,..- 119.5 127.8 94.0 '277'-1--27-97 118.5 8.9 -118.5 -127:8 93.0 . 278 - 1 : =27 =97 :: Lot 184 114 :0 i 0.0 _ : = 117.7 -_ 127:8.. 94.0 271 1 -27 -97 114.0 9.4 119.5 127.8 94.0 272 .1 -27 -97 Lot 186 111.0 9.8 119.5 127.8 94.0 273 1 -27 -97 111.0. 8.9 " ° 120.2 127.8 94.0 274 1 -27 -97 111.0 8.9 120.5 127.8 94.0 275 1 -27 -97 Lot 185 108.0 8.7 121.2 127.8 94.0 276 1 -27 -97 108.0 9.2 117.7 127.8 92.0 '277'-1--27-97 118.5 8.9 -118.5 -127:8 93.0 . 278 - 1 : =27 =97 :: Lot 184 105.0 i 0.0 _ : = 117.7 -_ 127.8 `; 92 0 279 1 -27 -97 105`:0 9.6 -. - 120.2 127.8 - 94.0 r Slcciden Englneering;T Test No Date Loc. Elev Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 280 1 -27 -97 Lot 184 105.0. 9.8 121.0 127.8 95.0 281 1 -27 -97 Lot 183 102.0 9.2 118.7 127.8 93.0 282 1 -27 -97 102.0 9.4 120.0 127.8 94.0 283 1 -27 -97 �. - 102.0 9.6 118.7 127.8 93.0 284 1 -27 -97 Lot 182 99.0 9.8 119.0 127.8 93.0 285 1 -27 -97 99.0 9.8 119.0 127.8 93.0 286 1 -27 -97 99.0 9.6 118.7 127.8 93.0 Lot 181 95.0 10.1 118.7 =- 1.27.8 93.0 288 1 -27 -97 95.0 9.8 120.5 127.8 94.0 ` 289 -1 27 97i _ -' -' " 95.0 9.3 119-. 2 -127 ^8 - 93.0 Maximum Dry Density - 127.8 Lbs /Cu Ft; Optimum Moisture - 8.7% Y • T.i _._ __ �•- #a =�•' - ._ '.'�`-� �L��.t.f -- �� •�...F.l- •Jip�i'S �yY�+�. �. - .. 'r Slddden Englneehring ?. T �' .f. - f _ - _ 1• ...�' .. vr.Ta - S - _ - _..iu.'f•"_r_., f :eret6 -+`.it Test Moist Cont Fld Dry Den Max Dry Den Percent No. Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 290 1 -20 -97 Lot 94 74.0 9.1 118.7 127.8 91.0 291 1 -28 -97 If 75.0 8.2 118.7 127.8 93.0 292 1 -28 -97 76.0 8.3 126.4 127.8 99.0 293 1 -28 -97 Lot 93 71.0 9.1 121.4 127.8 95.0 294 1 -28 -97 of 72.0 9.4 118.7 127.8 93.0 295 1 -28 -97 73.0 8.3 122.5 127.8 96.0. 296 1 -28 -97 Lot 92 68.0 10.4 120.0 127.8 92.0 297 1 -28 -97 69.0 120.5 127.8 92.0 10.9 298- 1 -28 -97 " 69.0 9.5 118.7 127.8 93.0 299,_ 1 -28 -97 _.2t 91_ 68.5 10.6 117.4.'• 127 8 _ = __:92.0 300 1 -28 =97 69.0 10.1 119.9 127 8.. - - -94.0 301 1 -28 -97 69.0 9.5 117.6 127.8... 92.0 302 1 -28 -97 Lot 157 87.0 10.0 117.8 127.8 92.0 303 1 -28 -97 88.0 7.3 121.2 127.8. 95.0 304 1 -28 -97 Lot 158 86.0 10.7 120.3 127.8 94.0 305. 1 -28 -97 _.__" _ 87.0 8.8 123.9 127:8_...._ . 97.0 306 1 -29 -97 Lot 150 85.0 9.4 126.2 127.8 99.0 307= -N-97 0 8.3 125.3------- . _ 127 8 ._ =-- = =_„ - ---86 Fli ;:308 1 -29 -93 Lot 151 6.7: 121 9 _ ': 1278 r 0 . , ..95 _ _. - Engineering,+ _'. ,.:1 ..;.4ii; •, ..... .. ;.:k..fi .. - ._ ,'.. .. .. - _. .. _.:i. _.. n= firr.._ � - i _..:i.J..__ ._ _. - <`1.. _..! n�3a; +.a.sv «w�F. File: 422-61 38 (Add) February '28 1997 Page 2 Test Max Dry Den Percent Moist Cont Fld Dry Den No Date Loc. Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 309 1 -29 -97 Lot 151 86.0 6.6 122.1 127.8 96.0 310 1 -29 -97 Lot 165 81.0 6.2 1 22.3 127.8 96.0 311 1 -29 -97 82.0 6.2 122.6 127.8 96.0 312 1 -29 -97 83.0 6.8 118.2 127.8 93.0 313 1 -29 -97 Lot 166 81.0 8.4 120.4 127.8 94:0 314 1 -29 -9 82.0 6.4 118.0 127.8 92.0 315 1 -29 -97 83.0 6.6 121.8 127.8 95.0 316 1 -29 -97 Lot 167 82.0 6.2 127.8 98.0 125.1 317 1- 29 -97-_ 83.0 7.1 122.0 127.8 95.0. _. 3.18 1- 29-97 - : " 84..0:, _. 7.2 123.5 127.8 ; 97 0 319 1 -29 =97 Lot 168'l- 82.0' 8.2 120.2 127.8 --94 ft 320 1 -29 -97 83.0 8.0 119.3 127.8 93.0..... 321 1 -29 -97 84.0 9.0 121.5 127.8 95.0 322 1- 29 -97; . . Lot 83.0 8.6 121.4 127.8 95.0,,- .173 323 1 -29 -97 83:0 8.7 120.4 127.8 94:0:=. =_ 324 1- 29 =97-- 83.0 6.9 117.1 127.8 92.0 - - -- - 325 1 -29 -97 Lot 172 85.0 10.1 119.4 127.8 93.0 - - . 326 1 -29 =97 =85.5 - - 8.6 120.6 127.8 _ - 327 1 29 97 , " . - 86 0 = - - 8:9 120.7 127.8 = 94 0 lNi �� t }. - Sladde ng Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 328 1 -29 -97 Lot 171 88.0 8.1 120.5 127.8 94.0 329 1 -29 -97 88.5 8.5 118.8 127.8 93.0 330 1 -29 -97 89.0 8.2 120.4 127.8 94.0 331 1 -29 -97 Lot 170 90.0 9.2 120.9 127.8 95.0 332 1 -29 -97 " 90.0 7.7 123.3 127.8 96.0 333 1 -29 -97 90.0 7.6 121.2 127.8 95.0 334 1 -29 -97 Lot 169 92.0 9.5 119.6 127.8 94.0 335 1 -29 -97 92.0 9.9 120.5 .127 8 94 0 336 1 -29 -97 92.0 9.0 121.0 127.8 92.0 :.. 337 1-29- T Lot'T53 =86 0`- = 9:2 118.2 1:27 8 _ .;92 0~ - - - 338 1- 29 :97: �� - -- - - 87.0 ` -- 8:2 122..1 127:8. _ ..96 0 - 339 1 -29 -97 88.0 9.6 116.8 127.8 91.0. -- 340 1 -29 =97 Lot 152 85.0 8.3 117.4 127.8. 92.0 . 341 1- 29 -98s ��_ -....: 86.0 7.9 : 119.9 127.8 :94.0 342 1 -29 -97 87.0 8.0 118.6 127.8 93.0 343 1 -29 -97 Lot 154 87.0 8.5 118.4 127.8 93.0 344. 1 -29 -97 88.0 8.1 118.9 127.8 93.0 _ 345 1- 29_97 " . _ _ 89:0 - - g:9 118.1 -127:8 - _ _.92 =. 346 1 -29 =97 Lot 160.. 80.0 9 5- 120:7 _ 1,27 8 l oci Engineering Test Moist Cont Fld Dry lien Max Dry Den Percent No Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 347 1 -29 -97 Lot 160 82.0 8.6 121.6 127.8 95.0 348 1 -29 -97 It 83.0 9.5 121.4 127.8 95.0 349 1 -29 -97 Lot 161 77.0 10.0 118.9 127.8 93.0 350 1 -29 -97 78.0 8.8 119.1 127.8 93.0 351 1 -29 -97 79.0 8.8 119.7 127.8 94.0 352 1 -29 -97 Lot 162 75.0 8.3 121.9 127.8 95.0 353 1 -29 -97 76.0 10.1 124.3 127.8 97.0 .354 1 -29 -97 - --- - - - - -- -- 77.0 10.1 126.7 127.8 96.0 355 1 -29 -97 Lot 163 74.0 10.7 123.2 127.8 96.0. - .. 356 = 1 -29 -97 75.0 -_- 10.0 _ 121:7 127.8 .95.. f - 357 1 -29 -97 " 76.0 9:0 123.0 127.8 358 1 -29 -97 Lot 155 90.0 9.2 117.7 127.8 92.0 359 1 -30 -97 91.0 7.2 115.5 127.8 90.0 360 1 -30 -97 Lot 156 90.0 7.0 115.1 127.8 90.0: . 361 1 -30 -97 91.0 - 7.8 119.1 127.8 93.-0:- 362 1 -30 -97 92.0 - - 9.4. 121.7 127.8 95.0_..._ . 363 1 -30 -97 Lot 157 89.0 6.9 122.7 127.8 96.0 365.::1- 3 0:-97. " <: 90.0: 7;U- °116 -. -127.8 - =91 0 - - - File: -- 422 =6138 (Add)------- _- - - - -- - April 10, 1997 Page 5 Test No Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum Date 1 oc Elev . 366 1 -30 -97 Lot 158 88.0 8.4 121.0 127.8. 95.0 i 367 1 -30 -97 89.0 7.0 122.0 127.8 96.0 368 1 -30 -97 Lot 159 85.0 6.8 122.8 127.8 96.0 i 369 1 -30 -97 87.0 7.9 121.0 127.8 95.0 370 1 -30 -97 Lot 160 85.0 9.6 120.2 127.8 94.0 371 1 -30 -97 87.0 7.9 121.7 127.8 95.0 i 372 1 -30 -97 88.0 9.7 120.7 127.8 94.0 V 3.73 1 -30 -97 Lot 161 82.0 8.6 120.0 127.8 94.0 374 1 -30 -97 83.0 7.9. 121.2 127.8 95.0 75:L_.:_.1 -30 -97 �� 84 -0 - 8.3= 118:3= 127:8 93.0 ... 376 1 -30 -97 Lot 162 79: 0 10.1 1193 127.8 93.0 - 377 1-30-97 81.0. 9.2 119.8 127.8 94.0 378 1 -30 -97 82.0 8.9 118.3 127.8 93.0 .379 1 -30 -97 Lot 163 78.0 9.8 119.7 127.8 94.0 380 1 -30 -97 79.0 1 L5 122.2 127.8 96.0 - _ - - -381 1 -30 -97 80.0 10.7 - 1204 . 127.8 94.0 - 382 2 -03 -97 Lot 160 88.0 8.3 126.7 127.8 99.0 =.383 2 -03 =97 Lot -159 87.0 8.3- - = 125;7 127.8 98.0 :: - - Ft7 3.84`: �� 2 =03 =97 a. `. 88:0 7 5 1 T27;1 `- =127.8_ _ _ .:,99.0 a Sk' denj.Engineering i Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs/ ,u Ft Maximum 385 2 -03 -97 Lot 158 89.0 6.4 123.1 127.8 96.0 386 2 -03 -97 It 90.0 6.7 115.1 127.8 90.0 387 .2 -03 -97 90.0 6.5 124.4 127.8 90.0 388 2 -03 -97 Lot 154 89.0 6.5 119.1 127.8 90.0 389 2 -03 -97 Lot 153 88.0 7.2 118.4 127.8 93.0 390 2 -03 -97 Lot 152 88.0 8.9 118.1 127.8 92.0 391 2 -03 -97 Lot 151 88.0 7.9 120.4 127.8 94.0 392 2-03-97 Lot 165 83.0 13.1 116.8 123.5. 95.0 393 2= 03 =97- ` 84.0 10.6 118.8 123.5 96.0 :2'03797 -Lot 166 84.0 >_ .: 10.3 118,1, = _123.5. -.__ _ 96.0 395 2 03 =97 85.0 8.4 117-4 1235 95.0 396 2-03-971 Lot 167 87.0 8.9 111.5' 123.5 90:0 397 2-03-97. Lot 168 89.0 7.9 112.2 123.5 91.0 398 2- 03- 9- -. -., Lot 159 89.0 7.8 111.4 123.5 90.0 399 2 -03 -97 " 89.0 7.8 112.6 123.5 91.0 400 2- 03 -9.7_- Lot 161 85.0 9.0 115.4 123.5 93.0 401 2 -03 -97 85.0 9.1 116.7 123.5 94.0 _.____402. 203: =9Z. - .Lot -1.62- :83.0 - - 8.4 - -114 8 = 123.5 :_ - 93.0 403 ; 2 03 ;97 ��- ; .- _ °83 0 ` ; 11.8 _ i 14.0 123.5 92.0 - Y4 Sladden Engineering - - - - -- -File : -A22= =6138 (Add). -. April 10, 1997 Page 7 Test Moist Cont Fld Dry Den Max Dry Den Percent No, Date Loc. Elev, Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 404 2 -03 -97 Lot 163 81.0 10.3 114.8 123.5 93.0 405 2 -03 -97 81.0 9.1 117.1 123.5 95.0 406 2 -03 -97 Lot 164 75.0 10.5 118.5 127.8 93.0 407. 2 -03 -97 76.0 9.3 122.1 .127.8 96.0 408 2 -03 -97 77.0 9.5 120.7 127.8 94.0 409 2 -03 -97 Lot 144 75.0 8.8 119.7 127.8 94.0 410 2 -03 -97 76.0 10.3 120.5 127.8 94.0 411 -97 77.0 9.5 118.6 127.8 93 0 .2.03 412 - 2 -03 =97 Lot 145 79.0 8.6 119.3 127:8 93.0 413 ; 2'03'- 9 7 =, . ��' - _ 80:0 9.1 ' 120:1 414 2-63"97 Lot 140; 64.0 9.7 118.2 1.27 .8 ' -92.0 415 2-04 -97 ".:. 64.5 9.7 120.6 _127.8. -94.0 416 2 -04 -97 of 65.0 9.6 120.5 127.8 94.0 417 2 -04 -97 Lot 135 52.0 11.2 117.8 127.8 92.0 418 2 -04 -97 54.0 9.4 122.9 127.8 96.0 419 2 -04 -97 '`. 55.0 9.8 122.1 127.8 _ 96.0 420 2 -04-97 Lot 136 55.0 9.6 119.9 127.8 94.0. 421 - 2 -Q4 -97 - - - ". _ 56:0 8.7 119 5 127 8 422 2- 7 - -70 7.8. 121 127.8 5 0 e addenEngineering Test Moist Cont Fld Dry lien Max Dry lien Percent Nn Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 423 2 -04 -97 Lot 137 56.0 11.6 123.2 127.8 96.0 424 2 -04 -97 57.0 11.7 120.9 127.8 95.0 425 2 -04 -97 58.0 7.8 124.2 127.8 97.0 426 2 -04 -97 Lot 138 58.0 8.9 120.0 127.8 94.0 427 2 -04 -97 59.0 10.9 123.0 127.8 96.0 428 2 -04 -97 60.0 10.3 122.3 127.8 96.0 429 2 -04 -97 Lot 139 60.0 9.0 121.5 127.8 95.0 430 2 -04 -97 61.0 8.4 120.8 127.8 95.0 431 2 -04 =97 62.0- 10.8 121.5 127.8 95.0 432 2 04 -97 . -Lot 111 8.8 113 8 ;: -:. -• 123.5 92 0 - - - - - -- 433 2 -04 =97 `` 61-0 ' 10.2 112.3 123.5 91 0 ` 434 2 -04 -97 62.0 - 9.0 113.6 123.5 98.0 - 435 2 -04 -97 Lot 112 59.0 9.2 120.6 123.5 98.0 436 2 -04 -97 60:0.' =: 10.0 115.5 123.5 94:0 437 2 -04 -97 7_61- :0_._ -_.- 8.8 114.6 123.5 94.0 -` -- `- 438 2 -04 -97 Lot 113 - -60.0 9.5 114.1 123.5 92.0 439 2 -04 -97 61.0 10.1 114.2 123.5 92.0. -- - - - - - - - 440 2 -04 =97 �� _.___.. -- 62:0_ _ 8:5 116.9:--.-z-123.5 95 441 2 =04 -97 - 'Lot'! 14 :. = 59 0 = -8 2 114.9--,-, 123.5 91. ; h U i . .r Te ' S1 ineerin� olden File: 422 -6138 (Add) April T0, _1997 -.7-7-7- - Page 9 Test No Date Loc ley. Moist Cont Percent ent Fld Dry Den bg/Cu Fr Max Dry Den Percent Lbs/Cu Fr Maximum 442 2 -04 -97 Lot 114 60.0 8.7 115.7 123.5 .94.0 443 2 -04 -97 61.0 9.1 113.3 123.5 92.0 444 2 -04 -97 Lot 115 57.0 10,9 113.1 123.5 92.0 - 445 2 -04 -97 58.0 10.4 113.1 123.5 92.0 446 2 -04 -97 56.0 10,9 114.0 123.5 92.0 447 2 -04 -97 Lot 116 55.0 10.7 112.3 123.5 91.0 448 2 -04 -97 56.0 9.1 114.5 123.5 93.0 449 2 -04 -97 ".- = - - - -- 57.0 IV .9 1 13.9 450 2 -04 -97 Lot 51 43.0 8.1 107.8 110.0 98.0 451 2 -04 -97 - 44.0 8 8 106.9 110.0 -452 2 =04 -97 Lot 50 43:09 2 110.0 96.0 453 2 -04 -97 44.0 10.9 105.7 110.0 96.0 454 2 -04 -97 Lot 49 43..0 11.3 106.2 110.0 96.0 455 2 -04 -97 42.0 9.8 104.9 110.0 95 0 456 2 -04 -97 Lot 53.. ....411.0 - -" 9.7 108.0 110.0 457 2 -04 -97 42 .0 -- - -8.5. 107.9 110.0 98 0 - - - -- 4582-04-97 Lot 52 43.0 10.6 106.2 110.0 98.0 - 45-9 2 -04 -97 ". 44.0 -- -8 7 - -- 107:6 _ .: 11.0.0 460 2 05 -97 Lot 116 580 7 6 115.2 123.5 93 0 . ,__ .. - a�X .:,, _ ..-... r. _ File: 422 -6:138 (Add) _ _... --- - - - - -- - - - -- April -10, 1997 Page 10 Test Moist Cont Fld Dry Den Max Dry lien Percent No. Date Loc Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 461 2 -05 -97 Lot 116 59.0 7.9 120,1 123.5 97.0 462 2 -05 -97 " 60.0 i.e 116.0 1Z.J.:) 7v.v 463 2 -05 -97 Lot 115 59.0 8..2 119.8 123.5 97.0 464 2 -05 -97 60.0 7.8 121.8 123.5 99.0 465 2 -05 -97 61.0 10.3 120.9 123.5 98.0 466 2 -05 -97 Lot 135 55.0 10.3 112.5 123.5 91.0 467 2 -05 -97 56.0 9.7 118.9 123.5 96.0 468 2 -05 -97 " 51.0 - -- 8.6 115.2 123.5 93:0- - - -- 4692-05-97 Lot 109 63.0. 12.0 120.9 127.8 95.0 T 470 2-05-9.7: " 64.0 9.7 125 7 127.8 98.0 -_ 474'2-05-97 65.0 12 3 125 0 - - `- -127.8 98.0 T 4722-05-97 Lot 110 61.0 16.8 116.1 127.8 91.0 473 2 -05 -97 62.0 15.9 115.5 127.8 90.0 474 2 -05 -97 63.0 14.3 117.8 127.8 92.0 .475 2 -05 -97 Lot 136 58.0 9.7 117.5 127.8 93.0 - - 476 2 -05 -97 59.0 - 9.3 .116.6...- 123.5 94.0 477 2 -05 -97 60.0 9.3 117.0 123.5 95.0 - : 478 -2 =05=97 _Lot-105 64:0. 7:2 117 7 -- 127.8 92.0 :479 =2 05 97 65 0 ,_ _. 9.9 122 4 - -_ 127.8 96.0 Slgd File: 422 -6138 (Add) . April 10, 1997 - -- - Page 11 No. Date Loc. .lev ...�.� �. III Percent . ,u ,.,,,y L,Fu lviaA i„y be/ a Ft Lbs/Cu Lcn rment Ft Maximum 480 2 -05 -97 Lot 105 66.0 6.3 121.4 127.8 95.0 481 2 -05 -97 Lot 106 66.0 7.6 124.1 127.8 97.0 482 2 -05 -97 67.0 7.2 118.7 127.8 93.0 483 2 -05 =97 68.0 7.4 122.3 127.8 96.0 484 2 -05 -97 Lot 111 63.0 7.8 123.1 127.8 96.0 485 2 -05 -97 64.0 7.3 120.1 127.8 94.0 486 2 -05 -97 65.0 7.1 119.9 127.8 94.0 487 2 -05 -97 T r%t 110 64.0 -- - -9:1 119.0 i27 .o 94.0 488 2 =05 -97 65.0 8.6 118.7 127.8 93.0 =489 2- 05 =97: 66.0 7.6 118 9 = - 1278 93.0 490 2 =05 97_., Lot 109 66'.0 7.9 120.7 - T27.8 94.0 4912 -05 -97 67.0 8.7 120.6 127.8 94.0 492 2 -05 -97 68.0 8.0 119.9 127.8 94.0 493 2 -05797 Lot 112 63.0 7.6 119.3 127.8 63.0 . 494 2- 05 -97. 64.0 8.1 118.7 127:8 93.0 495 2 -05 -97 __..._. _ . -- -- - ... �� 65.0 9.1 119.2 _ _ 127.8 93.0 4962-05-97 Lot 107 65.0 8.2 119.8 127.8 94.0 497 2- 05 -97- - _ - _ _ - 66.0 10.4 124.3. 127.a, -_ 97.0 498 2;.05- 97 67 -.0.. 9.8 123.9 12.7 8'- 97.0. - - Slodden,Eng nearing April IV, 1!)V / Page 12 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 499 2 -05 -97 Lot 108 65.0 8.5 126.0 127.8 99.0 500 2 -05 -97 66.0 9.1 120.4 127.8 94.0 501 2 -05 -97 67.0 10.6 122.2 127.8 96.0 502 2 -05 -97 Lot 103 70.0 8.8 118.9 127.8 93.0 503 2 -05 -97 71.0 9.6 120.2 127.8 94.0 504 2 -05 -97 72.0 11.2 123.5 127.8 97.0 505 2 -05 -97 Lot 104 64.0 10.7 123.1 127.8 96.0 506 2 -05 -97 65.0 - - _ 8 0 - - - -- - 125.2 127.8 98.0 507 2 -05 -97 66.0 9.1 120.9 127.8 95.0 508 2 06;97. -Lot 117 51.0 6.7 122.0 127 .0, .; . 96.0 509 2--.06--97 : 52.0 6.9 124.5 127.0 98.0 510 2- 06 =97_ 53.0 8.2 120.8 127.0 95.0 511 2 -06 -97 Lot 118 51.0 8.0 115.4 127.0 91.0 512 2 -06 -97 52.0 8.8 115.8 127.0 91.0 513 2- 06 =97= - - _ "= 53.0 9.2 116.7 127.0-,-- 92.0 514 2-06-97----Lot-119 53.0 8.4 115.3 127:0 - 91.0 - - - 515 2 -06 -97 54.0 10.2 118.0 127.0 93.0 516 2 -06 =97 - " _. -_ -= 55:0 _ 9.8 117:7 127 0- _ 93.0:- 517 2 06,9 Lot 1371 = - -59 0 ; . 12.4 17.7- 127 0 t 9 0 ? 1 EA _:.. -- - -_- - -_ _ ... _. •+t.,c. _. :_ ate, s.. •_ -- File: -422 -6138 (Add) _ April 10, 1997 Page 13 Test Moist Cont Fld Dry Den Max Dry Den Percent Nn Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 518 2 -06 -97 Lot 137 60.0 8.8 118.6 127.0 93.0 519 2 -06 -97 it 61.0 10.6 116.6 127.0 92.0 520 2 -06 -97 Lot 134 53.0 8.7 123.5 127.0 97.0 521 2 -06 -97 54.0 12.7 115.4 127.0 91.0 522 2 -06 -97 55.0 10.1 117.1 127.0 92.0 523 2 -06 -97 Lot 117 54.0 12.9 119.4 127.0 94.0 524-.2-06-97 55.0 14.5 117.6 127.0 93.0 525 2 -06 -97 "- -- 56.0 13.9 114.3 127.0 90.0 526 2 -06 -97 Lot 11.8..: _ 54.0 14.1 115.4 127.0 91.0 527 2 -06 -97 - - "- - = - - -- - - 55:0- 12.9 117.4 127.0 . - - =: -92.0 . 528 2 -06 -97 56.0 14.4 119.0 127.0 94.0 529 2 -06 -97 Lot 113 61.0 12.6 119.0 127.0 94.0 530 2 -06 -97 '62.0 12.1 117.2 127.0 92.0 531 2 -06 -97 63.0 12.0 123.1 127.0 97.0 532 2 -06 -97 Lot 152 88.0 7.0 121.2 127.8 95.0 533 2 -06 -97 88.0 7.6 119.3 127.8 93.0 534 2 -06 -97 Lot 165" - 85. -0- 8.4 116.5 127.8 91.0 _ ... _ ..: - Sladden .Engineering File- 422 -6138 (Add) April 10, 1997 Page 14 Test Moist Cont Hd Dry lien Max Dry lien Percent No Date Loc Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 335 2-06-9-/ Lot 165 S5.0 7.2 12 1. 5 i -27. 3 95.0 536 2 -06 -97 Lot 166 87.0 8.4 121.4 127.8 95.0 537 2 -06 -97 it 87.0 12.0 121.3 127.8 95.0 538 2 -06 -97 it 87.0 9.6 123.8 127.8 97.0 539 2 -06 -97 Lot 167 90.0 7.4 116.6 121.8 91.0 540 2 -06 -97 90.0 7.7 117.3 127.8 92.0 541 2 -06 -97 it 90.0 7.8 121.2 127.8 90.0 542 2 -06 -97 Lot 168 92.0 10.7 124.5 127.8 92.0 543 2 -06 -97 92.0 8.6 118.4 127.8 93.0 544 2 -06 -97 Lot 99 81.0 8.3 122.2 127.8 96.0 545 2 -06 -97 It 81.0 7.5 120.0 127.8 94.0 546 2 -06 -97 Lot 98 78.0 8.6 114.7 127.8 98.0 547 2 -06 -97 It 78.0 7.7 124.8 127.8 98.0 548 2 -06 -97 Lot 139 63.0 8.7 119.7 127.8 94.0 549 2 -06 -97 If 64.0 8.3 119.3 127.8 93.0 550 2 -06 -97 Lot 138 61.0 8.8 118.6 127.8 93.0 551 2 -06 -97 62.0 7.9 126.4 127.8 99.0 552 2 -06 -97 Lot 108 68.0 8.4 121.6 127.8 95.0 553 2 -06 -97 it 69.0 8.7 127.2 127.8 96.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 15 Test Moist Cont Fid Dry lien Max Dry lien Percent hLo-__Date LOC. Elev . Percent Lbs /Cu Ft L s /Cu Ft Maximum 554 2- 06 -9 "7 Lot 71 48.0 I0. i i65. i i i 0.6 96.0 555 2-06-97 49.0 9.4 107.5 110.0 98.0 556 2 -06 -97 50.0 9.7 108.6 120.0 91.0 557 2 -06 -97 Lot 70 48.0 8.8 1103 120.0 92.0 558 2 -06 -97 49.0 7.6 108.9 120.0 91.0 559 2-06-97 50.0 8.8 110.0 120.0 92.0 560 2 -06 -97 Lot 69 48.0 7.6 113. .5 120.0 95.0 561 2 -06 -97 49.0 9.2 113.4 120.0 95.0 562 2 -06 -97 50.0 8.9 112.1 120.0 93.0 563 2 -06 -97 Lot 69 47.0 9.8 112.5 120.0 94.0 564 2 -06 -97 48.0 8.8 111.1 120.0 93.0 565 2 -06 -97 49.0 9.6 110.9 120.0 92.0 566 2 -06 -97 Lot 67 47.0 9.2 111.2 120.0 93.0 567 2 -06 -97 of 48.0 8.6 110.4 120.0 92.0 568 2 -06 -97 of 49.0 9.0 109.7 120.0 91.0 569 2 -06 -97 Lot 66 46.0 7.2 114.4 120.0 95.0 570 2 -06 -97 47.0 8.4 110.4 120.0 92.0 571 2 -06 -97 48.0 10.7 109.3 120.0 91.0 572 2 -06 -97 Lot 65 45.0 8.8 1 T3:7 - 120.0 95.0 Slodden Engineering Slodden Engineering 422-6138 (Add)] April 10, 1997 Page 16 Test Den Percent Moist Cont Fld Dry Den Max Dry No, Date Loy Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum J/3 2-06 -9/ Lot 1;_' 4b.0 8.i 111.J iLV.V 73.0 174 2 -06 -97 Lqr 7 - 51.0 6.6 112.6 120.0 94.0 575 2 -06 -97 52.0 11.1 112.5 120.0 94.0 576 2 -06 -97 it 53.0 9.3 113.9 120.0 95.0 577 2 -06 -97 Lot 73 49.0 7.8 113.2 120.0 94.0 578 2 -06 -97 11 50.0 9.7 111.8 120.0 93.0 579 2 -06 -97 It 51.0 8.6 111.3 120.0 93.0 580 2 -06 -97 Lot 72 48.0 7.9 111.6 120.0 93.0 581 2 -06 -97 49.0 10.7 108.0 120.0 90.0 582 2 -06 -97 50.0 10.5 111.5 120.0 93.0 583 2 -06 -97 Lot 138 63.0 8.7 118.7 127.8 93.0 584 2 -06 -97 63.0 7.2 117.9 127.8 92.0 585 2 -06 -97 63.0 9.1 119.9 127.8 94.0 586 2 -06 -97 Lot 134 65.0 8.7 119.5 127.8 94.0 587 2 -06 -97 65.0 8.5 118.4 127.8 93.0 588 2 -06 -97 Lot 141 72.0 9.1 119.3 127.8 93.0 589 2 -06 -97 it 72.0 9.9 120.4 127.8 94.0 590 2 -06 -97 72.0 9.5 118.0 127.8 92.0 591 2 -06 -97 Lot 142 76.0 10.0 116.7 127.8 93.0 Slodden Engineering File: 422 6 8 (Add) April 10, 1997 Page 17 Test Moist Cont Fld Dry Den Max Dry Den Percent No. Date Loc. Elev, Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 592 200--V/ Lot 142 b.0 i L.5 1 i 9. i 12 7. o 33.0 593 ?.''; 97 " %c? (1 10.7 121.0 127.8 95.0 594 2 -06 -97 Lot 143 79.0 103 119.0 127.8 93.0 595 2 -06 -97 79.0 9.7 118.3 127.8 93.0 596 2 -06 -97 79.0 8.2 121.4 127.8 95.0 597 2 -i0 -97 Lot 105 67.0 6.5 114.3 120.0 95.0 598 2 V1,97 (;7.0 6.7 110.4 120.0 92.0 599 2 -10 -97 If 67.0 6.5 114.4 120.0 95.0 600 2 -10 -97 Lot 104 67.0 6.9 108.7 120.0 91.0 601 2 -10 -97 67.0 7.5 109.5 120.0 91.0 602 2 -10 -97 if 67.0 7.4 111.4 120.0 93.0 603 2 -10 -97 Lot 106 69.0 6.4 108.3 120.0 93.0 604 2 -10 -97 69.0 8.0 111.8 120.0 93.0 605 2 -10 -97 69.0 6.5 112.5 120.0 97.0 606 2 -10 -97 Lot 56 38.0 12.6 104.7 116.2 90.0 607 2 -10 -97 39.0 9.8 109.8 116.2 94.0 608 2 -10 -97 40.0 10.1 108.6 116.2 93.0 609 2 -10 -97 Lot 57 39.0 15.6 105.5 116.2 91.0 610 2 -10 -97 40.0 9.7 108.6 116.2 93.0 Sladden Engineering File: 422 -6138 (Add) April 10, 1997 Page 18 Test Moist Cont Fld Dry Den Max Dry Den Percent No, Date Los Elev. Pc-�irsent Lbs /Cu Ft Lbs /Cu Ft Maximum 611 2 -10 -97 '.nT 57 41.0 1 v.c 109.9 116.2 95.0 612 2 -10 -97 Tot 58 39.0 i 1.1 110.9 116.2 95.0 613 2 -10 -97 40.0 10.7 110.5 116.2 95.0 614 2 -10 -97 41.0 9.-) 112.8 116.2 97.0 615 2 -10 -97 Lot 161 79.0 9.8 116.1 127.8 91.0 616 2 -10 -97 79.0 7.3 126.4 127.8 99.0 617 2 -10 -97 Lot 163 81.0 7.9 121.9 127.8 95.0 618 2 -10 -97 81.0 8.6 119.1 127.8 93.0 619 2 -10 -97 Lot 162 83.0 7.8 119.0 127.8 93.0 620 2 -10 -97 it 83.0 6.5 114.8 127.8. 90.0 621 2 -10 -97 Lot 161 85.0 6.1 122.6 127.8 96.0 622 2 -10 -97 if 85.0 6.2 119.6 127.8 94.0 623 2 -10 -97 Lot 160 88.0 9.5 115.7 127.8 91.0 624 2 -10 -97 88.0 6.6 119.6 127.8 94.0 625 2 -10 -97 Lot 101 77.0 6.7 119.4 127.8 93.0 626 2 -10 -97 If 78.0 6.8 116.3 127.8 91.0 627 2 -10 -97 Lot 100 75.0 6.6 120.6 127.8 94.0 628 2 -10 -97 76.0 7.3 124.3 127.8 97.0 629 2 -10 -97 77..0- 12.9 122.0 127.8 95.0 Sindden Engineering File: 422 -6138 (Add) April 10, 1997 Page 19 1 est Moist Lont NO Ury lien Max Ory lien Percent No Date Loc. Elw Percent sLCu Ft Lbs /Cu Ft Maximum 63u 2- i0 -9'7 Lot 63 ti.0 1i.7 iv.6 %10.G 93.E 631 2 -10 -97 It 45.0 10.3 i 07. i 110.0 97.0 632 2 -10 -97 If 46.0 10.4 107.4 110.0 98.0 633 2 -10 -97 Lot 64 457.13 10.0 106.8 110.0 97.0 634 2 -10 -97 46.0 11.8 103.9 110.0 94.0 635 2 -10 -97 47.0 8.5 1 U,9.0 110.0 99.0 636 2 -10 -97 Lot 65 46.0 10.0 107.7 110.0 98.0 637 2 -10 -97 47.0 .10.8 106.6 110.0 97.0 638 2 -10 -97 48.0 9.8 107.7 110.0 98.0 639 2 -10 -97 Lot 145 81.0 7.8 121.2 127.8 95.0 640 2 -10 -97 81.0 7.3 119.8 119.8 94.0 641 2 -10 -97 Lot 144 79.0 7.8 117.8 127.8 92.0 642 2 -10 -97 it 79.0 8.8 122.0 127.8 95.0 643 2 -10 -97 :Lot 55 39.0 8.4 108.5 116.2 93.0 644 2 -10 -97 it 40.0 8.7 107.0 116.2 92.0 645 2 -10 -97 of 41.0 8.2 110.5 116.2 95.0 646 2 -10 -97 Lot 57 41.0 7.8 109.2 116.2 94.0 647 2 -10 -97 42.0 7.6 109.6 116.2 94.0 648 2 -10 -97 43.0 -7.7-- 109.4 116.2 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 20 Test Moist Cont Fld Dry Den Max Dry Den Percent 1Jn Date-___ Loc Elev. ���ent LbslCu Ft Lbs /Cu Ft Maximum 6� :r9 2 -10 -97 Lot 59 41.0 . % 1092 1 16 94.0 610 2 -10 -97 42.0 7, 110,7 i i 6 _, 95.0 651 2 -10 -97 43.0 9.1 107.3 116.2 92.0 i 652 2 -10 -97 Lot 60 41.0 0.1 107.3 116.2 92.0 653 2 -10 -97 42.0 10.5 104.0 116.2 90.0 654 2 -10 -97 43.0 11.0 104.8 116.2 90.0 5 2 -10 -97 Lot 61 42.0 12.7 105.9 116.2 91.0 656 2 -10 -97 43.0 9.8 110.7 116.2 95.0 657 2 -10 -97 44.0 8.3 110.4 116.2 95.0 658 2 -10 -97 Lot 62 42.0 9.3 108.1 116.2 93.0 659 2 -10 -97 it 43.0 11.3 107.5 116.2 93.0 660 2 -10 -97 if 44.0 12.6 105.8 116.2 91.0 661 2 -11 -97 Lot 102 77.0 6.2 121.4 127.8 95.0 i 662 2 -11 -97 78.0 6.9 122.4 127.8 96.0 663 2 -11 -97 Lot 101 73.0 7.4 119.8 127.8 94.0 664 2 -11 -97 75.0 6.7 120.8 127.8 95.0 665 2 -11 -97 77.0 7.3 121.8 127.8 95.0 666 2 -11 -97 Lot 61 41.0 7.6 113.8 116.2 98.0 667 2 -11 -97 of 42.0 9.3 108:1 116.2 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 21 "Pest Moist Uont Pid Ory lien Max »ry Uen rercent Lam_ _ Date Loc Elev, ----P -c LbslCia Ft Lbs/C'si Ft Maximum 668 -1 1-9 "1 Lot 61 43.0 i.8 109.2 i 16.2 93.0 669 1 1 -97 Lot 63 46.0 7 6 107.7 1162 93.0 670 2-11-97 47.0 7.0 112.1 116.2 96.0 671 2-11-9-/ 48.0 6.6 1 1 1.5 116.2 96.0 672 2-11-97 Lot 65 47.0 10.5 109.1 116.2 94.0 673 2 -11 -97 " 48.0 9.8 108.9 116.2 94.0 674 2 -11 -97 It 49.0 9.8 107.2 116.2 92.0 File: 422 -6138 (Add) April 10, 1997 Page 22 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc Percent Lbs /C u Ft Lbs Cu >~t Maximum _EIPV 687 2 -11 -91 L.vi b4 48.0 i4.J i09,5 I lo.% 74.0 688 2 -11 -97 49.0 11.3 109.8 116.2 94.0 689 2 -11 -97 Lot 66 48.0 8.7 108.2 116.2 93.0 690 2 -11 -97 49.0 9.4 106.9 116.2 92.0 691 2 -11 -97 50.0 8.2 107.7 116.2 93.0 692 2 -11 -97 Lot 69 50.0 8.4 113.4 116.2 93.0 693 2 -11 -97 Lot 102 79.0 8.7 115.7 127.8 91.0 694 2 -11 -97 79.0 8.4 118.5 127.8 93.0 695 2 -11 -97 Lot 101 78.0 7.5 117.6 127.8 92.0 696 2 -11 -97 78.0 8.4 118.5 127.8 93.0 697 2 -11 -97 Lot 103 74.0 6.9 123.0 127.8 96.0 698 2 -11 -97 If 74.0 7.1 117.0 127.8 92.0 699 2 -11 -97 Lot 100 77.0 6.7 119.0 127.8 93.0 700 2 -11 -97 If 77.0 7.1 119.9 127.8 94.0 701 2 -11 -97 Lot 69 50.0 11.3 102.3 110.0 93.0 702 2 -11 -97 if 51.0 11.4 102.4 110.0 93.0 703 2 -11 -97 If 52.0 11.7 102.4 110.0 93.0 704 2 -11 -97 Lot 70 50.0 11.2 108.9 110.0 99.0 705 2 -11 -97 " 51.0 12.7 103.0 110.0 94.0 Sladden Engineering File: 422 -613 � idd) April 10, 1997 Page 23 Test Moist Cont Fld Dry lien Max Dry lien Percent No Dat�_�_Loc Elea_ Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 706 1 - 1-OL /U 3 0 i , .o n�, .3 v 1 707 2 -11 -9 Lot 84 59.0 11.13 110.7 116.2 9 )'.0 708 2 -11 -97 60.0 8.8 110.9 116.2 95.0 709 2 -11 -97 61.0 10.1 111.6 116.2 96.0 710 2 -11 -97 Lot 83 58.0 7.9 109.1 116.2 94.0 711 2 -11 -97 11 59.0 9.4 109.0 116.2 94.0 712 2 -11 -97 it 60.0 9.3 108.1 116.2 93.0 713 2 -11 -97 Lot 82 58.0 9.3 106.7 116.2 92.0 714 2 -11 -97 59.0 7.4 108.7 116.2 94.0 715 2 -11 -97 60.0 8.4 110.4 116.2 95.0 716 2 -11 -97 Lot 81 57.0 8.1 110.4 116.2 95.0 717 2 -11 -97 58.0 11.0 109.5 116.2 94.0 718 2 -11 -97 59.0 9.6 109.9 116.2 95.0 719 2 -11 -97 Lot 85 63.0 9.7 1 07.3 116.2 92.0 720 2 -11 -97 " 63.0 11.9 109.4 116.2 94.0 721 2 -11 -97 of 63.0 10.1 106.6 116.2 92.0 722 2 -11 -97 Lot 86 64.0 12.2 109.0 116.2 94.0 723 2 -11 -97 fl 64.0 11.4 106.1 116.2 91.0 724 2 -11 -97 64.0 11.9 106.7 116.2 92.0 -- Sladden Engineering File: 422-6138 (Add) April 10, 1997 Paae 25 Test Moist Cont Fid Dry Den Max Dry Den Percent LN�L__D_a LoQ, El,v, Perce�Lbs/CuFt Lbs/CuFt MaXI'MUM ' 7 9 Lo L 0 r)_ A r) -7 j 110.0 9 12 8.7 i 0S. 110.0 99.0 746 2 -12 -97 Lot 73 7.6 105.4 110,0 96.0 747 2 -12 -97 53.0 7.5 106.5 110.0 97.0 748 2' -12 -97 54.0 7.1 105.;1 i 10.0 96.0 749 - -12 -97 Lot 72 1.0 6.7 106. 6 1 10.0 96.0 750 2-12-97 52.0 7.6 105.5 110.0 96.0 751 2-12-97 53.0 7.3 107.1 110.0 97.0 752 2-12-97 Lot 71 54.0 7.2 107.4 110.0 98.0 753 2-12-97 it 55.0 7.0 107.1 110.0 97.0 754 2-12-97 If 56.0 7.8 108.1 110.0 98.0 755 2-12-97 Lot 50 44.0 9.3 102.1 110.0 93.0 756 2-12-97 45.0 12.7 100.4 110.0 91.0 757 2-12-97 46.0 10.1 99.7 110.0 91.0 758 2-12-97 Lot 51 44.0 8.7 99.8 110.0 91.0 759 2-12-97 It 45.0 10.5 99.9 110.0 91.0 760 2-12-97 it 46.0 12.9 99.9 110.0 91.0 761 2-12-97 Lot 108 69.0 8.8 119.2 127.8 93.0 762 2-12-97 69.0 90 118,5 127.8 93.0 Sladden Engineering File- 422-6138 (Add) April 10, 1997 Page 26 Test Most Cont FId Dry Den f\/Iax Ury lien Percent No Bate LOC, Elev. —Per-Q .1,L,-,/Cu Ft Maximum 6 121.0 95.0 674 2-12-97 69.0 i 0. I 118.6 93.0 765 2-12-97 H 69.0 i 122.8 127.8 96.0 766 2-12-97 Lot 109 69.0 119.7 127.8 94.0 767 2-12-97 69.0 W-) 122.6 n 96.0 X60 2-12-97 69.0 119.6 61 94.0 769 2-12-97 Lot 110 67.0 12.1 120.5 127.8 94.0 .;-2 -6138 (Add) April 10, 1997 Page 27 Test Moist Cont Fld Dry Den Max Dry Den Percent No Dale Loc.- Flev. Percent Lbs' a Ft Lbs /(emu B N4aximujll 6 File: (Add) April 10, 1997 Page 28 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc, Pei-cent Lbs/Cu Ft LbsXiLa—Mawimuimi o n 1 1 _ I ^ '7 1 112.4 120,0 94.0 802 2-13-97 1 46.0 7.2 111.2 120.4:1 9-11.0 803 2-13-97 it 47.0 8.9 112.7 120.() 94.0 804 2-13-97 H 48.0 9.8 113.7 1,20.0 95.0 ROS ?-1 '1-07 1 nt zi?, 45 n n I IR I Ci QR n File: 422 -6138 (Add) April 10, 1997 Page 29 Test Moist Cont Ed Dry Den Max Dry Den Percent Nn Date Loc. Elev. PerCmnt, -Ls /Cu Ft Lbs /Cu Ft Maximum 820 2 -13 -97 Lot 75 60.0 tG. i i "G.8 i 16.2 821 2 -13 -97 " 61.0 11.7 i 1 1.2 116.2 96.0 822 2 -13 -97 Lot 93 74.0 6.9 121.7 127.8 95.0 823 2 -13 -97 74.0 7.0 121.8 127.8 95.0 824 2 -13 -97 74.0 12.0 121.5 127.8 95.0 825 2 -13 -97 Lot 92 70.0 7.2 121.3 127.8 9 -) 826 2 -13 -97 70.0 7.0 120.6 127.8 94.0 File: 422 -613 8 (Add) April 10, 1997 Page 30 Test Moist Cont Fld Dry Den Max Dry Den Percent I�(2��s1te Loc Elev. ___ -_ PPtr��e�t Lbs /Cu Ft Maximum 839 2-13-97 Lot 88 63.0 (S.4 121.0 127.8 95.0 840 2 -13 -97 63.0 6.1 119.7 127.8 94.0 841 2 -13 -97 63.0 5.2 118.7 127.8 93.0 842 2 -13 -97 Lot 87 63.0 6.8 118.0 12 7. 8 96.0 843 ? -13 -97 63.0 2 119.0 127.8 96.0 844 2 -13 -97 63.0 6.6 113.9 127.8 92.0 . 845 2 -13 -97 63.0 6.3 116.0 127.8 94.0 846 2 -18 -97 Lot 103 74.0 5.5 123.3 127.8 96.0 847 2 -18 -97 to 74.0 7.0 121.7 127.8 95.0 848 2 -18 -97 Lot 104 67.0 7.0 -123.5 127.8 97.0 849 2 -18 -97 Lot 101 78.0 6.7 123.1 127.8 96.0 850 2 -18 -97 Lot 44 41.0 13.7 110.6 120.0 92.0 851 2 -18 -97 if 42.0 10.1 117.0 1.20.0 98.0 852 2 -18 -97 If 43.0 12.3 117.2 120.0 98.0 853 2 -18 -97 Lot 48 46.0 10.3 112.3 120.0 94.0 854 2 -18 -97 it 47.0 10.2 110.1 120.0 92.0 855 2 -18 -97 Lot 47 47.0 13.2 118.5 120.0 99.0 856 2 -18 -97 48.0 14.9 115.5 120.0 96.0 857 2 -18 -97 Lot 49 47.0 12.5 119.3 120.0 .99.0 Sladden Engineering File: 422 -6138 (Add) April 10, 1997 Page 31 Test Moist Cont Fld Dry Den Max Dry lien Percent Elev Percent Lbs /Cu Et Lbs /Cu Et Maximum 2- 15 -9 "/ Lot 49 48.0 ls. a.0 i2G.0 �o.v 85? 2-1 O -97 Lot 53 44.0 10.7 114.1 120.0 95.0 860 2 -18 -97 45.0 12.2 118.2 120.0 99.0 861 2 -18 -97 46.0 8.3 116.0 120.0 97.0 862 2 -18 -97 48.0 8.8 115.3 120.0 96.0 863 2 -18 -97 49.0 10.6 117.8 120.0 95.0 864 2 -18 -97 Lot 51 50.0 11.1 116.1 120.0 97.0 File: 422 -6138 (Add) April 10, 1997 Page 32 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Lo_ Elev. _ PJrcent Lbs /(�� Ft LbsCu Ft Maximum °77 2 -19 -97 Lot 4'c" 50.0 8.8 12.3 878 2 -19 -97 11 51.0 9.7 111.5 123.5 90.0 879 2 -19 -97 Lot 53 46.0 7.6 113.8 123.5 92.0 880 2 -19 -97 it 47.0 7.4 114.1 123.5 92.0 881 2 -19 -97 It 48.0 7.9 114.0 123.5 92.0 882 2 -19 -97 Lot '75 62.0 8.4 112.0 123.5 92.0 883 2 -19 -97 " 63.0 11.2 119.7 123.5 97.0 884 2 -19 -97 Lot 74 62.0 10.7 110.6 123.5 90.0 885 2 -19 -97 If 63.0 9.4 111.4 123.5 90.0 886 2 -19 -97 Lot 73 59.0 11.4 111.2 123.5 90.0 887 2 -19 -97 " 60.0 8.6 112.7 123.5 91.0 888 2 -19 -97 Lot 72 58.0 12.5 119.1 123.5 96.0 889 2 -19 -97 59.0 11.9 115.6 123.5 94.0 890 2 -19 -97 Lot 76 62.0 11.9 118.6 123.5 96.0 891 2 -19 -97 63.0 11.7 117.0 123.5 95.0 892 2 -19 -97 64.0 10.6 114.0 123.5 92.0 893 2 -19 -97 Lot 77 62.0 11.2 113.8 123.5 92.0 894 2 -19 -97 63.0 9.5 113.7 123.5 92.0 895 2 -19 -97 Lot 78 61.0 9.3 117.4 123.5 94.0 Slodden Engineering File: 422-,,-: 13 8 (Add) April 10, 1997 Page 33 l est moist wont i Iw llry lien Max llry lien Percent Nb-- Date Loc. Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum ago -; . -> 7 Lot 7a o.2.i 8.0 116.4 123.5 9d. 0 897 2- 19 - -9? 63.0 8.6 118.4 123.5 96.0 898 2 -19 -97 Lot 73 60.0 9.4 115.3 123.5 93.0 899 2 -19 -97 if 61.0 8.5 114.1 123.5 92.0 900 2 -19 -97 Lot 74 62.0 9.3 1 13.9 123.5 92.0 901 2 -19 -97 63.0 10.7 114.4 123.5 93.0 902 2 -19 -97 64.0 103 114.7 123.5 93.0 903 2 -19 -97 64.0 10.1 113.6 123.5 92.0 904 2 -20 -97 Lot 75 63.0 14.1 113.7 123.5 92.0 905 2 -20 -97 64.0 11.7 115.2 123.5 93.0 906 2 -20 -97 65.0 12.8 112.2 123.5 91.0 907 2 -20 -97 Lot 76 63.0 8.5 118.0 123.5 96.0 908 2 -20 -97 of 64.0 8.7 117.2 123.5 95.0 909 2 -20 -97 it 65.0 8.4 117.8 123.5 95.0 910 2 -20 -97 Lot 78 63.0 9.6 115.7 123.5 94.0 911 2 -20 -97 63.0 8.3 116.2 123.5 94.0 912 2 -20 -97 63.0 10.0 115.7 123.5 94.0 913 2 -20 -97 Lot 79 62.0 8.9 119.2 123.5 97.0 914 2 -20 -97 62. -0 10.5 118.7 123.5 96.0 Slodden Engineering File- 422 -6138 (Add j April 10, 1997 Page 34 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date 2�___Elev. eLC�nt Lbs /Cu Ft Lbs /Cu Ft Maximum 915 2-20-9'/ i,m 19 62.0 1 U.4 120.0 123.5 97.0 916 2 -20 -97 T_,n; ; 5 41.0 1 `% :? 113.7 12 3. 5 92.0 917 2 -20 -97 42.0 10.1 115.6 123.5 94.0 918 2 -20 -97 43.0 11.1 112.9 123.5 91.0 919 2 -20 -97 Lot 56 41.0 10.7 114.2 123.5 92.0 920 2 -20 -97 42.0 9.8 112.9 123.5 91.0 921 2 -20 -97 43.0 8.3 1129 123.5 91.0 922 2 -20 -97 Lot 58 42.0 11.6 113.6 123.5 92.0 923 2 -20 -97 43.0 9.4 117.6 123.5 95.0 924 2 -20 -97 44.0 8.9 117.1 123.5 95.0 925 2 -20 -97 Lot 59 43.0 9.6 115.0 123.5 93.0 926 2 =20 -97 44.0 8.0 118.2 123.5 96.0 927 2 -20 -97 45.0 9.5 116.7 123.5 94.0 928 2 -20 -97 Lot 60 44.0 10.0 117.2 123.5 95.0. 929 2 -20 -97 45.0 .12.2 115.1 123.5 93.0 930 2 -20 -97 46.0 8.7 112.9 123.5 91.0 931 2 -20 -97 Lot 61 45.0 9.1 117.6 123.5 95.0 932 2 -20 -97 46.0 9.5 115.2 123.5 93.0 933 2 -20 -97 47.0 10.5 114.5 123.5 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Pa g 35 Test Moist Cont Fld Dry lien Max Dry lien Percent Imo' __mate Loc _ _ Eley, percent )s C'u Ft Lbs /Cu Ft Maximum 9;,*" % -20 -97 Lot 62 «6.0 8.1 1 i 9.0 123.5 96.0 20 -97 8.7 i 8.3 123.5 96.0 936 2 -20 -97 48.0 9.6 115.4 123.5 93.0 931 2 -20 -97 Lot 209 129.0 6.5 1202 127.8 94.0 93 00 2 -20 -97 129.0 6.7 l 23.7 127.8 97.0 939 2 -20 -97 if 129.0 6.4 i21.4 127.8 9S.0 9A0 2 -25 -97 Lot 94 77.0 8.2 120 7 127.8 94.0 File: 422 -6138 (Add) April 10, 1997 Page 36 Test Moist Cont Fid Dry lien Max Dry lien Percent I� Dates oc Elev rent Lbs /Cu Ft Lbs/Cu Ft Maximum 953 2 -25 -97 Lot 180 91.0 i. 123. i '. 0 96.0 954 2 -25 -97 91.0 ";.2 1252 I27,8 91.0 955 2 -25 -97 Lot 7 34.0 15.6 103.6 110.0 94.0 956 2 -25 -97 35.0 13.6' 101.0 110.0 92.0 957 2 -25 -97 Lot 9 33.0 15.1 103.5 110.0 94.0 958 2 -25 -97 34.0 i6.9 105.9 i 10.0 96.0 959 2 -25 -97 T of 11 33.0 16.3 102.5 110.0 93.0 422 -6138 (Add) April 10, 1997 Page 51 Test Moist Cont Ad Dry Den Max Dry Den Percent No Date Loc. Elev Percent Lbs /CuFt Lbs /Cu Ft Maximum i • 0 ^ 1 -r C) - "+ I ,t 0 f-0 n '7 O 1 '> (1 4 11 '7 Q 0/1 O Fjbe- 4`2'% -6138 (Add) April i 0, 1997 Page 52 Test Moist Cont FId Dry Den Max Dry Den Percent No Date- ----Loc. Eley, Percent Lbs/Cu Ft L u Ft Maximum 1257 3-26-97 Lot 131 55.0 7.7 125.0 127.8 98.0 1258 3--26-97 5.0 7.1 123.6 I'll, - 7. 0 1259 3 -26 -9 55.0 6,7 123.1 2 7. r 96.0 1260 3-26-97 Lot 130 54.0 7.0 124.7 127.8 99.0 1261 3-26-97 0 7.3 120.6 12.7 94. C, 1262 3-26-97,17 6.4 120. 7, S 94.0 File: 422 -6138 (Add) April 10, 1997 Page 53 Iesl 1Y1V1Jl VV11L 1 lU illy LL111Y1QA illy 111li 1 VlVf lIl No Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1276 3- 26 -97 Lot 125 52.0 6.7 124.0 127.8 9T0 1277 3 -26 -97 If 52.0 7.0 125.5 127.8 19 1278 3-216-97 Lot 124 52.0 7.0 123.6 121.8 9'/.0 1279 3 -26 -97 52.0 6.7 122.9 127.8 96.0 1280 3 -26 -97 52.0 7.4 119.9 127.8 ' '? 1281 ? 97 Lot 123 ".0 7.3 119.5 127.8 V.). U ; File: 422 -6138 (Add) April 10, 1997 Page 54 Test Moist Cont Fld Dry Den Max Dry Den Percent No. Date Loc ,_ E ev. Per�P�p _- T��IS t Lbs /Cu Ft A aximum 1295 3 -27 -97 T of :0 37.0 ? 2.3 109.0 110.0 99.0 1296 3 -27 -97 � � )I2 38.0 12.0 106.3 110.0 97.0 1297 3 -27 -97 Lot 2:% 38.0 12.8 106.0 110.0 96.0 1298 3 -27 -97 Lot 23 38.0 9.7 107.2 110.0 97.0 1299 3 -27 -97 I::` " 37.0 9.? ' 03.0 110.0 94.0 300 3 -27 -97 1�:, : 4::_; 36.G i i.. i 03.9 110.0 94.;i 1301 3 -27 -97 - Lot 26 36.0 12.6 105.6 110.0 94.0 1302 3 -27 -97 Lot 244 35.1 11.7 107.1 110.0 97.n File: 422-6138 (Add) April l0,1997 Page 55 Test Moist Cont FId Dry Den Max Dry Den Percent Nsh Dat�,, Loc EleK-----P&rcent -L-&-C-u-EL-LLqCu-EL-Maximum .. Lot 47 53.0 9.1 1)9.9 123.5 96.0 !--2,7-97 Lot 46 8,6 2 1. 123.5 08.0 1 1316 3-27-97 51.G 10.4 i 19.2 123.5 97.0 1317 3-27-97 Lot 45 50.0 10.3 118.9 123.5 96.0 3 -27-97 cn n 8.5 J0. 1215 97.0 --07 Lot 44 8.9 .9 123.5 93.0 1320 3-27-97 tt 49.0 9.1 116.7 123.5 94.0 1321 3-31-97 Lot 37 46.0 11,2 109.7 116.2 94.0 1322 3-31-97 46.0 12.6 110.2 116.2 95.0 1323 3-31-97 Lot 38 46.0 11.7 108.0 116.2 93.0 1324 3-31-97 46.0 11.5 108.2 116.2 93.0 1325 3-31-97 Lot 39 44.0 11.6 111.6 116.2 96.0 1326 3-31-97 It 44.0 10.4 111.0 116.2 96.0 1327 3-3-97 Lot 40 44.0 9.8 112.9 116.2 96.0 1328 3-31-97 11 44.0 10.5 111.6 116.2 96.0 1329 3-31-97 Lot 41 42.0 9.6 110.9 116.2 95.0 1330 3-31-97 42.0 10.5 108.5 116.2 93.0 1331 3-31-97 42.0 11.3 107.6 116.2 93.0 1332 3-31-97 Lot 42 42.0 11.1 109.7 116.2 94.0 Sladden Engineering File: 422-6138 (Add) April 10, 1997 Page 56 Test Moist Uont FId Dry Den Max Dry Den Percent No. -Date--- Eley P r�, -P-t Lbs/Cu Ft Lbs/Cu Ft Maximum 1333 3-31-97 42 42.0 109.2 1 6. 12 94.0 1334 3-31-07 42.0 110.6 95.0 1335 3-31-97 'Lot 27 57.0 110.0 116.2 95.0 1336 3 -31 -97 57.0 9.2 109.2 116,2 94.0 1337, 3-31-97 57,0 111.2 9 6. 0 4-0 2.8 66.0 110. 3 95.0 1339 4. -01 -97 67.0 11.0 108.6 6.2 93.0 1340 4-01-97 Lot 29 64.0 9.7 107.1 116.2 92.0 1341 4-01-97 It 65.0 11.5 111.1 116.2 96.0 1342 4-01-97 it 66.0 9.8 109.7 116.2 94.0 1343 4-01-97 Lot 30 63.0 10.5 1113 116.2 96.0 1344 4-01-97 64.0 11.0 110.5 116.2 95.0 1345 4-01-97 64.0 11.3 109.9 116.2 95.0 1346 4-01-97 Lot 31 55.0 10.6 108.7 116.2 94.0 1347 4-01-97 11 56.0 10.7 108.5 116.2 93.0 1348 4-01-97 it 57.0 9.2 110.0 116.2 96.0 1349 4-01-97 Lot 28 66.0 9.7 107.9 116.2 93.0 1350 4-01-97 it 67.0 11.0 110.0 116.2 95.0 1351 4-01-97 Lot 36 57.0 9.2 114.7 123.5 93.0 Sladden Engineering File' 472-6138 (Add) Ap,j_ 1.997 Page 57 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Eley, Percent Lbs/Cu Ft Lbs/Cu Ft Maximum 1352 4 - -01 -9 7 Lot 36 57.0 9.8 113, 51 123.5 92.0 1353 4-';1-.,97 ot 35 511-1,0 7.4 115.7 123.5 1354 4-01-97 56.0 8.6 115.3 123.5 93.0 1355 4-01-97 56.0 8.2 116.2 123.5 94.0 1356 4-01-97 Lot 34 55.0 9.6 115.0 123.5 94.0 1357 4 97 9.4 .5 1358 4-01-97 55.0 8.1 116.3 123.5 92.0 1359 4-01-97 Lot 33 54.0 8.0 113.9 123.5 92.0 1360 4-01-97 54.0 10.0 118.4 123.5 96.0 1361 4-01-97 54.0 13.6 116.9 123.5 95.0 1362 4-01-97 Lot 32 52.0 11.2 117.0 123.5 95.0 1363 4-01-97 If 52.0 11.8 117.0 123.5 95.0 1364 4-01-97 it 52.0 10.0 114.5 123.5 93.0 1365 4-01-97 Lot 43 41.0 11.3 112,0 120.0 93.0 1366 4-01-97 it 42.0 8.2 115.2 120.0 96.0 1367 4-01-97 43,0 8.2 115.0 120.0 96.0 1368 4-01-97 Lot 54 41.0 8.5 113.6 120.0 95.0 1369 4-01-97 It 42.0 10.7 112.1 120.0 93.0 1370 4-01-97 43.0 7.5 112.9 120.0 94.0 Slodden Engineering File: 422-613,'�." April 10, Page 58 Test Cont Fld Dry Den Max DI-V Den Perce-nt No. 1`en,"n Lb sZC u 1373 1374 4-021.-- ' "4.0 3 115.5 j 20.C! 1375 1377 4 -02 - 1378 4-02-97 40.0 12.5 118.4 120.0 99.0 1379 4-02-97 39.0 12.5 118.0 120.0 98.0 1380 4-02-97 40.0 11.3 118.9 120.0 99.0 1381 4-02-97 Lot 54 44.0 13.0 1119 120.0 95.0 1382 4-02-97 45.0 12.3 108.6 120.0 91.0 1383 4-02-97 46.0 9.1. 109.0 120.0 90.0 1384 4-02-97 Lot 243 N 41.0 9.9 108.4 1200 90.0 File: 422 -6138 (Addj April 10, 1997 Page 59 Test. Moist Cont F]d Dry Den Max Dry Den 'Percent Ft Lbs /Cu Ft i xlmum 120.0 iJ% 120.0 120.0 1393 4 -02 -97 9.8 112.7 120.0 i z on /J..02,97 �� „_ , F ' �9. ` 120.0 1'1119 ; 4.- 02 - -97 �� � �.2 �:�.9 120.0 1.397 4 -02 -97 x.11. 0 7.9 09.8 120.0 9;Z r, 1398 4 -02 -97 42.0 7.7 114.2 120.0 95.0 1399 4 -02 -97 Lot 242 N 43.0 8.7 116.9 120.0 97.0 1400 4 -02 -97 it 43.0 7.4 115.2 120.0 96.0 1401 4 -02 -97 44.0 11.2 114.1 120.0 95.0 1402 4 -02 -97 Lot 242 S 41.0 12.2 l l 1.3 120.0 93.0 1403 4 -02 -97 It 42.0 9.7 113.0 120.0 94.0 File: 422 -6138 (Add) April 10, 1997 Page 60 Test Moist Cont Fld Dry Den Max Dry Den Percent 1409 4 -02 -97 2425 42.0 10.8 115.1 120.0 96.0 1410 4 -03 -97 Lot 28 68.0 8.4 109.2 116.2 94.0 1411 4 -03 -97 " 68.0 8.5 111.6 116.2 96.0 1412 4 -03 -97 Lot 29 67.0 9.6 110.0 116.2 95.0 1413 4 -03 -97 to 66.0 9.1 113.0 116.2 97.0 1414 4 -03 -97 Lot 30 66.0 8.3 111.7 116.2 96.0 1415 4 -03 -97 it 66.0 10.5 109.2 116.2 94.0 1416 4- 03- 97 _.. Lot 31_ 58.0 10.4 107.9 11.6.2. 93.0 1417 4 -03 -97 it 58.0 9.2 109.5 116.2 94.0 _. _ Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 37 Test Moist Cont Fld Dry Den Max Dry lien Percent No Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 972 2 -26 -97 Lot 8 36.0 13.8 100.5 110.0 91.0 973 2- 26=97 Lot 10 34.0 13.6 102.6 110.0 93.0 974 2 -26 -97 35.0 11.7 103.8 110.0 94.0 975 2 -26 -97 36.0 14.8 101.7 110.0 92.0 976 2 -27 -97 Lot 137 62.0 8.6 116.5 127.8 91.0 977 2 -27 -97 62.0 9.1 .119.2 127.8 93.0 978 2 -27 -97 62.0 9.6 118.6 127.8 93.0 979 2 -27 -97 Lot 117 59.0 8.3 120.2 127.8 94.0 980 2 -27 -97 59.0 11.3 119.5 127.8 94.0 981 2 -27 -97 59.0 8.9 117.6 127.8 92.0 9.82 2 -27 -97 Lot 118 58.0 9.0 117.9 127.8 92.0 983 2 -27 -97 58.0 9.7 121.2 127.8 95.0 984 2 -27 -97 58.0 8.5 118.2 127.8 92.0 985 3 -03 -97 Lot 2 36.0 14.2 101.6 110.0 92.0 986 3 -03 -97 It 37.0 14.6 106.7 110.0 97.0 987 3 -03 -97 if 38.0 10.8 106.0 110.0 96.0 988 3 -03 -97 Lot 4 35.0 11.0 103.9 110.0 94.0 989 3 -03 -97 It 36.0 12.4 104.2 110.0 95.0 990 3 -03 -97 37.0 13.4 -- 102. -6 - -110.0 93.0 Slcdden. Engineering File:: 422 -6138 (Add) - April 10, 1997 Page 38 Test Fld Dry Den Max Dry Den Percent Moist Cont Nn Date Loc Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 991 i 3 -03 -97 Lot 6 36.0 12.7 105.1 110.0 96.0 992 3 -03 -97 to 37.0 13.3 105.9 110.0 96.0 993 3 -03 -97 38.0 10.5 104.2 110.0 95.0 994 3 -04 -97 Lot 1 36.0 6.4 107.7 110.0 98.0 995 3 -04 -97 37.0 8.9 105.4 110.0 96.0 996 3 -04 -97 38.0 10.8 103.4 110.0 94.0 997 3 -04 -97 Lot 13 35.0 14.6 106.5 110.0 97.0 998 3 -04 -97 36.0 14.3 101.6 110.0 92.0 999 3 -04 -97 37.0 11.8 108.3 110.0 98.0 1000 3 -04 -97 Lot 15 34.0 16.3 1048 110.0 95.0 1001 3 -04 -97 35.0 17.6 107:8 110.0 98.0 1002 3 -04 -97 36.0 15.6 108.5 110.0 99.0 1003 3 -04 -97 Lot 49 53.0 8.4 122.6 127.8 96.0 1004 3 -04 -97 53.0 7.7 124.3 127.8 97.0 1005 3 -04 -97 Lot 48 53.0 8.1 121.7 127.8 95.0 1006 3 -04 -97 it 53.0 7.7 121.4 127.8 95.0 1007 3 -05 -97 Lot 1 . 39.0 12.4 104.7 110.0 95.0 1008 3 -05 -97 40.0 13.2 108.2 110:0 98.0 1009 3 -05 -97 Lot 2 41.0 10.0 107.7 -110.0 98.0 Slodden Englneedng -File: 422 -6138 (Add) April 10, 1997 Page 39 _ Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1010 3 -05 -97 Lot 3 39.0 11.5 107.0 110.0 97.0 1011 3 -05 -97 40.0 11.3 105.2 110.0 96.0 1012 3 -05 -97 41.0 12.8 106.7 110.0 97.0 1013 3 -05 -97 Lot 5 40.0 13.5 103.9 110.0 94.0 1014 3 -05 -97 41.0 12.5 103.5 110.0 94.0 1015 3 -05 -97 42.0 11.4 105.6 110.0 96.0 1016 3 -05 -97 Lot 12 36.0 14.1 102.9 110.0 94.0 1017 3 -05 -97 37.0 13.3 103.8 110.0 94.0 1018 3 -05 -97 38.0 13.1 103.5 110.0 94.0 1019 3 -05 -97 Lot 11 37.0 10.9 105.1 110.0 96.0 1020 3 -05 -97 38.0 12.3 104.5 110.0 95.0 1021 3 -05 =97 39.0 11.2 104.9 110.0 95.0 1022 3 -05 -97 Lot 9 38.0 11.5 105.6 110.0 96.0 1023 3 705 -97 39.0 12.5 108.5 110.0 99.0 1024 3 -05 -97 40.0 11.5 107.2 110.0 97.0 1025 3 -05 -97 Lot 7 39.0 10.6 107.1 110.0 97.0 1026 3 -05 -97 40.0 11.9 .106.5 110.0 97.0 1027 3 -05 -97 = 41.0 11.5 103.1 110.0 - - 94:0 1028 3 -05 -97 Lot 2Z_..- ---30-.-0 14.7. 101.9 110.0 - 93..0 -- Sladden Engineering File: 422 -6138 (Add) April 10, 1997 Page 40 Test No Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum Date Loc. Elev . Moist Cont Percent 1029 3 -05 -97 Lot 22 3 i.0 14.3 105.1 110.0 96.0 1030 3 -05 -97 It 32.0 13.2 107.0 110.0 97.0 1031 3 -05 -97 Lot 24 29.0 12.7 105.9 110.0 96.0 1032 3 -05 -97 if 30.0 13.6 105.8 110.0 96.0 1033 3 -05 -97 of 31.0 10.9 107.6 110.0 98.0 1034 3 -06 -97 Lot 8 39.0 11.4 109.1 110.0 99.0 1035 3 -06 -97 40.0 10.7 107.6 110.0 i 98.0 1036 3 -06 -97 of 41.0 10.7 106.9 110.0 97.0 1037 3 -06 -97 Lot 9 38.0 11.9 107.1 110.0 97.0 1038 3 -06 -97 '' 39.0 11.1 108.7 110.0 -99.0 1039 3 -06 -97 40.0 14.1 103.2 110.0 94.0 1040 3 -06 -97 Lot 10 38.0 14.4 105.6 110.0 96.0 1041 3 -06 -97 to 39.0 12.8 106.2 110.0 97.0 1042 3 -06 -97 40.0 .10.5 105.1 110.0 96.0 1043 3 -06 -97 Lot 23 31.0 11.4 108.5 110.0 99.0 1044 3 -06 -97 32.0 10.5 105.4 110.0 96.0 1045 3 -06 -97 33.0 12.6 107.2 110.0 97.0 1046 3 -06 -97 Lot 21 31.0 11.6 107.5 110.0 98.0 1047 3 -06 -97 32.0------ 11.7 106.1 110.0 96.0 Slodden Englneejng File- 422 -6138 (Add) April 10, 1997 Page 41 I est Moist Uont Hd Ury lien Max Dry lien Percent No Date Loc Elev Percent L bs /Cu Ft Lbs /Cu Ft Maximum 1048 3 -06 -97 Lot 21 33.0 10.5 104.9 110.0 95.0 1049 3 -06 -97 Lot 19 31.0 11.8 105.4 110.0 96.0 1050 3 -06 -97 32.0 10.5 104.2 110.0 95.0 1051 3 -06 -97 Lot 19 32.0 10.5 104.2 110.0 95.0 1052 3 -06 -97 Lot 14 36.0 11.6 108.9 110.0 99.0 1053 3 -06 -97 if 37.0 11.3 108.0 110.0 98.0 1054 3 -06 -97 38.0 10.9 107.6 110.0 98.0 1055 3 -06 -97 Lot 16 35.0 .9.6 106.9 110.0 97.0 1056 3 -06 -97 36.0 11.4 107.5 110.0 98.0 1057 3 -06 -97 37.0 12.3 105.1 110.0 96.0 1058 3- 06 -97. Lot 18 35:0 12.8 107.1 110.0 97.0 1059 3 -06 -97 36.0 14.5 103.9 110.0 94.0 1060 3 -06 -97 37.0 10.0 105.4 110.0 96.0 1061 3 -06 -97 Lot 26 30.0 13.3 101.9 110.0 93.0 1062 3 -06 -97 It 31.0 15.1 103.3 110.0 94.0 1063 3 -06 -97 if 32.0 11.5 106.5 110.0 97.0 1064 3 -06 -97 Lot 22 33.0 12.3 107.9 110.0 98.0 1065 3 -06 -97 34.0 9.9 104.2 110.0 95.0 1066 .3 -06 -97 it 35.0 10-.-6'- - 107.7 110.0 98.0 File: 422 -613 8 (Add) April 10, 1997 Page 42 Test Moist Cont Fid Dry lien Max Dry lien Percent N-Q, Date Loc . Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 106'i 3 -06 -97 Lot 20 32.0 11.7 107.1 110.0 97.0 1068 3 -06 -97 33.0 12.3 105.6 110.0 96.0 1069 3 -06 -97 34.0 12.2 105.6 110.0 96.0 1070 3 -10 -97 Lot 19 34.0 11.4 109.1 110.0 99.0 1071 3-10-97 35.0 11.9 107.6 110.0 98.0 1072 3 -10 -97 36.0 11.7 107.1 110.0 97.0 1073 3-10-97 Lot 21 34.0 14.3 101.2 110.0 92.0 1074 3 -10 -97 35.0 12.8 105.7 110.0 96.0 1075 3 -10 -97 if 36.0 12.4 105.1 110.0 96.0 1076 3 -10 -97 Lot 23 34.0 10.6 102.0 110.0 93.0 1077 3 -10 -97 35.0 11.3 104.9 110.0 95.0 1078 3 -10 -97 if 36.0 10.9 106.7 110.0 97.0 1079 3 -10 -97 Lot 24 34.0 14.3 101.1 110.0 92.0 1080 3-10-97 35.0 10.6 107.6 110.0 98.0 1081 3 -10 -97 36.0 10.0 .104.5 110.0 95.0 1082 3 -10 -97 Lot 21 35.0 10.8 1043 110.0 95.0 1083 3 -10 -97 36.0 12.0 102.9 110.0 94.0 1084 3 -10 -97 37.0 10.8 102.7 110.0 93.0 - 108 -5 3 -10 -97 Lot 25 33.0 12.3 - -105.6 110.0 96.0 Sladden Engineering File: 422 -6138 (Add) April 10, 1997 Page 43 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1086 3 -10 -97 Lot 25 34.0 i 2.9 104.3 1 i 0.0 95.0 1087 3 -10 -97 35.0 13.6 107.6 110.0 98.0 1088 3 -11 -97 Lot 42 36.0 10.4 109.3 110.0 94.0 1089 3 -11 -97 37.0 12.3 113.2 116.2 94.0 1090 3 -11 -97 38.0 11.5 107.2 116.2 92.0 1091 3 -11 -97 Lot 41 3 7. 0 13.2 109.6 116.2 94.0 1092 3 -11 -97 38.0 13.5 109.0 116.2 94.0 1093 3 -11 -97 39.0 15.0 111.3 116.2 96.0 1094 3 -11 -97 Lot 40 38.0 13.5 112.1 116.2 96.0 1095 3 -11 -97 39.0 12.5 110.3 116.2 95.0 1096 3 -11 -97 40.0 12.1 109.8 116.2 94.0 1097 3 -11 -97 Lot 37 39.0 14.2 107.9 116.2 93.0 1098 3 -11 -97 40.0 13.4 110.2 116.2 92.0 1099 3 -11 -97 41.0 14.3 106.9 116.2 92.0 1100 3 -11 -97 Lot 38 39.0 12.2 109.2 116.2 94.0 1101 3 -11 -97 40.0 13.1 110.0 116.2 95.0 1102 3 -11 -97 41.0 12.6 107.1 116.2 92.0 1103 3 -11 -97 Lot 39 38.0 9.6 107.5 -116.2 93.0 1104- - 3- 1 -1 -97 39.0 11.1 107. -5- -- - - 1 -16.2 94.0 Sudden :Engineering File: 422- 6138- (Add) -- April 10, 1997 Page 44 Test Moist Cont Fld Dry Den Max Dry Den Percent Nn Date Loc Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1105 3 -11 -97 Lot 39 40.0 13.3 106.9 116.2 92.0 1 106 3 -11 -97 Lot 27 57.0 14.4 105.1 110.0 96.0 1107 3 -11 -97 58.0 15.3 103.6 110.0 94.0 1108 3 -11 -97 59.0 15.5 106.7 110.0 97.0 1109 3 =11 -97 Lot 28 59.0 16.3 108.5 110.0 99.0 1110 3 -11 -97 It 60.0 16.2 103.2 110.0 94.0 1111 3 -11 -97 It 61.0 13.7 104.9 110.0 94.0 --- - - - - -- 11.12 .3711-97,,,., Lot 30 57.0 - - - - -- - 13.4 101.9 110:0 93.0 1113 3 -11 -97 58.0 16.9 103.3 110.0 94.0 14 -14- - 3=-1-1 -97- ---" 59.0 15.6 102.9 - -- 4 :10.0 94.0 1115 3- 11- 97 - --- Lot 29 54.0 15.3 105.6 110.0 96.0 1116 3 -11 -97 55.0 16.5 101.6 110.0 92.0 1117 3 -11 -97 56.0 16.3 105.0 110.0 95.0 1118 3 -11 -97 Lot 31 53.0 13.7 106.9 110.0 97.0 1119 3 -11 -97 54.0 15.7 103.1 - 110.0. 94.0 1120 3 -11 -97 55.0 14.7 105.1 110.0 96.0 1121 3 -11 -97 Lot 36 47.0 14.9 107.1 110.0 97.0 1122 3 11 =97 - "- 48.0 11.8 106.3 = -110 D _ _ . -97.0 1123 3_11 _97 - -,. - �,�- 49.0 11.5 108.5 _110.- 0-- -- : - - - - -- -:99:0 _ .. = Slcdden Engineering , _. - File:.422 -61.38 (Add)... April 10, 1997 Page 45 Test Fld Dry Den Max Dry Den Percent Moist Cont No Date Loc . Elev, Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1124 3 -11 -97 Lot 28 61.0 13.8 105.2 110.0 96.0 1125 3 -11 -97 it 62.0 13.5 105.5 110.0 96.0 1126 3 -11 -97 Lot 1 42.0 10.6 105.2 110.0 96.0 1127 3 -11 -97 it 42.0 9.6 105.9 110.0 96.0 1 128 3 -11 -97 Lot 2 42.0 12.0 102.9 110.0 94.0 1129 3 -11 -97 If 42.0 12.2 107.1 110.0 97.0 1130 3 -11 -97 Lot 3 42.0 11.5 104.2 110.0 95.0 1131 3 -11 -97 42.0 12.9 104.5 110.0 95.0 1132 3 -11 -97 Lot 4 43.0 14.6 104.9 110.0 95.0 1133 - 3- 11 -97- ----- -43.0 11.0 .103.7 1.10.0_._ _L94.0 1134 3-11-97' Lot 5 43.0 12.3 105.7 110.0 96.0 1135 3 -11 -97 43.0 12:2 104.2 110.0 95.0 1136 3 -12 -97 Lot 31 51.0 8.4 109.0 1 16.2 94.0 1137 3 -12 -97 52.0 9.7 106.3 116.2 91.0 1138 3 -12 -97 53.0 8.0 106.8 116.2 92.0 1139 3 -12 -97 Lot 28 62.0 7.9 111.7 116.2 96.0 1140 3 -12 -97 63.0 9.9 107.2 116.2 92.0 1141 .3-12- 97:._:. -- : - - 64:0 8.7 105.9 1142,-- 3 mrl 2-97-.. 'I:ot- 29 - -..__ 58:0 - -`-- 8.2 105.0 116.2 _.. _ _ - - _... _ Siodden ineed E^9 !?9 - -- - -- -- - - c en E . Inesri ng n9 _ File:.- .-422- 61.38- (Add) April 10, 1997 Page 46 Test Moist Cont Fld Dry Den Max Dry Den Percent Igo Date Loc. Elev Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1143 3 -12 -97 Lot 29 59.0 9.1 108.5 116.2 93.0 1144 3 -12 -97 It 60.0 8.8 107.9 116.2 93.0 1145 3 -12 -97 Lot 28 63.0 10.1 108.7 116.2 94.0 1146 3 -12 -97 64.0 9.0 112.6 116.2 97.0 1147 3-12-97 65.0 11.4 112.0 116.2 96.0 1148 3 -12 -97 Lot 30 59.0 11.2 111.2 116.2 96.0 1149 3 -12 -97 60.0 8.9 107.9 116.2 93.0 1150 3 -12 -97 61.0 8.5 112.7 116.2 97.0 1151 3 -12 -97 Lot 29 61.0 10.8 110.6 116.2 95.0 1152 3 -12 -97 62:0 7.1 110.0 116.2 95.0 1153 3 -12 -97 63.0 8.8 108.7 116.2 94.0 1154 3 -12 -97 Lot 40 41.0 9.6 112.7 116.2 97.0 1155 3 -12 -97 42.0 10.7 109.2 116,2 94.0 1156 3 -12 -97 43.0 10.4 109.7 116.2 94.0 1157 3 -12 -97 Lot 41 39.0 10.3 111.7 116.2 96.0 1158 3 -12 -97 40.0 9.8 109.0 116.2 94.0 1159 3 -12 -97 41.0 8.6 112.0 116.2 96.0 - 1160 3 -12 -97 Lot 42 710.6 = - 108.9 1 -16 :2 94:0 - 1161 `3 -12 -97 " 40.0 -- 10.4- - 109.2 116.2 - 94:0 - - -- - - - -- - -- -- - - c en E . Inesri ng n9 - .File:. - 422 -6138- (Add) _ April 10, 1997 Page 47 1 Cj,L 1Y 10L N--- 1 1U j -- I -- ✓ j ✓ v.. ... v.. NQ Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1162 3 -12 -97 Lot 42 41.0 10.9 109.9 116.2 94.0 1163 3 -12 -97 Lot 38 38.0 8.9 107.9 116.2 93.0 1164 3 -12 -97 44.0 9.7 106.9 116.2 92.0 1165 3 -12 -97 45.0 11.4 110.7 116.2 95.0 1166 3 -12 -97 Lot 39 41.0 11.2 111.7 116.2 96.0 1167 3 -12 -97 42.0 11.6 108.2 116.2 93.0 1168 3 -12 -97 430 8.4 106.5 116.2 92.0 1169 3 -12 -97 Lot 37 42.0 8.6 109.9 116.2 95.0 1170 3 -12 -97 43.0 10.5 109.2 116.2 94.0 1171 3 -12 -97 44.0 ,103-- 111.8 116.2 96.0 1172 3 -12 -97 Lot 6 43.0 -14.2 105.7 116.2 91.0 1173 3 -12 -97 Lot 7 42.0 14.7 107.9 116.2 93.0 1174 3 -12 -97 42.0 13.8 104.8 116.2 90.0 1175 3 -12 -97 Lot 8 42.0 14.9 106.7 116.2 92.0 1176 3-12-97 Lot 9 41. -0 -12.9 104.2 116.2 90.0 1177 3 -12 -97 Lot 10 41.0 -11.7 104.6 116.2 90.0 1178 3 -12 -97 41.0 123 108.9 116.2 94.0 - 1179. 3 -12 -97 Lot 11 41=0. _:::1=4:2 - - -- _ - =107.6 116.2 93.0 - -- 1180 3 =12 -97 Lot 12- 40.0 14.0 - - 107.5: 116.2 910 Sladde ngin E eering File: 422 -6138 (Add) Apruil 10, 1997 Page 48 Test Fld Dry Den Max Dry Den Percent Moist Cont No. Date Loc. Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1181 3-13-97 Lot 12 40.0 15.6 108.8 116.2 94.0 1182 3-13-97 Lot 13 40.0 12.8 107.6 116.2 93.0 1183 3 -13 -97 of 40.0 13.7 105.9 116.2 91.0 1184 3 -13 -97 Lot 14 39.0 14.0 105.9 116.2 91.0 1185 3 -13 -97 Lot 15 39.0 11.5 107.2 116.2 92.0 1186 3 -13 -97 39.0 15.3 109.9 116.2 95.0 1187 3 -13 -97 Lot 16 38.0 14.6 106.4 116.2 92.0 1188 3 -13 -97 Lo'-'t--17---- "38.0 14.2 107.0 116.Z--- 92.0 - - - -- 1189 3 -13 -97 38.0 13.5 106.3 116.2 91.0 :. 1190 3 -13 -97 Lot 77 65.0 ":8:3. 115.7 123.5 94.0 1191 3 -13 -97 65.0 9.6 113.9 123.5 92.0 1192 3 -13 -97 Lot 76 66.0 10.9 116.6 123.5 94.0 1193 3 -13 -97 Lot 75 66.0 10.5 116.9 123.5 95.0 1194 3 -13 -97 66.0 10.8 112.9 123.5 91.0 - 1195 3 -13 -97 Lot 74 65.0 75 114.0 123.5 92.0 1196 3 -13 -97 Lot 73 63.0 8.2 116.7 123.5 94.0 1197 3 -13 -97 Lot 72 62.0 8.5 116.0. 123.5 94.0 _ _ - - - -- 1498 -. 3 =13 -97 62.0 - .- 9:0 - =1- 15:2 = == 123.5 93.0 --. - 13_ -97 Lot 71 58.0 8.2. _1x7.3 - 123.5 - 95.0 . Slcdden Engineering _ File: 422 -6138 (Add) April 103-10-91 Page 49 Test Fld Dry Den Max Dry Den Percent Moist Cont No Date Loc lev rent Lbs /C'u Ft Lbs/ u Ft Maximum 1200 3 -13 -97 Lot 70 55.0 8.7 116.9 123.5 95.0 1201 3 -13 -97 Lot 69 54.0 10.1 116.0 123.5 94.0 1202 3 -13 -97 Lot 68 53.0 9.5 118.5 123.5 96.0 1203 3 -13 -97 Lot 67 52.0 10.1 114.3 123.5 93.0 1204 3 -13 -97 Lot 66 51.0 7.4 114.9 123.5 93.0 1205 3 -13 -97 Lot 65 50.0 10.5 113.6 123.5 92.0 1206 3 -13 -97 Lot 64 50.0 8.6 116.2 123.5 94.0 1207 3 -13 -97 Lot 63 49.0 - -- 8.8 116.3 123.5 94.0 1208 3 -13 -97 Lot 62 49.0 8.6 114.6 123.5 93.0 1209 3 -13 -97 Lot 61 48.0 7.4 112.2 123.5 91.0 1210-.- 3 =13 -97 Lot 60 47.0 7.1 113.0 123.5 91.0 1211 3 -13 -97 Lot 59 46.0 7.6 112.9 123.5 91.0 1212 3 -13 -97 Lot 58 45.0 8.6 115.9 123.5 94.0 1213 3 -13 -97 Lot 57 45.0 8.1 114.2 123.5 92.0 1214. 3 -13 -97 Lot 56 44.0 .8.8 118.2 123.5 96.0 1215. , 3 -13 -97 Lot 55 44.0 8.2 115.9 123.5 94.0 1216 3 -17 -97 Lot 95 71.0 7.0 121.3 127.8 95.0 1217-3-1-7-97 _- -" 71.0 7.6 118.7 127:8= - = _ _ 93.0 - - 1218 3-17-97 " _ 71.0 7.6 118.5 1278 _ -- lodden Ehglneerin9 File: 422 -6138 (Add) April 10, 1997 Page 50 Test Igo Date Loc. Elev, Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1219 3 -17 -97 Lot 96 74.0 8.2 123.9 127.8 96.0 1220 3 -17 -97 74.0 8.0 119.2 127.8 93.0 1221 3 -17 -97 74.0 8.5 120.2 127.8 94.0 1222 3 -17 -97 Lot 97 76.0 7.0 120.7 127.8 94.0 1223 3 -17 -97 it 76.0 7.3 124.0 127.8 97.0 1224 3 -17 -97 if 76.0 7.1 120.9 127.8 97.0 1225 3 -17 -97 Lot 98 78.0 7.6 119.7 127.8 94.0 1226 3 -l7-97 " 78.0 - - 7.1_- 119.5 127.8 94.0 __ ...._ 1227 3 -17 -97 Lot 174 80.0 7.0 120.9 127.8. 95.0 1228 3 -17 -97 80.0 7.7 124.7 127.8 98.0 1229 3__-_17_-9_7____. 80.0 6.1 122.6 127.8 96.0 1230 3 -17 -97 Lot 175 77.0 7.0 120.0 127.8 94.0 1231 3 -17 -97 77.0 7.1 123.1 127.8 96.0 1232 3 -17 -97 77.0 7.2 123.9 127.8 97.0 1233 3 -17 -97 Lot 176 74.0 7.9 121.9 127.8 95.0 1234 3- 17 -97. 74.0 7.3 122.6 127.8 96.6 1235 3 -17 -97 74.0 .7.1 120.3 127.8 94.0 1236 3- 17 -97- _ -Lot:- 136 -- 61.0 8.5 124.2 - 127:8 - : . 7.97:0: - 1237 347 -97_ _ : -_ _ "__.__ _ .__. 610 9.1 123.9 127.,8,- ..:..__.._9.7.0 -- _ ._ - - ty Engheering - Slndde Be m n CITY OF: La Quinta PROJECT: Tr 30056 P/C 15867.20 (PCN 001112) ENGINEERING FIRM: McGee .Surveying, llh CHECKED BY: PROJECT ENGINEER: Kurt Saxon DATE: 10/08/01 TELEPHONE: (760) 354 -3828 CHECK NO.: 1st CORRECTIONS 1. Submit Engineering Cost Estimate. 2. Show additional spot elevations so it's clear where the drainage is flowing. See Plans. 3. Make it more clear where the Retaining Walls verse the Garden Walls are to be constructed on your plan. 4. Make sure the TF elevation is correct, and the TRN elevations are shown. See plans for example. 5. Add Horizontal plan showing all the necessary measurements as necessary for tying down the buildings. 6. Review the B/L for additional comments. 7. See title sheet for additional supporting documents to be submitted upon the next submittal. 8. The City will comment after your next submittal. N P LMI'l C11,Fa 10L\, -11T, 1 J?JW R PC-N( / 2._._ Please use this -PIP., C—'2ter k 0u r,`36Z (I CI) on Z cc+rtespc. -id nc i,' r xe; in r lom check 777 East Tahquitz Canyon Way, Suite 321 • Palm Springs, CA 92262 • (760) 778 -8839 • FAX (760) 778 -1989 n Be �,a_ -1 an enlgar To: City of La Quinta Date: 10/8/01 B &H Job No. 15867.20 Project: Tr 30056 ATTN: Jesse Jimenez Via: ® Messenger ❑ Express ❑ Blueprinter ❑ Pickup ❑ Mail ❑ Other We are forwarding herewith: ❑ Originals ❑ Copies ❑ Report ❑ Specifications ® Prints ❑ Plans ❑ Drawings ❑ Other Description: Precise Grading Plans Lots 1 -6 & 9 -13 City #01112 SENT FOR: ❑ Your approval ® Your review ❑ Your files ❑ Per your request ❑ Your signature STATUS: ❑ Preliminary ❑ Revised ❑ Approved by us ❑ Returned by us ❑ For use on job Remarks: 1st Plan Check. From: BERRYMAN & HENIGAR Copies to: Guy Pegan P.E. PLEASE NOT9 ❑ Revisions ❑ Additions ❑ Deletions ❑ Corrections OCT PUBLIC VN®RKS Received by: If enclosures received are not as listed above, notify us at once. 777 East Tahquitz Canyon Way, Suite 321 • Palm Springs, CA 92262 • (760) 778 -8839 • FAX (760) 778 -1989 FORM # P001 Revised June, 1999 �9�ao TRANSMITTAL To: City of La Qulnta — Building Department Attn: Gregg Butler From: Brad McGee CC: FILE Date: September 21, 2001 W.O. # 2407 — JP 94420 Re: 13 Lots Gregg: r. - - As requested. Please call if you need anything further. Thanks Brad McGee SEP 2 4 2001 PUBLIC WORKS PLAN CHECK NUMBER Please use this Plan CZ_ °a w' er (PCN) on correspondence while p 14 its u--.In plan check • Page 1 - Sladden Engineering � 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (310) 864 -4121 (714) 523 -0952 December 12, 1996 Project No. 444 -6130 Tradition Club Associates, L.LC c/o Winchester Development Company 41- 865 Boardwalk, Suite 101 Palm Desert, California 92211 Attention: Mr. Mike Rowe Project: Tradition - Tract Zq'&a° ) La Quinta, Califo a Subject: Geotechnical Update Reference: Preliminary Soil Investigation prepared by Buena Engineers, Inc. dated November 27, 1984; Project No. B- 14796 -P1, Report No. 8411 -216 Grading Plan Review prepared by Leighton & Associates dated July 2, 1986 Project No. 5850988 -03 Report of Relative Compaction Tests prepared by Soil and Testing Engineers, Inc. dated July 8, 1988; STE 883 1012, Report No. 1 As- Graded Soil Study prepared by Soil and Testing Engineers, Inc. dated July 6, 1988; STE 8831012, Report No. 2 As requested, we have reviewed the referenced reports along with the rough grading plans for the proposed golf course development prepared by Keith International, Inc. In addition, we have visited the site to observe the present conditions. These services were performed for update purposes and to provide specific recommendations for site development and foundation design. Based upon our review, it appears that the referenced reports contain useful information concerting the site soils conditions and the recommendations contained in the referenced reports remain valid for the design and construction of the proposed residential development. There are some recommendations included in the referenced reports that warrant clarification. Because the soils conditions vary throughout the site, the remedial grading recommended at this time also varies. The site has been partially graded including the construction of building pads throughout the middle portion of the site. Testing performed during and after grading is summarized in the referenced reports prepared by Soil and Testing Engineers, Inc.(STE). Based upon the information contained in the STE reports, it appears that the fill material placed during the previous grading was properly compacted and should provide adequate support for the proposed residential structures. The previously graded building pads should be cleared of vegetation, moisture conditioned and recompacted to at least 90 percent relative compaction. Fill material may then be placed in thin lifts at near optimum moisture content and compacted to a minimum of 90 percent relative compaction. Any fill material placed along the existing slopes to construct the proposed building pads should be properly benched into the existing slopes. Fill slopes should be overbuilt and cut back to firm material. •' I December 12, 1996 (2) Project No. 444 -6130 The building pad areas throughout the northern portion of the site have not yet been graded and are generally underlain by loose sandy silts and silty fine grained sands. Building pads throughout the northern portion of the site should be overexcavated to a depth of three feet below existing grade. The previously removed soils should be placed in thin lifts at near optimum moiture content and compacted to a minimum of 90 percent relative compaction. The building pad areas throughout the southern portion of the site have not yet been graded and are generally underlain by fine to coarse grained alluvial sands with gravel. Because of the granular nature of the alluvial soils throughout the southern portion of the site, it is likely that the desired depth of compaction can be attained by watering and compacting from the surface. Building pads throughout the southern portion of the site should be watered so that near optimum moisture content is attained to a depth of three feet below existing grade. The exposed surface should then be compacted so that a minimum of 90 percent relative compaction is attained to a depth of two feet below existing grade. F11 material should then be placed in thin lifts at near optimum moisture content and compacted to at least 90. percent relative compaction., The building pads proposed for the small canyon near the southern end of the site (see sheet 8 of rough grading plan) appear to require the construction of building pads partially in fill and partially in cut. In order to limit the potential for transition related differential settlements, we recommend overexcavation of the cut portion of these building pads. Overexcavation should extend to a depth of at least four feet below pad grade. Additional overexcavation to facilitate adequate boulder removal should be considered. Because this area slopes considerably, proper benching will be very important during fill placement. The potential for rockfall affecting the building pads along the toe of steep natural rock slopes should be acknowledged. The potential rockfall hazard appears to be limited to several building pads along the south and east edge of the site (see sheets 4, 5 and 8 of the rough grading plan). The drainage swales indicated along the toe of the native rock slopes as indicated on the rough grading plans appear to appropriately address rockfall hazards at this time. The rockfall hazard potential should be evaluated after rough grading and lot specific mitigation measures should be incorporated into individual fine grading plans and building layout determination. The allowable foundation bearing pressures and lateral values recommended in the referenced Preliminary Soil Investigation report remain applicable for the design of structure foundations. The remainder of the recommendations included in the referenced reports should be considered in design and construction. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett n erson, P1, E. �� r ; N )' CN 5389 z Exp 9,90.98 4� Copies: 2- Winchester Developemnt Company 2- Keith International Slodden &*hi**rinq REPORT OF OBSERVATIONS AND TESTING DURING ROUGH GRADING TRADITION - TRACT 28470 LA QUINTA, CALIFORNIA — Prepared By- Sladden Engineering 6782 STANTON AVE, SUITE E BUENA PARK, CA 90621 (213) 864.4121 (714) 523 -0952 Slodden Engineering 1 OSladden Engineering 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (310) 864 -4121 (714) 523 -0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (619) 772 -3893 Fax (619) 772 -3895 July 30, 1997 Tradition Club Associates, LLC c/o Winchester Development Company 41 -865 Boardwalk, Suite 101 Palm Desert, California 92211 Attention: Mr. Mike Rowe Project: Tradition - Tract 28470 La Quinta, California Project No. 522- 6138 -G1 Subject: Report of Observations and Testing During Rough Grading Ref: Geotechnical Update prepared by Sladden Engineering dated December 12, 1996; Project No. 444 -6130 Summarized in this report are our observations and the results of in -place density tests performed at the project site during rough grading. The rough grading consisted of the grading of an eighteen hole golf course surrounded by residential building pads. As indicated in the previous geotechnical reports and summarized in the referenced Geotechnical Update, portions of the project site including some of the building pads were previously graded in 1988 as part of the East La Quinta Flood Control project. Due to the varying soils conditions on the site (including previously graded building pads), the extent of the remedial grading-work performed during rough grading varied across the site. Observations and field testing was performed during the rough grading operations from January 2, 1997 to April 4, 1997. Grading operations were performed by Nuevo Engineering using conventional heavy equipment. A representative of Sladden Engineering was present on the site continuously during the grading of building pads and intermittantly during the grading of golf course areas. July 30, 1997 (2) Project No. 522- 6138 -G1 Field Tests: In -place moisture /density tests were performed using a nuclear density gauge in accordance with test methods ASTM D 2922 and ASTM D 3017. A total of 1417 tests were performed during the initial rough grading. The approximate test locations are indicated on the grading plans included with this report and test results are summarized on the attached data sheets. Testing indicates that a minimum of 90 percent relative compaction was attained in the areas tested. The passing test results indicate compliance with the project specifications at the tested locations and depths but are no guarantee or warranty of the contractor's work. Laboratory Tests: The moisture - density relationships for the tested materials were determined in the laboratory in accordance with test method ASTM D 1557 -91. Laboratory test results are summarized on the attached data sheet. Discussion: As previously discussed, the remedial grading performed at the site varied with location and soils conditions. Prior to grading, the building areas were stripped of weeds, brush and other surface vegetation. Clearing operations also included the removal of citrus trees and other trees from the lower (northern) portion of the site. In general, remedial grading throughout the southern portion of the site consisted of watering and compaction of the native soils in -place along with the placement of engineered fill material to construct the building pads. Native soils were watered so that near optimum moisture content was attained to a minimum depth of three feet below original grade or four feet below pad grade, whichever was deeper. The exposed surface was compacted so that at least 90 percent relative compaction was attained to a depth of two feet below original grade or three feet below pad grade, whichever was deeper. In most areas, fill material obtained from the adjacent golf course areas was placed to construct the building pads. The lots graded as described above included lots 150 through 229 and 238 to 241. The majority of the lots located within the middle portion of the site were previously rough graded. These lots were cleared of weeds and brush and watered prior to grading. In general, grading consisted primarily of some minor cuts and fills (some in excess of 10 feet) to achieve the plan elevations.. In most cases, the building pads did not extend laterally beyond the previously graded building pads. In areas where the pads were extended substantially (such as along the rear property lines of lots 81 through 84), the fills were initiated within firm native soils near the toe of the slopes. A keyway was established near the toe of the slope and fill soils were benched into the existing slope during placement. The previously graded lots that were regraded as described above include lots 27 through 36 and lots 76 through 150. Slodden Engineering July 30, 1997 (3) Project No. 522- 6138 -GI The remedial grading performed throughout the northern portion of the site included overexcavation and recompaction within the building areas. In general, lots were overexcavated to a depth of at least three feet below original grade. The previously removed soils were replaced in thin lifts and compacted along with fill soils obtained from the nearby golf course areas to construct the building pads. The lots that were overexcavated include lots 1 through 26 and 37 through 75, and the maintenance building area Some of the residential lots have been used for the storage of rock, trees; other construction materials and excess fill soils subsequent to grading. Although some of these lots may require additional clearing or fine grading„ no degradation of the compacted fill material is expected. Fill material was stockpiled on lots 193 through 207 for use during the future grading of lots 230 through 236. The stockpiled material was not tested because it will be removed at a later date. Irrigation lines were encountered in the area of the existing pond and accessing the pond. The pond was removed during grading but some of the irrigation lines were left in place for future abandonment. These irrigation lines should be removed from building pads and roadway areas when abandonment is allowed. The resulting excavations should be properly backfilled and backfill material should be properly compacted. Recommendations: The allowable bearing pressures recommended in the original Geotechnical Engineering Report prepared by Buena Engineers, Inc. dated November 27, 1984 (B- 14796 -P 1, 84 -11 -216) remain applicable. Conventional shallow spread footings should be bottomed in properly compacted fill material at least 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least two feet wide. Continuous footings and isolated pad footings may be designed utilizing an allowable bearing pressures of 1500 psf. An allowable increase of 200 psf for each additional six inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one -third for wind and seismic loading. Lateral forces may be resisted by friction acting along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.45 times the normal dead load forces is suggested for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination, we suggest that either the frcitional resistance or the passive resistance be reduced by one - third. Slodden Engineering July 30, 1997 (4) Project No. 522- 6138 -G1 Cantilever retaining walls should be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf. Walls that are restrained should be designed using "at rest" pressures. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf. The given design pressures are applicable for free- drained level backfill conditions. The project site is located in a seismically active area and the potential for seismic activity should be considered in building design. In general, the Uniform Building Code requirements for Seismic Zone 4 should be adequate for the design of the planned residential structures. Because some of the site soils (primarily the silty sands and sandy silts encountered throughout the northern portion of the site) may be susceptible-to settlements due to the introduction of excess moisture, care should be taken to minimize infiltration adjacent to building foundations. Positive drainage should be provided to direct water away from the structures. The ponding of water adjacent to buildings or paved areas should not be allowed. Proper grading should be performed to direct stormwater runoff away from structures and landscape irrigation should be minimized. Limitations: Sladden Engineering has prepared this report for the exclusive use of the client and it's authorized representatives. This report has been prepared in accordance with generally accepted geotechnical engineering practices as of this date. No other warranties, either expressed or implied are made. If there are any questions regarding this report or the testing summarized herein, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING k �/4�,� Hogan R. Wright // Project Engineer ANp\ :. B`eJ Exp 9 -30.98 ^� 1 Brett L. de Anrso . , . Principal Engineer.° C1V%%- P' Copies: 2- Tradition Club Associates, LLC 2- Winchester Development Company Slodden Engineering July 30, 1997 (5) Project No. 522- 6138 -GI Laboratory Test Results: Gray brown fine to coarse grained sand with gravel (SP) Maximum Dry Density - 127.8 pcf / Optimum Moisture Content - 8.7% Brown silty fine to coarse grained sand with gravel (SM) Maximum Dry Density - 123.5 pcf / Optimum Moisture Content - 7.9% Brown slightly silty fine to coarse grained sand with gravel (SP) Maximum Dry Density - 130.7 pcf / Optimum Moisture Content - 8.7% Brown silty fine grained sand (SM) Maximum Dry Density - 116.2 pcf / Optimum Moisture Content - 13.4% Brown very silty fine grained sand (SM) Maximum Dry Density - 110.0 pcf / Optimum Moisture Content - 11.7% Brown silty fine to medium grained sand (SM) Maximum Dry Density - 120.0 pcf / Optimum Moisture Content - 8.9% Slcdden Engineering File: 422 -6138 January 31, 1997 Page 1 Test No Date Loc Elev . Moist Cont Percent Fld Dry Den Max Dry Den Lbs /Cu Ft Lbs /Cu•Ft Percent Maximum 1 1 -02 -97 K Street 134.0 8.50 119.8 127.8 93.7 2 1 -02 -97 of 135.0 8.25 120.0 127.8 93.8 3 1 -02 -97 if 136.0 8.75 119.5 127.8 93.5 4 1 -02 -97 135.0 8.50 119.8 127.8 93.7 5 1 -02 -97 136.0 8.75 118.1 127.8 92.4 6 1 -02 -97 137.0 8.50 119.3 127.8 93.3 7 1 -02 -97 137.0 8.75 119.0 127.8 93.1 8 1 -02 -97 138.0 8.75 117.2 127.8 91.7 9 1 -03 -97 139.0 8.75 119.1 127.8 93.1 10 1 -03 -97 140.0 8.75 119.3 127.8 93.3 11 1 -03 -97 Pad 220 153.0 7.50 121.8 127.8 95.3 12 1 -03 -97 of 154.0 9.00 117.8 127.8 92.2 13 1 -03 -97 Pad 219 153.0 8.50 117.5 127.8 91.9 14 1 -03 -97 Pad 218 151.0 8.50 119.3 127.8 93.3 15 1 -03 -97 Pad 221 151.0 8.25 119.1 127.8 93.1 16 1 -03 -97 of 152.0 8.00 120.3 127.8 94.1 17 1 =03 -97 it 151.0 8.25 119.6 127.8 93.8 18 1 -03 -97 of 152.0 8.25 119.1 127.8 93.1 Slodden Engineering File: 422 -6138 January 31, 1997 Page 2 Test No Date Loc Elev . Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 19 1 -03 -97 Pad 220 154.0 8.25 120.0 127.8 93.8 20 1 -03 -97 of 154.0 8.50 120.7 127.8 93.8 21 1 -03 -97 154.0 8.50 119.3 127.8 93.3 22 1 -03 -97 150.0 8.50 118.8 127.8 92.9 23 1 -03 -97 151.0 8.50 118.8 127.8 92.9 24 1 -03 -97 151.0 8.25 119.6 127.8 93.5 25 1 -06 -97 Pad 239 142.0 7.75 120.4 127.8 94.2 26 1 -06 -97 of 143.0 8.50 119.3 127.8 93.3 27 1 -06 -97 if 144.0 9.00 118.8 127.8 92.9 28 1 -06 -97 'Pad 239/240 140.0 8.25 118.7 127.8 92.8 29 1 -06 -97 of 141.0 8.00 119.9 127.8 93.8 30 1 -06 -97 142.0 8.25 119.6 127.8 93.5 31 1 -06 -97 Pad 238/239 145.0 8.75 120.4 127.8 94.2 32 1 -06 -97 Pad 219 146.0 8.75 119.6 127.8 94.2 33 1 -06 -97 154.0 9.00 118.8 127.8 92.9 34 1 -06 -97 154.0 9.00 117.8 127.8 92.1 35 1 -06 -97 154.0 8.75 119.5 127.8 93.5 36 1 -06 -97 Pad 218 154.0 9.00 119.2 127.8 93.3 Slodden Engineering 13 File: 422-6138 January 31, 1997 Page 3 Test Nn Date Loc. Eley. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 37 1 -06 -97 Pad 218 152.0 9.00 118.8 127.8 92.9 38 1 -06 -97 " 152.0 8.75 119.0 127.8 93.1 39 1 -06 -97 Pad 241 150.0 9.00 117.8 127.8 92.1 40 1 -06 -97 Pad 241 150.0 9.00 118.8 127.8 92.9 41 1 -07 -97 53 152.0 9.00 118.8 127.8 92.9 42 1 -07 -97 Pad 239 152.0 43 1 -07 -97 of 153.0 44 1 -07 -97 it 154.0 45 1 -07 -97 Pad 238 152.0 46 1 -07 -97 of 153.0 47 1 -07 -97 127.8 154.0 48 1 -07 -97 Pad 217 145.0 49 1 -07 -97 of 147.0 50 1 -07 -97 127.8 148.0 51 1 -07 -97 127.8 149.0 52 1 -07 -97 Pad 216 145.0 53 1 -07 -96 of 146.0 54 1 -07 -97 of 147.0 55 1 -07 -97 Pad 215 144.0 8.75 121.8 127.8 95.3 9.00 120.6 127.8 94.3 9.25 119.9 127.8 93.8 9.00 120.6 127.8 94.3 9.25 119.9 127.8 93.8 9.00 120.6 127.8 94.2 8.75 120.4. 127.8 94.2 8.75 119.5 127.8 93.5 8.75 119.5 127.8 93.5 8.75 120.9 127.8 94.6 9.00 119.2 127.8 93.3 8.75 118.6 127.8 92.8 9.00 120.1 127.8 94.0 9.00 119.7 127.8 93.6 Slodden Engineering File: 422 -6138 January 31, 1997 Page 4 Test Nn Date Loc. Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 56 1 -07 -97 Pad 215 145.0 8.75 119.5 127.8 93.5 57 1 -07 -97 146.0 9.00 118.8 127.8 92.9 58 1 -07 -97 Pad 214 143.0 9.00 120.6 127.8 94.3 59 1 -07 -97 144.0 8.75 120.4 127.8 94.2 60 1 -07 -97 145.0 9.00 119.7 127.8 93.6 61 1 -07 -97 Pad 213 141.0 8.75 120.4 127.8 94.2 62 1 -07 -97 of 142.0 9.00 119.7 127.8 93.6 63 1 -07 -97 it 143.0 9.00 120.6 127.8 94.3 64 1 -07 -97 Pad 212 139.0 8.75 119.5 127.8 93.5 65 1 -07 -97 140.0 9.00 120.6 127.8 94.3 66 1 -07 -97 141.0 8.75 120.0 127.8 93.8 67 1 -07 -97 Pad 211 135.0 9.00 120.6 127.8 94.3 68 1 -07 -97 to 136.0 8.75 117.2 127.8 91.7 69 1 -07 -97 of 137.0 8.75 119.0 127.8 93.1 70. 1 -07 -97 Pad 210 130.0 8.75 120.4 127.8 94.2 71 1 -07 -97 of 131.0 .9.00 119.2 127.8 93.3 72 1 -07 -97 to 132.0 8.75 118.6 127.8 92.8 73 1 -08 -97 Pad 217 150.0 9.00 119.2 127.8 93.2 Slcdden Engineering � � I � I File: 422 -6138 January 31, 1997 Page 5 Test No. Date Loc. Elev, Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 74 1 -08 -97 Pad 217 150.0 8.75 119.5 127.8 93.5 75 1 -08 -97 of 150.0 9.00 118.8 127.8 92.9 76 1 -08 -97 Pad 216 148.0 8.75 119.0 127.8 93.1 77 1 -08 -97 148.0 8.75 119.5 127.8 93.5 78 1 -08 -97 148.0 9.00 119.2 127.8 93.2 79 1 -08 -97 Pad 215 147.0 9.00 119.2 127.8 93.2 80 1 -08 -97 147.0 9.00 119.2 127.8 93.2 81 1 -08 -97 147.0 9.00 119.2 127.8 93.2 82 1 -08 -97 Pad 214 146.0 9.00 118.8 127.8 92.9 83 1 -08 -97 146.0 8.75 119.5 127.8 93.5 84 1 -08 -97 146.0 8.75 119.0 127.8 93.1 85 1 -08 -97 Pad 229 142.0 9.00 119.7 127.8 93.6 86 1 -08 -97 143.0 9.00 119.2 127.8 93.2 87 1 -08 -97 144.0 8.75 119.5 127.8 93.5 88 1 -08 -97 Pad 228 138.0 8.75 119.5 127.8 93.5 89 1 -09 -97 of 139.0 9.00 119.7 127.8 93.1 90 1 -09 -97 140.0 8.75 119.0 127.8 93.1 91 1 -09 -97 Pad 227 135.0 9.00 119.7 127.8 93.6 92 1 -09 -97 of 136.0 9.00 118.8 .127.8 92.9 Slcdden &VIneering File: 422-6138 January 31, 1997 Page 6 Test No. Date L.oc, Elev, Moist Cont Percent Fld Dry Den Max Dry Den Percent L.bs /Cu Ft Lbs /Cu Ft Maximum 93 1 -09 -97 Pad 227 137.0 8.75 120.0 127.8 93.8 94 1 -09 -97 Pad 226 135.0 9.00 119.2 127.8 93.2 95 1 -09 -97 136.0 8.75 119.0 127.8 93.1 96 1 -09 -97 137.0 9.00 118.8 127.8 92.9 97 1 -09 -97 Pad 225 140.0 9.00 119.2 127.8 93.2 98 1 -09 -97 It 141.0 9.00 119.2 127.8 93.2 99 1 -09 -97 if 142.0 8.75 118.6 127.8 92.8 100 1 -10 -97 Pad 210 133.0 6.90 126.0 127.8 99.0 101 1 -10 -97 133.0 7.20 123.4 127.8 97.0 102 1 -10 -97 133.0 7.30 120.9 127.8 95.0 103 1 -10 -97 Pad 211 138.0 6.80 127.2 127.8 99.0 104 1 -10 -97 of 138.0 7.50 126.4 127.8 99.0 105 1 -10 -97 of 138.0 7.30 131.0 127.8 97.0 106 1 -10 -97 Pad 212 142.0 10.2 142.0 127.8 98.0 107 1 -10 -97 142.0 7.00 125.1 127.8 98.0 108 1 -10 -97 142.0 7.50 124.0 127.8. 97.0 109 1 -10 -97 Pad 213 144.0 7.90 123.2 127.8 96.0 110 1 -10 -97 144.0 6.70 122.9 127.8 96.0 111 .1 -10 -97 144.0 8.60 124.7 127.8 98.0 Slodden Engineering File: 422 -6138 January 31, 1997 Page 7 Test No Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 112 1 -10 -97 Pad 208 114.0 9.40 122.7 127.8 96.0 113 1 -10 -97 115.0 8.10 124.5 127.8 97.0 114 1 -10 -97 116.0 7,21 122.1 127.8 96.0 115 1 -10 -97 Pad 205 115.0 7.70 122.7 127.8 96.0 116 1 -10 -97 116.0 8.60 121.3 127.8 95.0 117 1 -10 -97 117.0 8.40 123.1 127.8 96.0 118 1 -10 -97 Pad 201 109.0 8.10 121.1 127.8 95.0 119 1 -10 -97 110.0 7.70 124.9 127.8 98.0 120 1 -10 -97 111.0 7.10 120.9 127.8 95.0 121 1 -10 -97 Pad 199 105.0 8.60 121.3 127.8 95.0 122 1 -10 -97 of 106.0 8.40 121.4 127.8 95.0 123 1 -10 -97 107.0 8.60 123.3 127.8 96.0 124 1 -10 -97 Pad 197 105.0 10.3 121.6 127.8 95.0 125 1 -10 -97 of 106.0 8.70 120.9 127.8 95.0 126 1 -10 -97 it 107.0 6.90 121.4 127.8 95.0 127 1 -14 -97 Pad 199 108.0 8.25 122.4 127.8 95.7 128 1 -14 -97 to 109.0 7.75 122.9 127.8 96.1 129 1 -14 -97 to 110.0 9.25 121.2 127.8 94.8 130 1 -14 -97 Pad 198 108.0 9.00 120.1 127.8 93.9 Slodden Englneedng File: 422-6138 January 31, 1997 Page 8 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 131 1 -14 -97 Pad 198 109.0 8.75 120.9 127.8 94.6 132 1 -14 -97 110.0 8.50 119.3 127.8 93.3 133 1 -14 -97 Pad 197 109.0 8.50 121.6 127.8 95.1 134 1 -14 -97 to 11.0 8.75 120.9 127.8 94.6 135 1 -14 -97 it 111.0 9.00 120.6 127.8 94.3 136 1 -14 -97 Pad 196 11.0 8.25 121.9 127.8 95.3 137 1 -14 -97 to 111.0 8.50 121.1 127.8 94.7 138 1 -14 -97 to 112.0 8.75 119.0 127.8 93.1 139 1 -14 -97 Pad 203 112.0 8.25 119.1 127.8 93.1 140 1 -14 -97 to 113.0 8.75 120.4 127.8 94.2 141 1 -14 -97 114.0 8.00 122.2 127.8 95.6 142 1 -14 -97 Pad 204 112.0 9.25 120.3 127.8 94.1 143 1 -14 -97 " 113.0 7.75 119.7 127.8 93.6 144 1 -14 -97 114.0 8.25 120.5 127.8 94.2 145 1 -14 -97 Pad 202 112.0 8.50 121.1 127.8 94.7 146 1 -14 -97 113.0 8.25 121.0 127.8 94.6 147 1 -14 -97 114.0 8.00 119.9 127.8 93.8 148 1 -15 -97 Pad 200 110.0 8.75 119.0 127.8 93.1 149 1 -15 -97 of 111.0 8.75 119.0 127.8 93.1 Slcdden Engineedng File: 422 -6138 January 31, 1997 Page 9 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs/Cu Ft Lbs/ u Ft Maximum 150 1 -15 -97 Pad 200 112.0 9.00 119.8 127.8 93.6 151 1 -15 -97 Pad 207 116.0 9.25 120.8 127.8 94.5 152 1 -15 -97 117.0 9.50 121.4 127.8 94.9 153 1 -15 -97 118.0 9.00 120.6 127.8 94.3 154 1 -15 -97 Pad 206 116.0 9.25 118.5 127.8 92.7 155 1 -15 -97 of 117.0 8.75 119.0 127.8 93.1 156 1 -15 -97 of 118.0 8.50 119.8 127.8 93.7 157 1 -15 -97 Pad 204/205 113.0 8.75 120.0 127.8 93.8 158 1 -15 -97 114.0 9.00 122.0 127.8 95.4 159 1 -15 -97 119.0 8.75 119.0 127.8 93.1 160 1 -15 -97 Pad 203 114.0 9.00 121.5 127.8 95.0 161 1 -15 -97 115.0 8.50 120.7 127.8 94.4 162 1 -15 -97 115.0 8.50 120.7 127.8 93.1 163 1 -15 -97 Pad 201 112.0 9.25 120.8 127.8 94.5 164 1 -15 -97 113.0 8.75 119.5 127.8 93.5 165 1 -15 -97 114.0 9.25 120.3. 127.8 94.1 166 1 -16 -97 Pad 221 154.0 9.25 117.6 127.8 92.0 167 1 -16 -97 of 154.0 9.25 116.7 127.8 91.3 168 1 -16 -97 of 154.0 9.00 118.3 127.8 92.5 Slodden Engineering I File: 422-6138 January 31, 1997 Page 10 Test No Date Loc Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lb-.;/Cu Ft L.bs /Cu Ft Maximum 169 1 -16 -97 Pad 222 150.0 9.00 117.4 127.8 91.8 170 1 -16 -97 of 150.0 9.25 117.1 127.8 91.6 171 1 -16 -97 to 150.0 8.75 117.2 127.8 91.7 172 1 -16 -97 Pad 241 154.0 8.75 118.1 127.8 92.4 173 1 -16 -97 154.0 8.75 119.7 127.8 93.6 174 1 -16 -97 154.0 9.00 119.7 127.8 93.6 175 1 -16 -97 Pad 240 155.0 9.25 118.5 127.8 92.7 176 1 -16 -97 155.0 8.75 116.7 127.8 91.3 177 1 -16 -97 155.0 8.75 120.9 127.8 94.6 178 1 -16 -97 Pad 239 157.0 8.75 118.1 127.8 92.4 179 1 -16 -97 of 157.0 9.00 118.3 127.8 92.6 180 1 -16 -97 to 157.0 9.00 119.2 127.8 93.3 181 1 -16 -97 Pad 238 157.0 9.25 120.8 127.8 94.5 182 1 -16 -97 157.0 9.00 120.6' 127.8 94.3 183 1 -16 -97 157.0 9.00 118.3 127.8 92.6 184 1 -16 -97 Temp Prkg 157.0 12.00 105.8 127.8 91.0 185 1 -16 -97 157.0 11.75 106.4 127.8 91.5 186 1 -16 -97 157.0 12.00 105.3 127.8 90.6 187 1-16 -97 157.0 12.25 105.5 127.8 90.7 Slodden Engineering J I File: 422 -6138 January 31, 1997 Page 11 Test No. Date Loc_ Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 188 c 1 -17 -97 Lot 189 117.0 9.5 121.9 127.8 95.0 189 1 -17 -97 118.0 8.8 121.2 127.8 95.0 190 1 -17 -97 119.0 10.0 119.5 127.8 94.0 191 1 -17 -97 Lot 190 116.0 9.2 122.8 127.8 96.0 192 1 -17 -97 117.0 9.0 120.8 127.8 95.0 193 1 -17 -97 118.0 7.9 130.4 127.8 95.0 194 1 -17 -97 Lot 191 112.0 11.7 123.4 127.8 97.0 195 1 -17 -97 113.0 10.8 121.5 127.8 95.0 196 1 -17 -97 114.0 10.2 118.6 127.8 93.0 197 1 -17 -97 Lot 192 108.0 9.0 118.8 127.8 92.9 198 1 -17 -97 of 109.0 8.7 116.7 127.8 91.3 199 1 -17 -97 of 108.00 9.0 117.4 127.8 91.8 200 1 -17 -97 it 109.0 9.0 120.6 127.8 94.3 201 1 -17 -97 Lot 191 114.0 9.2 120.8 127.8 94.5 202 1 -17 -97 115.0 9.5 120.0 127.8 93.9 203 1 -17 -97 116.0 9.5 .120.0 127.8 93.9 204 1 -17 -97 Lot 190 119.0 8.7 119.0 127.8 93.1 205 1 -17 -97 ff 120.0 9.0 120.1 127.8 94.0 206 1 -17 -97 of 121.0 9.2 121.2 127.8 94.8 Slodden Engineering File: 422 -6138 January 31, 1997 Page 12 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 207 1 -17 -97 Lot 189 121.0 9:0 119.7 127.8 93.6 208 1 -17 -97 of 122.0 9.0 119.2 127.8 93.3 209 1 -17 -97 of 123.0 9.2 118.9 127.8 93.1 210 1 -21 -97 Lot 188 116.0 10.3 113.0 127.8 88.0 211 1 -21 -97 117.0 9.6 120.2 127.8 94.0 212 1 -21 -97 118.0 10.3 116.0 127.8 91.0 213 1 -21 -97 Lot 187 112.0 8.7 118.7 127.8. 93.0 214 1 -21 -97 113.0 11.0 113.7 127.8 89.0 215 1 -21 -97 114.0 8.1 115.5 127.8 90.0 216 1 -21 -97 Lot 223 143.0 10.5 114.7 127.8 90.0 217 1 -21 -97 144.0 10.9 120.7 127.8 94.0 218 1 -21 -97 145.0 9.6 118.7 127.8 93.0 219 1 -21 -97 146.0 10.3 120.0 127.8 94.0 220 1 -21 -97 Lot 224 141.0 10.3 118.5 127.8 93.0 221 1 -21 -97 142.0 9.6 121.2 127.8 95.0 222 1 -21 -97 143.0 9.8 118.0 127.8 92.0 223 1 -21 -97 144.0 11.0 118.2 127.8 93.0 224 1 -21 -97 Lot 225 140.0 10.3 120.0 127.8 94.0 Sladden Engineering File: 422 -6138 January 31, 1997 Page 13 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 225 1 -21 -97 Lot 225 141.0 10.0 120.7 127.8 94.0 226 1 -21 -97 142.0 10.7 119.5 127.8 94.0 227 1 -21 -97 Lot 186 109.0 9.9 116.5 127.8 91.0 228 1 -21 -97 110.0 9.4 114.0 127.8 89.0 229 1 -21 -97 110.0 8.5 116.5 127.8 91.0 230 1 -21 -97 Lot 185 106.0 10.8 115.5 -.127.8 90.0 231 1 -21 -97 107.0 8.7 118.2 127.8 93.0 232 1 -21 -97 108.0 8.9 119.0 127.8 93.0 233 1 -21 -97 Lot 184 103.0 10.1 117.2 127.8 92.0 234 1 -21 -97 104.0 10.7 117.5 127.8 92.0 235 1 -21 -97 105.0 10.0 120.7 127.8 94.0 236 1 -21 -97 Lot 183 100.0 9.6 117.7 127.8 92.0 237 1 -21 -97 101.0 10.3 116.0 127.8 91.0 238 1 -21 -97 102.0 10.3 120.0 127.8 94.0 239 1 -21 -97 Lot 182 97.0 9.4 120.5 127.8 94.0 240 1 -21 -97 98.0 9.8 118.5 127.8 93.0 241 1 -21 -97 99.0 9.6 119.7 127.8 94.0 242 1 -21 -97 Lot 181 93.0 9.6 117.7 127.8 93.0 Slodden &VIneering File: 422 -6138 January 31, 1997 Page 14 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max DryDen Percent Lbs /CuFt Lbs /Cu Ft Maximum 243 1 -21 -97 Lot 181 94.0 9.8 117.0 127.8 94.0 244 1 -21 -97 of 95.0 9.6 118.7 127.8 95.0 245 1 -21 -97 Lot 180 90.0 10.0 119.7 127.8 90.0 246 1 -21 -97 of 91.0 9.4 120.0 127.8 91.0 247 1 -21 -97 92.0 10.3 119.5 127.8 94.0 248 1 -21 -97 Lot 179 90.0 9.6 119.2 127.8 90.0 249 1 -21 -97 91.0 9.4 119.0 127.8 91.0 250 1 -21 -97 92.0 9.4 120.0 127.8 94.0 251 1 -21 -97 Lot 178 86.0 9.6 118.2 127.8 93.0 252 1 -21 -97 to 87.0 10.3 120.0 127.8 94.0 253 1 -21 -97 it 88.0 10.7 119.5 127.8 94.0 254 1 -21 -97 Lot 177 82.0 10.1 118.2 127.8 93.0 255 1 -21 -97 of 83.0 10.7 119.0 127.8 94.0 256 1 -21 -97 of 84.0 9.6 120.2 127.8 94.0 257 1 -27 -97 Lot 191 116.0 9.4 119.5 127.8 94.0 258 1 -27 -97 116.0 9.8 118.0 127.8 92.0 259 1 -27 -97 116.0 9.4 119.5 127.8 94.0 260 1 -27 -97 Lot 190 117.0 9.6 119.2 127.8 93.0 Slodden Engineering File: 422 -6138 January 31, 1997 Page 15 Test No Date Loc. Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 261 1 -27 -97 Lot 190 117.0 10.1 119.2 127.8 93.0 262 1 -27 -97 117.0 10.3 119.5 127.8 94.0 263, 1 -27 -97 Lot 189 122.0 9.6 119.7 127.8 94.0 264 1 -27 -97 122.0 9.8 119.0 .127.8 93.0 265 1 -27 -97 122.0 8.9 120.0 127.8 94.0 266 1 -27 -97 Lot 188 1180 9.2 119.2 127.8 93.0 267 1 -27 -97 118.0 9.8 117.5 127.8 92.0 268 1 -27 -97 118.0 9.6 118.2 127.8 93.0 269 1 -27 -97 Lot 187 114.0 9.8 119.5 127.8 94.0 270 1 -27 -97 " 114.0 10.0 119.7 127.8 94.0 271 1 -27 -97 of 114.0 9.4 119.5 127.8 94.0 272 1 -27 -97 Lot 186 111.0 9.8 119.5 127.8 94.0 273 1 -27 -97 ff 111.0 8.9 120.2 127.8 94.0 274 1 -27 -97 111.0 8.9 120.5 127.8 94.0 275 1 -27 -97 Lot 185 108.0 8.7 121.2 127.8 94.0 276 1 -27 -97 of 108.0 9.2 117.7 127.8 92.0 277 1 -27 -97 to 118.5 8.9 118.5 127.8 93.0 278 1 -27 -97 Lot 184 105.0 10.0 117.7 127.8 92.0 279 1 -27 -97 of 105.0 9.6 120.2 127.8 94.0 Sladden Engineering File: 422 -6138 January 31, 1997 Page 16 Test No Date Loc. Elev Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 280 1 -27 -97 Lot 184 105.0 9.8 121.0 127.8 95.0 281 1 -27 -97 Lot 183 102.0 9.2 118.7 127.8 93.0 282 1 -27 -97 102.0 9.4 120.0 127.8 94.0 283 1 -27 -97 102.0 9.6 118.7 127.8 93.0 284 1 -27 -97 Lot 182 99.0 9.8 119.0 127.8 93.0 285 1 -27 -97 99.0 9.8 119.0 127.8 93.0 286 1 -27 -97 99.0 9.6 118.7 127.8 93.0 287 1 -27 -97 Lot 181 95.0 10.1 118.7 127.8 93.0 , 288 1 -27 -97 95.0 9.8 120.5 127.8 94.0 289 1 -27 -97 95.0 9.3 119.2 127.8 93.0 Maximum Dry Density - 127.8 Lbs/Cu Ft; Optimum Moisture - 8.7% Slodden Engineering File: 422 -6138 (Add) April , 1997 Page 1 Test No_ Date L.oc. Flev. Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 290 1 -28 -97 Lot 94 74.0 9.1 118.7 127.8 91.0 291 1 -28 -97 75.0 8.2 118.7 127.8 93.0 292 1 -28 -97 76.0 8.3 126.4 127.8 99.0 293 1 -28 -97 Lot 93 71.0 9.1 121.4 127.8 95.0 294 1 -28 -97 72.0 9.4 118.7 127.8 93.0 295 1 -28 -97 73.0 8.3 122.5 127.8 96.0 296 1 -28 -97 Lot 92 68.0 10.4 120.0 127.8 92.0 297 1 -28 -97 69.0 10.9 120.5 127.8 92.0 298 1 -28 -97 69.0 9.5 118.7 127.8 93.0 299 1 -28 -97 Lot 91 68.5 10.6 117.4 127.8 92.0 300 1 -28 -97 to 69.0 10.1 119.9 127.8 94.0 301 1 -28 -97 of 69.0 9.5 117.6 127.8 92.0 302 1 -28 -97 Lot 157 87.0 10.0 117.8 127.8 92.0 303 1 -28 -97 of 88.0 7.3 121.2 127.8 95.0 304 1 -28 -97 Lot 158 86.0 10.7 120.3 127.8 94.0 305 1 -28 -97 87.0 8.8 123.9 127.8 97.0 306 1 -29 -97 Lot 150 85.0 9.4 126.2 127.8 99.0 307 1 -29 -97 86.0 8.3 125.3 127.8 98.0 308 1 -29 -97 Lot 151 85.0 6.7 121.9 127.8 95.0 Sicdden Engineering File: 422 -6138 (Add) February 28, 1997 Page 2 Slcdden Engineering Test No Date Loc. Elev . Moist Cont Percent Fld Dry Den Lbs /Cu Ft Max Dry Den Percent Lbs /Cu Ft Maximum 309 1 -29 -97 Lot 151 86.0 6.6 122.1 127.8 96.0 310 1 -29 -97 Lot 165 81.0 6.2 122.3 127.8 311 1 -29 -97 82.0 6.2 122.6 127.8 96.0 312 1 -29 -97 83.0 6.8 118.2 127.8 93.0 313 1 -29 -97 Lot 166 81.0 8.4 120.4 127.8 94.0 314 1 -29 -9 82.0 6.4 118.0 127.8 92.0 315 1 -29 -97 83.0 6.6 121.8 127.8 95.0 316 1 -29 -97 Lot 167 82.0 6.2 125.1 127.8 98.0 317 1 -29 -97 83.0 7.1 122.0 127.8 95.0 318 1 -29 -97 84.0 7.2 123.5 127.8 97.0 319 1 -29 -97 Lot 168 82.0 8.2 120.2 127.8 94.0 320 1 -29 -97 83.0 8.0 119.3 127.8 93.0 321 1 -29 -97 84.0 9.0 121.5 127.8 95.0 322 1 -29 -97 Lot 173 83.0 8.6 121.4 127.8 95.0 323 1 -29 -97 83.0 8.7 120.4 127.8 94.0 324 1 -29 -97 83.0 6.9 117.1 127.8 92.0 325 1 -29 -97 Lot 172 85.0 10.1 119.4 127.8 93.0 326 1 -29 -97 of 85.5 8.6 120.6 127.8 94.0 327 1 -29 -97 of 86.0 8.9 120.7 127.8 94.0 Slcdden Engineering File: 422 -6138 (Add) April 10, 1997 Page 3 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 328 1 -29 -97 Lot 171 88.0 8.1 120.5 127.8 94.0 329 1 -29 -97 of 88.5 8.5 118.8 127.8 93.0 330 1 -29 -97 it 89.0 8.2 120.4 127.8 94.0 331 1 -29 -97 Lot 170 90.0 9.2 120.9 127.8 95.0 332 1 -29 -97 90.0 7.7 123.3 127.8 96.0 333 1 -29 -97 90.0 7.6 121.2 127.8 95.0 334 1 -29 -97 Lot 169 92.0 9.5 119.6 127.8 94.0 335 1 -29 -97 92.0 9.9 120.5 127.8 94.0 336 1 -29 -97 92.0 9.0 121.0 127.8 92.0 337 1 -29 -97 Lot 153 86.0 9.2 118.2 127.8 92.0 338 1 -29 -97 of 87.0 8.2 122.1 127.8 96.0 339 1 -29 -97 of 88.0 9.6 116.8 127.8 91.0 340 1 -29 -97 Lot 152 85.0 8.3 117.4 127.8 92.0 341 1 -29 -98 86.0 7.9 119.9 127.8 94.0 342 1 -29 -97 87.0 8.0 118.6 127.8 93.0 343 1 -29 -97 Lot 154 87.0 8.5 118.4 127.8 93.0 344 1 -29 -97 it 88.0 8.1 118.9 127.8 93.0 345 1 -29 -97 of 89.0 9.9 118.1 127.8 92.0 346 1 -29 -97 Lot 160 80.0 9.5 120.7 127.8 94.0 Slodden Englneering File: 422 -6138 (Add) April 10, 1997 Page 4 9 Test Moist Cont Fld Dry Den Max Dry Den Percent 347 1- 29 -97. Lot 160 82.0 8.6 121.6 127.8 95.0 348 1 -29 -97 it 83.0 9.5 121.4 127.8 95.0 349 1 -29 -97 Lot 161 77.0 10.0 118.9 127.8 93.0 350 1 -29 -97 if 78.0 8.8 119.1 127.8 93.0 351 1 -29 -97 79.0 8.8 119.7 127.8 94.0 352 1 -29 -97 Lot 162 75.0 8.3 121.9 127.8 95.0 353 1 -29 -97 76.0 10.1 124.3 127.8 97.0 354 1 -29 -97 77.0 10.1 126.7 127.8 96.0 355 1 -29 -97 Lot 163 74.0 10.7 123.2 127.8 96.0 356 1 -29 -97 75.0 10.0 121.7 127.8 95.0 357 1 -29 -97 76.0 9.0 123.0 127.8 96.0 358 1 -29 -97 Lot 155 90.0 9.2 117.7 127.8 92.0 359 1 -30 -97 of 91.0 7.2 115.5 127.8 90.0 360 1 -30 -97 Lot 156 90.0 7.0 115.1 127.8 90.0 361 1 -30 -97 91.0 7.8 119.1 127.8 93.0 362 1 -30 -97 92.0 9.4 121.7 127.8 95.0 363 1 -30 -97 Lot 157 89.0 6.9 122.7 127.8 96.0 364 1 -30 -97 90.0 7.6 121.4 127.8. 95.0 365 1 -30 -97 90.0 7.0 116.6 127.8 91.0 Sladden Engineering 1 File: 422 -6138 (Add) April 10, 1997 Page 5 Test No. Date Loc. Elev, Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft L.bs /Cu Ft Maximum 366 1 -30 -97 Lot 158 88.0 8.4 121.0 127.8 95.0 367 1 -30 -97 89.0 7.0 122.0 127.8 96.0 368 1 -30 -97 Lot 159 85.0 6.8 122.8 127.8 96.0 369 1 -30 -97 to 87.0 7.9 121.0 127.8 95.0 370 1 -30 -97 Lot 160 85.0 9.6 120.2 127.8 94.0 371 1 -30 -97 of 87.0 7.9 121.7 127.8 95.0 372 1 -30 -97 88.0 9.7 120.7 127.8 94.0 373 1 -30 -97 Lot 161 82.0 8.6 120.0 127.8 94.0 374 1 -30 -97 83.0 7.9 121.2 127.8 95.0 375 1 -30 -97 84.0 8.3 118.3 127.8 93.0 376 1 -30 -97 Lot 162 79.0 10.1 119.3 127.8 93.0 377 1 -30 -97 81.0 9.2 119.8 127.8 94.0 378 1 -30 -97 82.0 8.9 118.3 127.8 93.0 379 1 -30 -97 Lot 163 78.0 9.8 119.7 127.8 94.0 380 1 -30 -97 79.0 11.5 122.2 127.8 96.0 381 1 -30 -97 80.0 10.7 120.4 127.8 94.0 382 2 -03 -97 Lot 160 88.0 8.3 126.7 127.8 99.0 383 2 -03 -97 Lot 159 87.0 8.3 125.7 127.8 98.0 384 2 -03 -97 88.0 7.5 127.1 127.8 99.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 6 Test Igo. Date Loc. Rev. Moist Cont Percent Fld Dry Den Max Dry Den Percent L.bs /Cu Ft L.bs /Cu Ft Maximum 385 2 -03 -97 Lot 158 89.0 6.4 123.1 127.8 96.0 386 2 -03 -97 90.0 6.7 115.1 127.8 90.0 387 2 -03 -97 90.0 6.5 124.4 127.8 90.0 388 2 -03 -97 Lot 154 89.0 6.5 119.1 127.8 90.0 389 2 -03 -97 Lot 153 88.0 7.2 118.4 127.8 93.0 390 2 -03 -97 Lot 152 88.0 8.9 118.1 127.8 92.0 391 2 -03 -97 Lot 151 88.0 7.9 120.4 127.8 94.0 392 2 -03 -97 Lot 165 83.0 13.1 116.8 123.5 95.0 393 2 -03 -97 84.0 10.6 118.8 123.5 96.0 394 2 -03 -97 Lot 166 84.0 10.3 118.1 123.5 96.0 395 2 -03 -97 85.0 8.4 117.4 123.5 95.0 396 2 -03 -97 Lot 167 87.0 8.9 111.5 123.5 90.0 . 397 2 -03 -97 Lot 168 89.0 7.9 112.2 123.5 91.0 398 2 -03 -97 Lot 159 89.0 7.8 111.4 123.5 90.0 399 2 -03 -97 89.0 7.8 112.6 123.5 91.0 400 2 -03 -97 Lot 161 85.0 9.0 115.4 123.5 93.0 401 2 -03 -97 of 85.0 9.1 116.7 123.5 94.0 402 2 -03 -97 Lot 162 83.0 8.4 114.8 123.5 93.0 403 2 -03 -97 to 83.0 11.8 114.0 123.5 92.0 Siodden Engineering ,, 1 1 File: 422-6138 (Add) April 10, 1997 Page 7 Test No. Date Loc. Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 404 2 -03 -97 Lot 163 81.0 10.3 114.8 123.5 93.0 405 2 -03 -97 81.0 9.1 117.1 123.5 95.0 406 2 -03 -97 Lot 164 75.0 10.5 118.5 127.8 93.0 407 2 -03 -97 of 76.0 9.3 122.1 127.8 96.0 408 2 -03 -97 of 77.0 9.5 120.7 127.8 940 409 2 -03 -97 Lot 144 75.0 8.8 119.7 127.8 94.0 410 2 -03 -97 of 76.0 10.3 120.5 127.8 94.0 411 2 -03 -97 of 77.0 9.5 118.6 127.8 93.0 412 2 -03 -97 Lot 145 79.0 8.6 119.3 127.8 93.0 413 2 -03 -97 of 80.0 9.1 120.1 127.8 94.0 414 2 -03 -97 Lot 140 64.0 9.7 118.2 127.8 92.0 415 2 -04 -97 64.5 9.7 120.6 127.8 94.0 416 2 -04 -97 65.0 9.6 120.5 127.8 94.0 417 2 -04 -97 Lot 135 52.0 11.2 117.8 .127.8 92.0 418 2 -04 -97 of 54.0 9.4 122.9 127.8 96.0 419 2 -04 -97 of 55.0 9.8 122.1 127.8 96.0 420 2 -04 -97 Lot 136 55.0 9.6 119.9 127.8 94.0 421 2 -04 -97 of 56.0 8.7. 119.5 127.8 94.0 422 2 -04 -97 of 57.0 7.8 121.9 127.8 95.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 8 "lest No. Date Loc. Elev, Moist Cont Fld Dry lien Max Dry lien Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 423 2 -04 -97 Lot 13 7 56.0. 11.6 123.2 127.8 96.0 424 2 -04 -97 to 57.0 11.7 120.9 127.8 95.0 425 2 -04 -97 to 58.0 7.8 124.2 127.8 97.0 426 2 -04 -97 Lot 138 58.0 8.9 120.0 127.8 94.0 427 2 -04 -97 it 59.0 10.9 123.0 127.8 96.0 428 2 -04 -97 to 60.0 10.3 122.3 127.8 96.0 429 2 -04 -97 Lot 139 60.0 9.0 121.5 127.8 95.0 430 2 -04 -97 of 61.0 8.4 120.8 127.8 95.0 431 2 -04 -97 of 62.0 10.8 121.5 127.8 95.0 432 2 -04 -97 Lot 111 60.0 8.8 113.8 123.5 92.0 433 2 -04 -97 61.0 10.2 112.3 123.5 91.0 434 2 -04 -97 ff 62.0 435 2 -04 -97 Lot 112 59.0 436 2 -04 -97 123.5 60.0 437 2 -04 -97 123.5 61.0 438 2 -04 -97 Lot 113 60.0 439 2 -04 -97 of 61.0 440 2 -04 -97 of 62.0 441 2 -04 -97 Lot 114 59.0 9.0 113.6 123.5 98.0 9.2 120.6 123.5 98.0 10.0 115.5 123.5 94.0 8.8 114.6 123.5 94.0 9.5 114.1 123.5 92.0 10.1 114.2 123.5 92.0 8.5 116.9 123.5 95.0 8.2 114.9 123.5 93.0 Slodden Engineering Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 9 Test No_ Date Max Dry Den Percent L bs /Cu Ft Maximum LOC. Flev Moist Cont Percent Fld Dry Den .be/ .0 Ft 442 2 -04 -97 Lot 114 60.0 8.7 1, 15.7 123.5 94.0 443 2 -04 -97 it 61.0 9.1 113.3 123.5 92.0 444 2 -04 -97 Lot 115 57.0 10.9 113.1 123.5 92.0 445 2 -04 -97 58.0 10.4 113.1 123.5 92.0 446 2 -04 -97 56.0 10.9 114.0 123.5 92.0 447 2 -04 -97 Lot 116 55.0 10.7 112.3 123.5 91.0 448 2 -04 -97 56.0 9.1 114.5 123.5 93.0 449 2 -04 -97 57.0 10.9 113.9 123.5 92.0 450 2 -04 -97 Lot 51 43.0 8.1 107.8 110.0 98.0 451 2 -04 -97 44.0 8.8 106.9 110.0 97.0 452 2 -04 -97 Lot 50 43.0 9.2 105.2 110.0 96.0 453 2 -04 -97 of 44.0 10.9 105.7 110.0 96.0 454 2 -04 -97 Lot 49 43.0 11.3 106.2 110.0 96.0 455 2 -04 -97 42.0 9.8 104.9 110.0 95.0 456 2 -04 -97 Lot 53 41.0 8.7 108.0 110.0 98.0 457 2 -04 -97 42.0 8.5 107.9 110.0 98.0 458 2 -04 -97 Lot 52 43.0 10.6 106.2 110.0 98.0 459 2 -04 -97 44.0 8.7 107.6 110.0 98.0 460 2 -05 -97 Lot 116 58.0 7.6 115.2 123.5 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 10 Test No Date Loc. Flev Moist Cont Percent Fld Dry Den Max Dry lien Percent Lbs/Cu Ft Lbs/Cu Ft Maximum 461 2 -05 -97 Lot 116 59.0 7.9 120.1 123.5 97.0 462 2 -05 -97 of 60.0 7.6 118.6 123.5 96.0 463 2 -05 -97 Lot 115 59.0 8.2 119.8 123.5 97.0 464 2 -05 -97 60.0 7.8 121.8 123.5 99.0 465 2 -05 -97 61.0 10.3 120.9 123.5 98.0 466 2 -05 -97 Lot 135 55.0 10.3 112.5 123.5 91.0 467 2 -05 -97 56.0 9.7 118.9 123.5 96.0 468 2 -05 -97 51.0 8.6 115.2 123.5 93.0 469 2 -05 -97 Lot 109 63.0 12.0 120.9 127.8 95.0 470 2 -05 -97 64.0 9.7 125.7 127.8 98.0 471 2 -05 -97 65.0 12.3 125.0 127.8 98.0 472 2 -05 -97 Lot 110 61.0 16.8 116.1 127.8 91.0 473 2 -05 -97 62.0 15.9 115.5 127.8 90.0 474 2 -05 -97 63.0 14.3 117.8 .127.8 92.0 475 2 -05 -97 Lot 136 58.0 9.7 117.5 127.8 93.0 476 2 -05 -97 59.0 9.3 116.6 123.5 94.0 477 2 -05 -97 60.0 9.3 117.0 123.5 95.0 478 2 -05 -97 Lot 105 64.0 7.2 117.7 127.8 92.0 479 2 -05 -97 65.0 9.9 122.4 127.8 96.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 11 - ��• No_ Date Loc. Flev. ,.avwl, %..V„l Percent 1',u ,..,, y LGI, lvlaA 1J, y iJG,I rvl "m Lbs/Cu Ft Lbs/Cu Ft Maximum 480 2 -05 -97 Lot 105 66.0 6.3 121.4 127.8 95.0 481 2 -05 -97 Lot 106 66.0 7.6 124.1 127.8 97.0 482 2 -05 -97 67.0 7.2 118.7 127.8 93.0 483 2 -05 -97 68.0 7.4 122.3 127.8 96.0 484 2 -05 -97 Lot 111 63.0 7.8 123.1 127.8 96.0 485 2 -05 -97 of 64.0 7.3 120.1 127.8 94.0 486 2 -05 -97 If 65.0 7.1 119.9 127.8 94.0 487 2 -05 -97 Lot 110 64.0 9.1 1.19.8 127.8 94.0 488 2 -05 -97 65.0 8.6 118.7 127.8 93.0 489.2 -05 -97 If 66.0 7.6 118.9 127.8 93.0 490 2 -05 -97 Lot 109 66.0 7.9 120.7 127.8 94.0 491 2 -05 -97 if 67.0 8.7 120.6 127.8 94.0 4922-05-97 of 68.0 8.0 119.9 127.8 94.0 493 2 -05 -97 Lot 112 63.0 7.6 119.3 127.8 63.0 494 2 -05 -97 it 64.0 8.1 118.7 127.8 93.0 495 2 -05 -97 to 65.0 9.1 119.2 127.8 93.0 496 2 -05 -97 Lot 107 65.0 8.2 119.8 127.8 94.0 497 2 -05 -97 66.0 10.4 124.3 127.8 97.0 498 2 -05 -97 67.0 9.8 123.9 127.8 97.0 Slcdden Engineering File: 422 -6138 (Add) April 10, 1997 Page 12 Test Moist Cont Fld Dry Den Max Dry Den Percent 499 2 -05 -97 Lot 108 65.0 8.5 126.0 127.8 99.0 500 2 -05 -97 66.0 9.1 120.4 127.8 94.0 501 2 -05 -97 Of 67.0 10.6 122.2 127.8 96.0 502 2 -05 -97 Lot 103 70.0 8.8 118.9 127.8 93.0 503 2 -05 -97 of 71.0 9.6 120.2 127.8 94.0 504 2 -05 -97 72.0 11.2 123.5 127.8 97.0 505 2 -05 -97 Lot 104 64.0 10.7 123.1 127.8 96.0 506 2 -05 -97 65:0 8.0 125.2 127.8 98.0 507 2 -05 -97 66.0 9.1 120.9 127.8 95.0 508 2 -06 -97 Lot 117 51.0. 6.7 122.0 127.0 96.0 509 2 -06 -97 to 52.0 6.9 124.5 127.0 98.0 510 2 -06 -97 of 53.0 8.2 120.8 127.0 95.0 5.11 2 -06 -97 Lot 118 51.0 8.0 115.4 127.0 91.0 512 2 -06 -97 52.0 8.8 115.8 127.0 91.0 513 2 -06 -97 53.0 9.2 116.7 127.0 92.0 514 2 -06 -97 Lot 119 53.0 8.4 115.3 127.0 91.0 515 2 -06 -97 54.0 10.2 118.0 127.0 93.0 516 2 -06 -97 55.0 9.8 117.7 127.0 93.0 517 2 -06 -97 Lot 137 59.0 12.4 17.7 127.0 93.0 Slcdden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 13 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 518 2 -06 -97 Lot 137 60.0 8.8 118.6 127.0 93.0 519 2 -06 -97 of 61.0 10.6 116.6 127.0 92.0 520 2 -06 -97 Lot 134 53.0 8.7 123.5 127.0 97.0 521 2 -06 -97 54.0 12.7 115.4 127.0 91.0 522 2 -06 -97 55.0 10.1 117.1 127.0 92.0 523 2 -06 -97 Lot 117 54.0 12.9 119.4 127.0 94.0 524 2 -06 -97 55.0 14.5 117.6 127.0 93.0 525 2 -06 -97 56.0 13.9 114.3 127.0 90.0 526 2 -06 -97 Lot 118 54.0 14.1 115.4 127.0 91.0 527 2 -06 -97 of 55.0 12.9 117.4 127.0 92.0 528 2 -06 -97 it 56.0 14.4 119.0 127.0 94.0 529 2 -06 -97 Lot 113 61.0 12.6 119.0 127.0 94.0 530 2 -06 -97 62.0 12.1 117.2 127.0 92.0 531 2 -06 -97 63.0 12.0 123.1 127.0 97.0 532 2 -06 -97 Lot 152 88.0 7.0 121.2 127.8 95.0 533 2 -06 -97 88.0 7.6 119.3 127.8 93.0 534 2 -06 -97 Lot 165 85.0 8.4 116.5 127.8 91.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 14 Test No Date Loc. Elev Moist Cont Fld Dry lien Max Dry lien Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 535 2 -06 -97 Lot 165 85.0 7.2 121.5 127.8 95.0 536 2 -06 -97 Lot 166 87.0 8.4 121.4 127.8 95.0 537 2 -06 -97 87.0 12.0 121.3 127.8 95..0 538 2 -06 -97 87.0 9.6 123.8 127.8 97.0 539 2 -06 -97 Lot 167 90.0 7.4 116.6 127.8 91.0 540 2 -06 -97 90.0 7.7 117.3 127.8 .92.0 541 2 -06 -97 90.0 7.8 121.2 127.8 90.0 542 2 -06 -97 Lot 168 92.0 10.7 124.5 127.8 92.0 543 2 -06 -97 it 92.0 8.6 118.4 127.8 93.0 544 2 -06 -97 Lot 99 81.0 8.3 122.2 127.8 96.0 545 2 -06 -97 81.0 7.5 120.0 127.8 94.0 546 2 -06 -97 Lot 98 78.0 8.6 114.7 127.8 98.0 547 2 -06 -97 of 78.0 7.7 124.8 127.8 98.0 548 2 -06 -97 Lot 139 63.0 8.7 119.7 127.8 94.0 549 2 -06 -97 64.0 8.3 119.3 127.8 93.0 550 2 -06 -97 Lot 138 61.0 8.8 118.6 127.8 93.0 551 2 -06 -97 62.0 7.9 126.4 127.8 99.0 552 2 -06 -97 Lot 108 68.0 8.4 121.6 127.8 95.0 553 2 -06 -97 to 69.0 8.7 127.2 127.8 96.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 15 Slodden Engineering Test Nn Date Loc Elev Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 554 2 -06 -97 Lot 71 48.0 10.1 105.1 110.0 96.0 555 2 -06 -97 49.0 9.4 107.5 110.0 98.0 556 2 -06 -97 50.0 9.7 108.6 120.0 91.0 557 2 -06 -97 Lot 70 48.0 8.8 110.3 120.0 92.0 558 2 -06 -97 of 49.0 7.6 108.9 120.0 91.0 559 2 -06 -97 It 50.0 8.8 110.0 120.0 92.0 560 2 -06 -97 Lot 69 48.0 7.6 113.5 120.0 95.0 561 2 -06 -97 49.0 9.2 113.4 120.0 95.0 562 2 -06 -97 50.0 8.9 112.1 120.0 93.0 563 2 -06 -97 Lot 69 47.0 9.8 112.5 120.0 94.0 564 2 -06 -97 48.0 8.8 111.1 120.0 93.0 565 2 -06 -97 49.0 9.6 110.9 120.0 92.0 566 2 -06 -97 Lot 67 47.0 9.2 111.2 120.0 93.0 567 2 -06 -97 48.0 8.6 110.4 120.0 92.0 568 2 -06 -97 49.0 9.0 109.7 120.0 91.0 569 2 -06 -97 Lot 66 46.0 7.2 114.4 120.0 95.0 570 2 -06 -97 to 47.0 8.4 110.4 120.0 92.0 571 2 -06 -97 It 48.0 10.7 109.3 120.0 91.0 572 2 -06 -97 Lot 65 45.0 8.8 113.7 120.0 95.0 Slodden Engineering File: 422 -6138 (Add)] April 10, 1997 Page 16 Test No. Date L.oc. Elev. Moist Cont Percent Fld Dry Den Lbs /Cu Ft Max Dry Den Percent Lbs /Cu Ft Maximum 573 2 -06 -97 Lot 65 46.0 8.9 111.3 120.0 93.0 574 2 -06 -97 Lot 74 51.0 6.6 112.6 120.0 94.0 575 2 -06 -97 of 52.0 11.1 112.5 120.0 94.0 576 2 -06 -97 2 -06 -97 53.0 9.3 113.9 120.0 95.0 577 2 -06 -97 Lot 73 49.0 7.8 113.2 120.0 94.0 578 2 -06 -97 2 -06 -97 50.0 9.7 111.8 120.0 93.0 579 2 -06 -97 2 -06 -97 51.0 .8.6 111.3 120.0 93.0 580 2 -06 -97 Lot 72 48.0 7.9 111.6 120.0 93.0 581 2- 06 -97. of 49.0 10.7 108.0 120.0 90.0 582 2 -06 -97 50.0 10.5 111.5 120.0 93.0 583 2 -06 -97 Lot 138 63.0 8.7 118.7 127.8 93.0 584 2 -06 -97 63.0 7.2 117.9 127.8 92.0 585 2 -06 -97 63.0 9.1 119.9 127.8 94.0 586 2 -06 -97 Lot 134 65.0 8.7 119,5 127.8 94.0 587 2 -06 -97 of 65.0 8.5 118.4 127.8 93.0 588 2 -06 -97 Lot 141 72.0 9.1 119.3 127.8 93.0 589 2 -66 -97 of 72.0 9.9 120.4 127.8 94.0 590 2 -06 -97 of 72.0 9.5 118.0 127.8 92.0 591 2 -06 -97 Lot 142 76.0 10.0 116.7 127.8 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 17 Test Moist Cont Fld Dry Den Max Dry Den Percent 592 2 -06 -97 Lot 142 76.0 11.5 119.1 127.8 93.0 593 2 -06 -97 of 76.0 10.7 121.0 127.8 95.0 594 2 -06 -97 Lot 143 79.0 10.3 119.0 127.8 93.0 595 2 -06 -97 79.0 9.7 118.3 127.8 93.0 596 2 -06 -97 79.0 8.2 121.4 127.8 95.0 597 2 -10 -97 Lot 105 67.0 6.5 114.3 120.0 95.0 598 2 -10 -97 67.0 6.7 110.4 120.0 92.0 599 2 -10 -97 67.0 6.5 114.4 120.0 95.0 600 2 -10 -97 Lot 104 67.0 6.9 108.7 120.0 91.0 601 2 -10 -97 67.0 7.5 109.5 120.0 91.0 602 2 -10 -97 67.0 7.4 111.4 120.0 93.0 603 2 -10 -97 Lot 106 69.0 6.4 108.3 120.0 93.0 604 2 -10 -97 69.0 8.0 111.8 120.0 93.0 605 2 -10 -97 69.0 6.5 112.5 120.0 97.0 606 2 -10 -97 Lot 56 38.0 12.6 104.7 116.2 90.0 607 2 -10 -97 of 39.0 9.8 109.8 116.2 94.0 608 2 -10 -97 If 40.0 10.1 108.6 116.2 93.0 609 2 -10 -97 Lot 57 39.0 15.6 105.5 116.2 91.0 610 2- 10 -97. of 40.0 9.7 108.6 116.2 93.0 Siodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 18 Test No Date Loc Elev Moist cont Percent Pia ury lien Max ury Len rercent Lbs /Cu Ft Lbs /Cu Ft Maximum 611 2 -10 -97 Lot 57 41.0 10.6 109.9 116.2 95.0 612 2 -10 -97 Lot 58 39.0 11.4 110.9 116.2 95.0 613 2 -10 -97 40.0 10.7 110.5 116.2 95.0 614 2 -10 -97 41.0 9.5 112.8 116.2 97.0 615 2 -10 -97 Lot 164 79.0 9.8 116.1 127.8 91.0 616 2 -10 -97 79.0 7.3 126.4 127.8 99.0 617 2 -10 -97 Lot 163 81.0 7.9 121.9 127.8 . 95.0 618 .2 -10 -97 81.0 8.6 119.1 127.8 93.0 619 2 -10 -97 Lot 162 83.0 7.8 119.0 127.8 93.0 620 2 -10 -97 of 83.0 6.5 114.8 127.8 90.0 621 2 -10 -97 Lot 161 85.0 6.1 122.6 127.8 96.0 622 2 -10 -97 85.0 6.2 119.6 127.8 94.0 623 2 -10 -97 Lot 160 88.0 9.5 115.7 127.8 91.0 624 2 -10 -97 of 88:0 6.6 119.6 127.8 94.0 625 2 -10 -97 Lot 101 77.0 6.7 119.4 127.8 93.0 626 2 -10 -97 it 78.0 6.8 116.3 127.8 91.0 627 2 -10 -97 Lot 100 75.0 6.6 120.6 127.8 94.0 628 2 -10 -97 76.0 7.3 124.3 127.8 97.0 629 2 -10 -97 77.0 12.9 122.0 127.8 95.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 19 Test Moist- Cont Fld Dry Den Max Dry Den Percent 630 2 -10 -97 Lot 63 44.0 11.7 102.6 110.0 93.0 631 2 -10 -97 of 45.0 10.3 107.1 110.0 97.0 632 2 -10 -97 of 46.0 10.4 107.4 110.0 98.0 633 2 -10 -97 Lot 64 45.0 10.0 106.8 110.0 97.0 634 2 -10 -97 of 46.0 11.8 103.9 110.0 94.0 635 2 -10 -97 It 47.0 8.5 109.0 110.0 99.0 636 2 -10 -97 Lot 65 46.0 10.0 107.7 110.0 98.0 637 2 -10 -97 of 47.0 10.8 106.6 110.0 97.0 638 2 -10 -97 of 48.0 9.8 107.7 110.0 98.0 639 2 -10 -97 Lot 145 81.0 7.8 121.2 127.8 95.0 640 2 -10 -97 of 81.0 7.3 119.8 119.8 94.0 641 2 -10 -97 Lot 144 79.0 7.8 117.8 127.8 92.0 642 2 -10 -97 of 79.0 8.8 122.0 127.8 95.0 643 2 -10 -97 :Lot 55 39.0 8.4 108.5 116.2 93.0 644 2 -10 -97 of 40.0 8.7 107.0 116.2 92.0 645 2 -10 -97 of 41.0 8.2 110.5 116.2 95.0 646 2 -10 -97 Lot 57 41.0 7.8 109.2 116.2 94.0 647 2 -10 -97 42.0 7.6 109.6 116.2 94.0 648 2 -10 -97 43.0 7.7 109.4 116.2 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 20 Test No Date Loc. Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lb,,/Cu Ft Lbs /Cu Ft Maximum 649 2 -10 -97 Lot 59 41.0 7.2 109.2 116.2 94.0 650 2 -10 -97 42.0 7.8. 110.7 116.2 95.0 651 2 -10 -97 43.0 9.1 107.3 116.2 92.0 652 2 -10 -97 Lot 60 41.0 8.7 107.3 116.2 92.0 653 2 -10 -97 42.0 10.5 104.0 116.2 90.0 654 2 -10 -97 43.0 11.0 104.8 116.2 90.0 655 2 -10 -97 Lot 61 42.0 12.7 105.9 116.2. 91.0 656 2 -10 -97 of 43.0 9.8 110.7 116.2 95.0 657 2 -10 -97 of 44.0 8.3 110.4 116.2 95.0 658 2 -10 -97 Lot 62 42.0 9.3 108.1 116.2 93.0 659. 2 -10 -97 43.0 11.3. 107.5 116.2 93.0 660 2 -10 -97 44.0 12.6 105.8 116.2 91.0 661 2 -11 -97 Lot 102 77.0 6.2 121.4 127.8 95:0 662 2 -11 -97 of 78.0 6.9 122.4 127.8 96.0 663 2 -11 -97 Lot 101 73.0 7.4 119.8 127.8 94.0 664 2 -11 -97 of 75.0 6.7 120.8 127.8 95.0 665 2 -11 -97 of 77.0 7.3 121.8 127.8 95.0 666 2 -11 -97 Lot 61 41.0 7.6 113.8 116.2 98.0 667 2 -11 -97 42.0 9.3 108.1 116.2 93.0 Slodden Engineering File: 422 -613 8 .(Add) April 10, 1997 Page 21 iwL IVIU M %-,vut t'iu L,y Lvii avian Lay LCii r ICI VCUL 668 2 -11 -97 Lot 61 43.0 7.8 109.2 116.2 93.0 669 2 -11 -97 Lot. 63 46.0 7.6 107.7 116.2 93.0 670 2 -11 -97 47.0 7.0 112.1 116.2 96.0 671 2 -11 -97 48.0 6.6 111.5 116.2 96.0 672 2 -11 -97 Lot 65 47.0 10.5 109.1 116.2 94.0 673 2 -11 -97 48.0 9.8 108.9 116.2 94.0 674 2 -11 -97 49.0 9.8 107.2 116.2 92.0 675 2 -11 -97 Lot 67 49.0 11.4 110.0 116.2 95.0 676 2 -11 -97 11 50.0 9.7 108.6 116.2 93.0 677 2 -11 -97 of 51.0 10.5 108.2 116.2 93.0 678 2 -11 -97 Lot 68 50.0 11.7 105.8 116.2 91.0 679 2 -11 -97 of .51.0 10.6 109.8 116.2 94.0 680 2 -11 -97 of 52.0 11.3 105.8 116.2 91.0 681 2 -11 -97 K- Street 58.0 8.4 108.5 116.2 93.0 682 2 -11 -97 60.0 8.8 108.8 116.2 94.0 683 2 -11 -97 Lot 62 44.0 7.0 108.1 116.2 92.0 684 2 -11 -97 it 45.0 7.6 107.6 116.2 93.0 685 2 -11 -97 of 46.0 8.1 106.5 116.2 92.0 686 2 -11 -97 Lot 64 47.0 11.2 109.8 116.2 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 22 Test No Date Loc. Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent L.bs /C'u Ft Lbs /Cu Ft Maximum 687 2 -11 -97 Lot 64 48.0 14.3 109.5 116.2 94.0 688 2 -11 -97 of 49.0 11.3 109.8 116.2 94.0 689 2 -11 -97 Lot 66 48.0 8.7 108.2 116.2 93.0 690 2 -11 -97 49.0 9.4 106.9 116.2 92.0 691 2 -11 -97 50.0 8.2 107.7 116.2 93.0 692 2 -11 -97 Lot 69 50.0 8.4 113.4 116.2 93.0 693 2 -11 -97 Lot 102 79.0 8.7 115.7 127.8 91.0 694 2 -11 -97 79.0 8.4 118.5. 127.8 93.0 695 2 -11 -97 Lot 101 78.0 7.5 117.6 127.8 92.0 696 2 -11 -97 78.0 8.4 118.5 127.8 93.0 697 2 -11 -97 Lot 103 74.0 6.9 123.0 127.8 96.0 698 2 -11 -97 74.0 7.1 117.0 127.8 92.0 699 2 -11 -97 Lot 100 77.0 6.7 119.0 127.8 93.0 700 2 -11 -97 77.0 7.1 119.9 127.8 94.0 701 2 -11 -97 Lot 69 50.0 11.3 102.3 110.0 93.0 702 2 -11 -97 to 51.0 11.4 102.4 110.0 93.0 703 2 -11 -97 to 52.0 11.7 102.4 110.0 93.0 704 2 -11 -97 Lot 70 50.0 11.2 108.9 110.0 99.0 705 2 -11 -97 of 51.0 12.7 103.0 110.0 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 23 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry lien Max Dry lien Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 706 2 -11 -97 Lot 70 52.0 11.8 101.3 110.0 92.0 707 2 -11 -97 Lot 84 59.0 11.3 110.7 116.2 95.0 708 2 -11 -97 60.0 8.8 110.9 116.2 95.0 709 2 -11 -97 61.0 10.1 111.6 116.2 96.0 710 2 -11 -97 Lot 83 58.0 7.9 109.1 116.2 94.0 711 2 -11 -97 59.0 9.4 109.0 116.2 94.0 712 2 -11 -97 60.0 9.3 108.1 116.2 93.0 713 2 -11 -97 Lot 82 58.0 9.3 106.7 116.2 92.0 714 2 -11 -97 59.0 7.4 108.7 116.2 94.0 715 2 -11 -97 60.0 8.4 110.4 116.2 95.0 716 2 -11 -97 Lot 81 57.0 8.1 110.4 116.2 95.0 717 2 -11 -97 58.0 11.0 109.5 116.2 94.0 718 2 -11 -97 59.0 9.6 109.9 116.2 95.0 719 2 -11 -97 Lot 85 63.0 9.7 107.3 116.2 92.0 720 2 -11 -97 to 63.0 11.9 109.4 116.2 94.0 721 2 -11 -97 of 63.0 10.1 106.6 116.2 92.0 722 2 -11 -97 Lot 86 64.0 12.2 109.0 116.2 94.0 723 2 -11 -97 64.0 11.4 106.1 116.2 91.0 724 2 -11 -97 64.0 11.9 106.7 116.2 92.0 Slodden Englneerinq File: 422 -6138 (Add) April 10, 1997 Page 24 I A V aL No Date Loc. Elev Percent a .Y ✓. j ✓v.. ..- -.j -- - --�.. Lbs /Cu Ft Lbs /Cu Ft Maximum 725 2 -11 -97 Lot 80 59.0 9.6 1.11.6 116.2 96.0 726 2 -11 -97 60.0 8.7 109.1 116.2 .94.0 727 2 -11 -97 61.0 12.3 110.5 116.2 95.0 728 2 -11 =97 of 61.0 11.0 108.7 116.2 94.0 729 2 -11 -97 Lot 81 12.3 106.6 106.6 116.2 92.0 730 2 -11 -97 61.0 12.2 105.5 116.2 91.0 731 2 -11 -97 Lot 82 61.0 11.0 106.5 116.2 92.0 732 2 -11 -97 It 61.0 9.6 107.3 116.2 92.0 733 2 -11 -97 Lot 83 61.0 12.8 110.9 116.2 95.0 734 2 -11 -97 if 61.0 10.8 109.2 116.2 94.0 735 2 -11 -97 Lot 84 62.0 10.5 107.6 116.2 93.0 736 2 -11 -97 of 62.0 9.6 108.3 116.2 93.0 737 2 -12 -97 Lot 71 52.0 9.8 107.9 110.0 98.0 738 2 -12 -97 to 53.0 11.7 106.4 110.0 97.0 739 2 -12 -97 54.0 14.2 102.2 110.0 93.0 740 2 -12 -97 Lot 69 51.0 9.8 108.4 110.0 99.0 741 2 -12 -97 52.0 15.1 105.6 110.0 96.0 742 2 -12 -97 53.0 10.5 107.8 110.0 98.0 743 2 -12 -97 Lot 70 10.3 10.3 108.5 110.0 99.0 Siodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 25 Is Test Nn Date Loc Elev Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 744 2 -12 -97 Lot 70 53.0 9.4 107.4 110.0 98.0 745 2 -12 -97 54.0 8.7 108.4 110.0 99.0 746 2 -12 -97 Lot 73 52.0 7.6 105.4 110.0 96.0 747 2 -12 -97 of 53.0 7.5 106.5 110.0 97.0 748 2 -12 -97 of 54.0 7.1 105.5 110.0 96.0 749 2 -12 -97 Lot 72 51.0 6.7 106.0 110.0 96.0 750 2 -12 -97 52.0 7.6 105.5 110.0 96.0 751 2 -12 -97 53.0 7.3 107.1 110.0 97.0 752 2 -12 -97 Lot 71 54.0 7.2 107.4 110.0 98.0 753 2 -12 -97 of 55.0 7.0 107.1 110.0 97.0 754 2 -12 -97 of 56.0 7.8 108.1 110.0 98.0 755 2 -12 -97 Lot 50 44.0 9.3 102.1 110.0 93.0 756 2 -12 -97 it 45.0 12.7 100.4 110.0 91.0 757 2 -12 -97 46.0 10.1 99.7 110.0 91.0 758 2 -12 -97 Lot 51 44.0 8.7 99.8 110.0 91.0 759 2 -12 -97 45.0 10.5 99.9 110.0 91.0 760 2 -12 -97 46.0 12.9 99.9 110.0 91.0 761 2 -12 -97 Lot 108 69.0 8.8 119.2 127.8 93.0 762 2 -12 -97 to 69.0 90 118.5 127.8 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 26 Test Moist Cont Fld Dry Den Max Dry Den Percent No Date Loc. Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 763 . 2 -12 -97 Lot 107 69.0 11.2 121.0 127.8 95.0 764 2 -12 -97 to 69.0 10.7 118.6 127.8- 93.0 765 2 -12 -97 69.0 9.1 122.8 127.8 96.0 766 2 -12 -97 Lot 109 69.0 8.2 119.7 127.8 94.0 767 2 -12 -97 69.0 10.3 122.6 127.8 96.0 768 2 -12 -97 69.0 9.6 119.6 127.8 94.0 769 2 -12 -97 Lot 110 67.0 12.1 120.5 127.8 94.0 770 2 -12 -97 67.0 11.7 123.1 127.8 96.0 771 2 -12 -97 67.0 8.8 119.8 127.8 94.0 772 2 -12 -97 Lot 111 66.0 9.4 121.1 127.8 95.0 773 2 -12 -97 66.0 9.6 120.3 127.8 94.0 774 2 -12 -97 66.0 8.3 119.9 127.8 94.0 775 2 -12 -97 Lot 112 66.0 10.9 120.5 127.8 94.0 776 2 -12 -97 66.0 9.5 121.8 127.8 95.0 777 2 -12 -97 66.0 9.2 116.9 127.8 91.0 778 2 -12 -97 Lot 113 64.0 9.6 119.6 127.8 94.0 779 2 -12 -97 to 64.0 8.6 120.6 127.8 94.0 780 2 -12 -97 of 64.0 10.4 120.0 127.8 94.0 781 2 -12 -97 Lot 114 63.0 10.0 125.0 127.8 98.0 Siodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 27 Test Moist Cont Fld Dry Den Max Dry Den Percent 782 2 -12 -97 Lot 114 63.0 10.6 123.6 127.8 97.0 783 2 -12 -97 ff 63.0 8.3 121.2 127.8 95.0 784 2 -12 -97 Lot 115 62.0 9.5 123.0 127.8 96.0 785 2 -12 -97 62.0 9.6 122.2 127.8 96.0 786 2 -12 -97 62.0 8.6 120.3 127.8 94.0 787 2 -12 -97 Lot 116 61.0 8.5 120.7 127.8 94.0 788 2 -12 -97 61.0 10.0 118.5 127.8 93.0 789 2 -12 -97 61.0 12.2 118.9 127.8 93.0 790 2 -13 -97 Lot 46 42.0 7.9 109.0 120.0 91.0 791 2 -13 -97 of 43.0 9.5 111.8 120.0 93.0 792 2 -13 -97 Lot 47 44.0 12.0 112.1 120.0 910 793 2 -13 -97 45.0 9.2 113.9 120.0 95.0 794 2 -13 -97 Lot 48 44.0 8.3 113.4 120.0 95.0 795 2 -13 -97 if 45.0 7.8 112.2 120.0 94.0 796 2 -13 -97 Lot 52 45.0 9.3 112.8 120.0 94.0 797 2 -13 -97 46.0 7.9 112.6 120.0 94.0 798 2 -13 -97 47.0 11.5 111.0 120.0 93.0 799 2 -13 -97 Lot 50 47.0 9.2 111.5 120.0 93.0 800 2 -13 -97 of 48.0 78 112.0 120.0 93.0 Siodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 28 Test No Date Loc. Elev. Moist Cont rld Dry lien Max Dry lien Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 801 2 -13 -97 Lot 50 49.0 8.3 112.4 120.0 94.0 802 2 -13 -97 Lot 51 46.0 7.2 111.2 120.0 93.0 803 2 -13 -97 47.0 8.9 112.7 120.0 94.0 804 2 -13 -97 48.0 9.8 II3.7 120.0 95.0 805 2 -13 -97 Lot 46 45.0 8.0 118.1 120.0 98.0 806 2 -13 -97 Lot 47 46.0 8.8 118.1 120.0 98.0 807 2 -13 -97 of 47.0 9.3 119.2 120.0 99.0 808. 2 -13 -97 Lot 45 42.0 6.9 114.6 120.0 96.0 809 2 -13 -97 of 43.0 7.9 110.6 120.0 92.0 810 2 -13 -97 to 44.0 7.2 115.8 120.0 97.0 811 2 -13 -97 Lot 72 55.0 8.3 108.3 120.0 90.0 812 2 -13 -97 it 56.0 12.5 109.7 120.0 91.0 813 2 -13 -97 of 57.0 12.3 110.6 120.0 92.0 814 2 -13 -97 Lot 73 55.0 13.3 110.6 116.2 95.0 815 2 -13 -97 56.0 10.2 113.5 116.2 98.0 816 2 -13 -97 57.0 15.3 108.2 116.2 93.0 817 2 -13 -97 Lot 74 56.0 10.9 110.9 116.2 95.0 818 2 -13 -97 57.0 8:6 111.3 116.2 96.0 819 2 -13 -97 58.0 9.4 112.7 116..2 97.0 Slodden EMIneerinq File: 422 -6138 (Add) April 10, 1997 Page 29 Test No. Date Loc. Elev. Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 820 2 -13 -97 Lot 75 60.0 10.7 110.8 116.2 95.0 821 2 -13 -97 if 61.0 11.7 111.2 116.2 96.0 822 2 -13 -97 Lot 93 74.0 6.9 121.7 127.8 95.0 823 2 -13 -97 74.0 7.0 121.8 127.8 95.0 824 2 -13 -97 74.0 12.0 121.5 127.8 95.0 825 2 -13 -97 Lot 92 70.0 826 2 -13 -97 127.8 70.0 827 2 -13 -97 " 70.0 828 2 -13 -97 Lot 91 95.0 829 2 -13 -97 11 94.0 830 2 -13 -97 It 69.0 831 2 -13 -97 Lot 90 67.0 832 2 -13 -97 of 67.0 833 2 -13 -97 of 67.0 834 2 -13 -97 of 67.0 835 2 -13 -97 Lot 89 65.0 836 2 -13 -97 of 65.0 837 2 -13 -97 of 65.0 838 2 -13 -97 if 93.0 65.0 ' 7.2 121.3 127.8 95.0 7.0 120.6 127.8 94.0 3.8 118.1 127.8 92.0 7.4 121.5 127.8 95.0 5.4 120.6 127.8 94.0 7.8 120.2 127.8 94.0 7.4 121.7 127.8 95.0 5.6 118.7 127.8 93.0 6.2 120.5 127.8 94.0 5.9 122.7 127.8 96.0 7.8 120.7 127.8 94.0 8.0 118.1 _ 127.8 92.0 7.0 119.7 127.8 94.0 7.6 118.5 127.8 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 30 Test No Date Loc Flev Moist Cont Fld Dry Den.Max Dry Den Percent Percent L.bs /Cu Ft Lbs /Cu Ft Maximum 839 2 -13 -97 Lot 88 63.0 6.4 121.0 127.8 95.0 840 2 -13 -97 it 63.0 6.1 119.7 127.8 94.0 841 2 -13 -97 to 63.0 5.2 118.7 127.8 93.0 842 2 -13 -97 Lot 87 63.0 6.8 118.0 127.8 96.0 843 2 -13 -97 63.0 5.2 119.0 127.8 96.0 844 2 -13 -97 63.0 6.6 113.9 127.8 92.0 . 845 2 -13 -97 63.0 6.3 116.0 127.8 94.0 846 2 -18 -97 Lot 103 74.0 5.5 123.3 127.8 96.0 847 2 -18 -97 74.0 7.0 121.7 127.8 95.0 848 2 -18 -97 Lot 104 67.0 7.0 123.5 127.8 97.0 849 2 -18 -97 Lot 101 78.0 6.7 123.1 127.8 96.0 850 2 -18 -97 Lot 44 41.0 13.7 110.6 120.0 92.0 851 2 -18 -97 42.0 10.1 117.0 120.0 98.0 852 2 -18 -97 43.0 12.3 117.2 120.0 98.0 853 2 -18 -97 Lot 48 46.0 10.3 112.3 120.0 94.0 854 2 -18 -97 47.0 10.2 110.1 120.0 92.0 855 2 -18 -97 Lot 47 47.0 13.2 118.5 120.0 99.0 856 2 -18 -97 48.0 14.9 115.5 120.0 96.0 857 2 -18 -97 Lot 49 47.0 12.5 119.3 120.0 99.0 Siodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 31 Test Moist Cont Fld Dry Den Max Dry Den Percent 858 2 -18 -97 Lot 49 48.0 13.2 118.0 120.0 98.0 859 2 -18 -97 Lot 53 44.0 10.7 114.1 120.0 95.0 860 2 -18 -97 it 45.0 12.2 118.2 120.0 99.0 861 2 -18 -97 to 46.0 8.3 116.0 120.0 97.0 862 2 -18 -97 48.0 8.8 115.3 120.0 96.0 863 2 -18 -97 49.0 10.6 117.8 120.0 98.0 864 2 -18 -97 Lot 51 50.0 11.1 116.1 120.0 97.0 865 2 -18 -97 Lot 50 49.0 8.8 116.8 120.0 97.0 866 2 -18 -97 of 50.0 9.6 118.6 120.0 99.0 867 2 -18 -97 of 51.0 9.7 118.9 120.0 99.0 868 2 -18 -97 Lot 44 44.0 8.2 112.3 120.0 94.0 869 2 -18 -97 45.0 10.7 114.7 120.0 96.0 870 2 -19 -97 46.0 7.1 118.6 123.5 96.0 871 2 -19 -97 47.0 9.6 121.7 123.5 99.0 872 2 -19 -97 48.0 8.7 121.8 123.5 99.0 873 2 -19 -97 Lot 46 48.0 6.5 118.0 123.5 96.0 874 2 -19 -97 of 49.0 10.5 117.7 123.5 95.0 875 2 -19 -97 of 50.0 6.0 116.7 123.5 94.0 876 2 -19 -97 Lot 48 49.0 9.7 112.3 123.5 91.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 32 Test No Date Loc Elev Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft LbsCu Ft Maximum 877 2 -19 -97 Lot 48 50.0 8.8 112.3 123.5 91.0 878 2 -19 -97 51.0 9.7 111.5 123.5 90.0 879 2 -19 -97 Lot 53 46.0 7.6 113.8 123.5 92.0 880 2 -19 -97 of 47.0 7.4 114.1 123.5 92.0 881 2 -19 -97 it 48.0 7.9 114.0 123.5 92.0 882 2 -19 -97 Lot 75 62.0 8.4 112.0 123.5 92.0 883 2 -19 -97 63.0 11.2 119.7 123.5 97.0 884 2 -19 -97 Lot 74 62.0 10.7 110.6 123.5 90.0 885 2 -19 -97 63.0 9.4 111.4 123.5 90.0 886 2 -19 -97 Lot 73 59.0 11.4 111.2 123.5 90.0 887 2 -19 -97 60.0 8.6 112.7 123.5 91.0 888 2 -19 -97 Lot 72 58.0 12.5 119.1 123.5 96.0 889 2 -19 -97 ff 59.0 11.9 115.6 123.5 94.0 890 2- 19 -97. Lot 76 62.0 11.9 118.6 123.5 96.0 891 2 -19 -97 63.0. 11.7 117.0 123.5 95.0 892 2 -19 -97 64.0 10.6 114.0 123.5 92.0 893 2 -19 -97 Lot 77 62.0 11.2 113.8 123.5 92.0 894 2 -19 -97 to 63.0 9.5 113.7 123.5 92.0 895 2 -19 -97 Lot 78 61.0 9.3 117.4 123.5 , 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 33 Test Moist Cont Fld Dry Den Max Dry Den Percent 896 2 -19 -97 Lot 78 62.0 8.8 116.4 123.5 94.0 897 2 -19 -97 63.0 8.6 118.4 123.5 96.0 898 2 -19 -97 Lot 73 60.0 9.4 115.3 123.5 93.0 899 2 -19 -97 of 61.0 8.5 114.1 123.5 92.0 900 2 -19 -97 Lot 74 62.0 9.3 113.9 123.5 92.0 901 2 -19 -97 63.0 10.7 114.4 123.5 93.0 902 2 -19 -97 64.0 10.3 114.7 123.5 93.0 903 2 -19 -97 64.0 10.1 113.6 123.5 92.0 904 2 -20 -97 Lot 75 63.0 14.1 113.7 123.5 92.0 905 2 -20 -97 64.0 11.7 115.2 123.5 93.0 906 2 -20 -97 65.0 12.8 112.2 123.5 91.0 907 2 -20 -97 Lot 76 63.0 8.5 118.0 123.5 96.0 908 2 -20 -97 64.0 8.7 117.2 123.5 95.0 909 2 -20 -97 of 65.0 8.4 117.8. 123.5 95.0 910 2 -20 -97 Lot 78 63.0 9.6 115.7 123.5 94.0 911 2 -20 -97 63.0 8.3 116.2 123.5 94.0 912 2 -20 -97 63.0 10.0 115.7 123.5 94.0 913 2 -20 -97 'Lot 79 62.0 8.9 119.2 123.5 97.0 914 2 -20 -97 62.0 10.5 118.7 123.5 96.0 Slodden Engineering File: 422-6138 (Add) April 10, 1997 Page 34 Test No. Date Loc. Elev. Moist Cont Percent Fld Dry lien Max Dry lien Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 915 2 -20 -97 Lot 79 62.0 10.4 120.0 123.5 97.0 916 2 -20 -97 Lot 55 41.0 12.3 113.7 123.5 92.0 917 2 -20 -97 it 42.0 10.1 115.6 123.5 94.0 918 2 -20 -97 43.0 11.1 112.9 123.5 91.0 919 2 -20 -97 Lot 56 41.0 10.7 114.2 123.5 92.0 920 2 -20 -97 42.0 9.8 112.9 123.5 91.0 921 2 -20 -97 if 43.0 8.3 112.9 123.5 91.0 922 2 -20 -97 Lot 58 42.0 11.6 113.6 123.5 92.0 923 2 -20 -97 43.0 9.4 117.6 123.5 95.0 924 2 -20 -97 44.0 8.9 117.1 123.5 95.0 925 2 -20 -97 Lot 59 43.0 9.6 115.0 123.5 93.0 926 2 -20 -97 if 44.0 8.0 118.2 123.5 96.0 927 2 -20 -97 45-.0 9.5 116.7 123.5 94.0 928 2 -20 -97 Lot 60 44.0 10.0 117.2 123.5 95.0 929 2 -20 -97 45.0 12.2 115.1 123.5 93.0 930 2 -20 -97 46.0 8.7 112.9 123.5 91.0 931 2 -20 -97 Lot 61 45.0 9.1 117.6 123.5 95.0 932 2 -20 -97 to 46.0 9.5 115.2 123.5 93.0 933 2 -20 -97 47.0 10.5 114.5 123.5 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 35 Test No Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs/Cu Ft Maximum 934 2 -20 -97 Lot 62 46.0 8.1 119.0 123.5 96.0 935 2 -20 -97 47.0 8.7 118.3 123.5 96.0 936 2 -20 -97 48.0 9.6 115.4 123.5 93.0 937 2 -20 -97 Lot 209 129.0 6.5 120.2 127.8 94.0 938 2 -20 -97 it 129.0 6.7 123.7 127.8 97.0 939 2 -20 -97 to 129.0 6.4 121.4 127.8 95.0 940 2 -25 -97 Lot 94 77.0 8.2 120.7 127.8 94.0 941 2-25-97 of 77.0 6.8 119.0 127.8 93.0 942 2 -25 -97 to 77.0 7.2 122.7 127.8 96.0 943 2 -25 -97 Lot 177 81.0 7.6 124.5 127.8 97.0 944 2 -25 -97 81.0 7.1 123.9 127.8 97.0 945 2 -25 -97 81.0 8.6 124.9 127.8 98.0 946 2 -25 -97 Lot 178 85.0 9.5 125.0 127.8 98.0 947 2 -25 -97 85.0 7.2 122.6 127.8 96.0 948 2 -25 -97 85.0 8.0 121.6 127.8 95.0 949 2 -25 -97 Lot 179 88.0 7.8 119.2 127.8 93.0 950 2 -25 -97 of 88.0 8.6 122.6 127.8 96.0 951 2 -25 -97 of 88.0 8.5 117.8 127.8 92.0 952 2 -25 -97 Lot 180 91.0 7.2 123.6 127.8 91.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 36 Test No Date Loc Elev Moist Cont Percent Fld Dry Den Max Dry Den Lb-,;/Cu Ft Lbs /Cu Ft Percent Maximum 953 2 -25 -97 Lot 180 91.0 7.7 123.1 127.8 96.0 954 2 -25 -97 91.0 8.2 125.2 127.8 91.0 955 2 -25 -97 Lot 7 34.0 15.6 103.6 110.0 94.0 956 2 -25 -97 fe 35.0 13.8 101.0 110.0 92.0 957 2 -25 -97 Lot 9 33.0 15.1 103.5 110.0 94.0 958 2 -25 -97 34.0 16.9 105.9 110.0 96.0 959 2 -25 -97 Lot 11 33.0 16.3 102.5 110.0 93.0 960 2 -25 -97 of 34.0 17.4 100.4 110.0 91.0 961 2 -25 -97 Lot 18 31.0 17.9 99.4 110.0 90.0 962 2 -25 -97 32.0 14.7 100.7 110.0 92.0 963 2 -26 -97 Lot 17 31.0 14.2 103.0 110.0 94.0 964 2 -26 -97 32.0 14.8 103.6 110.0 94.0 965 2 -26 -97 Lot 16 31.0 14.3 101.5 110.0 92.0 966 2 -26 -97 32.0 15.9 103.3 110.0 94.0 967 2 -26 -97 Lot 14 32.0 17.3 99.3 110.0 90.0 968 2 -26 -97 33.0 15.2 100.2 110.0 91.0 969 2 -26 -97 34.0 13.8 102.8 110.0 93.0 970 2 -26 -97 Lot 8 34.0 17.5 100.7 110.0 92.0 971 2 -26 -97 35.0 12.4 100.6 110.0 91.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 37 Test Moist Cont Fld Dry Den Max Dry Den Percent 972 2 -26 -97 Lot 8 36.0 13.8 100.5 110.0 91.0 973 2 -26 -97 Lot 10 34.0 13.6 102.6 110.0 93.0 974 2 -26 -97 35.0 11.7 103.8 110.0 94.0 975 2 -26 -97 36.0 14.8 101.7 110.0 92.0 976 2 -27 -97 Lot 137 62.0 8.6 116.5 127.8 91.0 977 2 -27 -97 of 62.0 9.1 119.2 127.8 93.0 978 2 -27 -97 If 62.0 9.6 118.6 127.8 93.0 979 2 -27 -97 Lot 117 59.0 8.3 120.2 127.8 94.0 980 2 -27 -97 of 59.0 11.3 119.5 127.8 94.0 981 2 -27 -97 to 59.0 8.9 117.6 127.8 92.0 982 2 -27 -97 Lot 118 58.0 9.0 117.9 127.8 92.0 983 2 -27 -97 of 58.0 9.7 121.2 127.8 95.0 984 2 -27 -97 58.0 8.5 118.2 127.8 92.0 985 3 -03 -97 Lot 2 36.0 14.2 101.6 110.0 92.0 986 3 -03 -97 37.0 14.6 106.7 110.0 97.0 987 3 -03 -97 38.0 10.8 106.0 110.0 96.0 988 3 -03 -97 Lot 4 35.0 11.0 103.9 110.0 94.0 989 3 -03 -97 36.0 12.4 104.2 110.0 95.0 990 3 -03 -97 37.0 13.4 102.6 110.0 93.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 38 Test No Date Loc Elev . Moist Cont Percent' Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 991 3 -03 -97 Lot 6 36.0 12.7 105.1 110.0 96.0 992 3 -03 -97 37.0 13.3 105.9 110.0 96.0 993 3 -03 -97 38.0 10.5 104.2 110.0 95.0 994 3 -04 -97 Lot 1 36.0 6.4 107.7 110.0 98.0 995 3 -04 -97 37.0 8.9 105.4 110.0 96.0 996 3 -04 -97 38.0 10.8 103.4 110.0 94.0 997 3 -04 -97 Lot 13 35.0 14.6 106.5 110.0 97.0 998 3 -04 -97 36.0 14.3 101.6 110.0 92.0 999 3 -04 -97 37.0 11.8 108.3 110.0 98.0 1000 3 -04 -97 Lot 15 34.0 16.3 104.8 110.0 95.0 1001 3 -04 -97 35.0 17.6 107.8 110.0 98.0 1002 3 -04 -97 36.0 15.6 108.5 110.0 99.0 1003 3 -04 -97 Lot 49 53.0 8.4 122.6 127.8 96.0 1004 3 -04 -97 53.0 7.7 124.3 127.8 97.0 1005 3 -04 -97 Lot 48 53.0 8.1 121.7 127.8 95.0 1006 3 -04 -97 of 53.0 7.7 121.4 127.8 95.0 1007 3 -05 -97 Lot 1 39.0 12.4 104.7 110.0 95.0 1008 3 -05 -97 40.0 13.2 108.2 110.0 98.0 1009 3 -05 -97 Lot 2 41.0 10.0 107.7 110.0 98.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 39 Test No Date Loc Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lb-,/Cu Ft Lbs /Cu Ft Maximum 1010 3 -05 -97 Lot 3 39.0 11.5 107.0 110.0 97.0 1011 3- 05 -97, it 40.0 11.3 105.2 110.0 96.0 1012 3 -05 -97 41.0 12.8 106.7 110.0 97.0 1013 3 -05 -97 Lot 5 40.0 13.5 103.9 110.0 94.0 1014 3 -05 -97 41.0 12.5 103.5 110.0 94.0 1015 3 -05 -97 42.0 11.4 105.6 110.0 96.0 1016 3 -05 -97 Lot 12 36.0 14.1 102.9 110.0 94.0 1017 3 -05 -97 of 37.0 13.3 103.8 110.0 94.0 1018 3 -05 -97 it 38.0 13.1 103.5 110.0 94.0 1019 3 -05 -97 Lot 11 37.0 10.9 105.1 110.0 96.0 1020 3 -05 -97 of 38.0 12.3 104.5 110.0 95.0 1021 3 -05 -97 of 39.0 11.2 104.9 110.0 95.0 1022 3 -05 -97 Lot 9 38.0 11.5 105.6 110.0 96.0 1023 3 -05 -97 39.0 12.5 108.5 110.0 99.0 1024 3 -05 -97 40.0 11.5 107.2 110.0 97.0 1025 3 -05 -97 Lot 7 39.0 10.6 107.1 110.0 97.0 1026 3 -05 -97 40.0 11.9 106.5 110.0 97.0 1027 3 -05 -97 41.0 11.5 103.1 110.0 94.0 1028 3 -05 -97 Lot 22 30.0 14.7 101.9 110.0 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 40 Test Moist Cont Fld Dry Den Max Dry Den Percent 1029 3 -05 -97 Lot 22 31.0 14.3 105.1 110.0 96.0 1030 3 -05 -97 if 32.0 13.2 107.0 110.0 97.0 1031 3 -05 -97 Lot 24 29.0 12.7 105.9 110.0 96.0 1032 3 -05 -97 if 30.0 13.6 105.8 110.0 96.0 1033 3 -05 -97 of 31.0 10.9 107.6 110.0 98.0 1034 3 -06 -97 Lot 8 39.0 11.4 109.1 110.0 99.0 1035 3 -06 -97 of 40.0 10.7 107.6 110.0 98.0 1036 3- 06 -97, 41.0 10.7 106.9 110.0 97.0 1037 3 -06 -97 Lot 9 38.0 11.9 107.1 110.0 97.0 1038 3 -06 -97 it 39.0 , 11.1 108.7 110.0 99.0 1039 3 -06 -97 it 40.0 14.1 103.2 110.0 94.0 1040 3 -06 -97 Lot 10 38.0 14.4 105.6 110.0 96.0 1041 3 -06 -97 it 39.0 12.8 106.2 110.0 97.0 1042 3 -06 -97 of 40.0 10.5 105.1 110.0 96.0 1043 3 -06 -97 Lot 23 31.0 11.4 108.5 110.0 99.0 1044 3 -06 -97 32.0 10.5 105.4 110.0 96.0 1045 3 -06 -97 33.0 12.6 107.2 110.0 97.0 1046 3 -06 -97 Lot 21 31.0 11.6 107.5 110.0 98.0 1047 3 -06 -97 32.0 11.7 106.1 110.0 96.0 Slodden Engineering 0 File: 422 -6138 (Add) April 10, 1997 Page 41 Test No. Date Loc. Elev. Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1048 3 -06 -97 Lot 21 33.0 10.5 104.9 1 10.0 95.0 1049 3 -06 -97 Lot 19 31.0 11.8 105.4 110.0. 96.0 1050 3 -06 -97 of 32.0 10.5 104.2 110.0 95.0 1051 3 -06 -97 Lot 19 32.0 10.5 104.2 110.0 95.0 1052 3 -06 -97 Lot 14 36.0 11.6 108.9 110.0 99.0 1053 3 -06 -97 of 37.0 11.3 108.0 110.0 98.0 1054 3 -06 -97 38.0 10.9 107.6 110.0 98.0 1055 3 -06 -97 Lot 16 35.0 9.6 106.9 110.0 97.0 1056 3 -06 -97 36.0 11.4 107.5 110.0 98.0 1057 3 -06 -97 37.0 12.3 105.1 110.0 96.0 1058 3 -06 -97 Lot 18 35.0 12.8 107.1 110.0 97.0 1059 3 -06 -97 if 36.0 14.5 103.9 110.0 94.0 1060 3 -06 -97 37.0 10.0 105.4 110.0 96.0 1061 3 -06 -97 Lot 26 30.0 13.3 101.9 110.0 93.0 1062 3 -06 -97 of 31.0 15.1 103.3 110.0 94.0 1063 3 -06 -97 of 32.0 11.5 106.5 110.0 97.0 1064 3 -06 -97 Lot 22 33.0 12.3 107.9 110.0 98.0 1065 3 -06 -97 34.0 9.9 104.2 110.0 95.0 1066 3 -06 -97 35.0 10.6 107.7 110.0 98.0 Slodden &VIneering v. File: 422 -613 8 (Add) April 10, 1997 Page 42 Test No Date Loc. Elev . Moist Cont Percent I, Id Dry lien Max Dry Ven Lbs /Cu Ft Lbs /Cu Ft Maximum Percent 1067 3 -06 -97 Lot 20 32.0 11.7 107.1 110.0 97.0 1068 3 -06 -97 33.0 12.3 105.6 110.0 96.0 1069 3 -06 -97 34.0 12.2 105.6 110.0 96.0 1070 3 -10 -97 Lot 19 34.0 11.4 109.1 110.0 99.0 1071 3 -10 -97 35.0 11.9 107.6 110.0 98.0 1072 3 -10 -97 36.0 11.7 107.1 110.0 97.0 1073 3 -10 -97 Lot 21 34.0 14.3 101.2 110.0 92.0 1074 3 -10 -97 of 35.0 12.8 105.7 110.0 96.0 1075 3 -10 -97 of 36.0 12.4 105.1 110.0 96.0 1076 3 -10 -97 Lot 23 34.0 10.6 102.0 110.0 93.0 1077 3 -10 -97 35.0 11.3 104.9 110.0 95.0 1078 3 -10 -97 36.0 10.9 106.7 110.0 97.0 1079 3 -10 -97 Lot 24 34.0 14.3 .101.1 110.0 92.0 1080 3 -10 -97 35.0 10.6 107.6 110.0 98.0 1081 3 -10 -97 36.0 10.0 104.5 110.0 95.0 1082 3 -10 -97 Lot 21 35.0 10.8 104.3 110.0 95.0 1083 3 -10 -97 of 36.0 12.0 102.9 110.0 94.0 1084 3 -10 -97 of 37.0 10.8 102.7 110.0 93.0 1085 3 -10 -97 Lot 25 33.0 12.3 105.6 110.0 96.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 43 Test No. Date Loc. Elev. Moist-Cont Percent Fld Dry Den Max Dry Den Lbs /Cu Ft Lbs /Cu Ft Percent Maximum 1086 3 -10 -97 Lot 25 34.0 1087 3 -10 -97 ". 35.0 12.9 13.6 104.3 110.0 107.6 110.0 95.0 98.0 1088 3 -11 -97 Lot 42 36.0 10.4 109.3 110.0 94.0 1089 3 -11 -97 37.0 12.3 113.2 116.2 94.0 1090 3 -11 -97 38.0 11.5 107.2 116.2 92.0 1091 3 -11 -97 Lot 41 37.0 13.2 109.6 116.2 94.0 1092 3 -11 -97 it 38.0 13.5 109.0 116.2 94.0 1093.3 -11 -97 39.0 15.0 111.3 116.2 96.0 1094 3 -11 -97 Lot 40 38.0 13.5 112.1 116.2 96.0 1095 3 -11 -97 39.0 12.5 110.3 116.2 95.0 1096 3-11-97 40.0 12.1 109.8 116.2 94.0 1097 3 -11 -97 Lot 37 39.0 14.2 107.9 116.2 93.0 1098 3 -11 -97 40.0 13.4 110.2 116.2 92.0 1099 3 -11 -97 41.0 1.4.3 106.9 116.2 92.0 1100 3 -11 -97 Lot 38 39.0 12.2 109.2 116.2 94.0 1101 3 -11 -97 to 40.0 13.1 110.0 116.2 95.0 1102 3-11-97 it 41.0 12.6 107.1 116.2 92.0 1103 3 -11 -97 Lot 39 38.0 9.6 107.5 116.2 93.0 1104 3 -11 -97 of 39.0 11.1 107.5 116.2 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 ,Page 44 Test Nn bate Loc Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent L.bs /Cu Ft Lbs /Cu Ft Maximum 1105 '3 -11 -97 Lot 39 40.0 13.3 106.9 116.2 92.0 1106 3 -11 -97 Lot 27 57.0 14.4 105.1 110.0 96.0 1107 3 -11 -97 58.0 15.3 103.6 110.0 94.0 1108 3 -11 -97 59.0 15.5 106.7 110.0 97.0 1109 3 -11 -97 Lot 28 59.0, 163 108.5 110.0 99.0 1110 3 -11 -97 to 60.0 16.2 103.2 110.0 94.0 1111 3 -11 -97 to 61.0 13.7 104.9 110.0 94.0 1112 3 -11 -97 Lot 30 57.0- 13.4 101.9 110.0 93.0 1113.3 -11 -97 58.0 16.9 103.3 110.0 94.0 1114 3 -11 -97 59.0 15.6 102.9 110.0 94.0 1115 3 -11 -97 Lot 29 54.0 15.3 105.6 110.0 96.0 1116 3 -11 -97 to 55.0 16.5 101.6 110.0 92.0 1117 3 -11 -97 to 56.0 16.3 105.0 110.0 95.0 1118 3 -11 -97 Lot 31 53.0 13.7 106.9 110.0 97.0 1119 3 -11 -97 If 54.0 15.7 103.1 110.0 94.0 1120 3 -11 -97 55.0 14.7 105.1 110.0 96.0 1121 3 -11 -97 Lot 36 47.0 14.9 107.1 110.0 97.0 1122 3 -11 -97 of 48.0 11.8. 106.3 110.0 97.0 1123 3 -11 -97 of 49.0 11.5 108.5 110.0 99.0 Siodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 45 Test Nn Date Loc. Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1124 3 -11 -97 Lot 28 61.0 13.8 105.2 110.0 96.0 1125 3 -11 -97 62.0 13.5 105.5 110.0 96.0 1126 3 -11 -97 Lot 1 42.0 10.6 105.2 110.0 96.0 1127 3 -11 -97 of 42.0 9.6 105.9 110.0 96.0 1128 3 -11 -97 Lot 2 42.0 12.0 102.9 110.0 94.0 1129 3 -11 -97 42.0 12.2 107.1 110.0 97.0 1130 3 -11 -97 Lot 3 42.0 11.5 104.2 110.0 95.0 1131 3 -11 -97 fl 42.0 12.9 104.5 110.0 95.0 1132 3 -11 -97 Lot 4 43.0 14.6 104.9 110.0 95.0 1133 3 -11 -97 it 43.0 11.0 103.7 110.0 94.0 1134 3 -11 -97 Lot 5 43.0 12.3 105.7 110.0 96.0 1135 3 -11 -97 of 43.0 12.2 104.2 110.0 95.0 1136 3 -12 -97 Lot 31 51.0 8.4 109.0 116.2 94.0 1137 3 -12 -97 52.0 9.7 106.3 116.2 91.0 1138 3 -12 -97 53.0 8.0 .106.8 116.2 92.0 1139 3 -12 -97 Lot 28 62.0 7.9 111.7 116.2 96.0 1140 3 -12 -97 63.0 9.9 107.2 116.2 92.0 1141 3 -12 -97 64.0 8.7 105.9 116.2 91.0 1142 3 -12 -97 Lot 29 58.0 8.2 105.0 116.2 90.0 Slodden EnglneerIN File: 422 -6138 (Add) April 10, 1997 Page 46 v 0 Test Nn Date Loc Flev. Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1143 3 -12 -97 Lot 29 59.0 9.1 108.5 116.2 93.0 1144 3 -12 -97 60.0 8.8 107.9 116.2 93.0 1145 3 -12 -97 Lot 28 63.0 10.1 108.7 116.2 94.0 1146 3 -12 -97 64.0 9.0 112.6 116.2 97.0 1147 3 -12 -97 65.0 11.4 112.0 116.2 96.0 1148 3 -12 -97 Lot 30 59.0 11.2 111.2 116.2 96.0 1149 3 -12 -97 60.0 8.9 107.9 116.2 93.0 1150 3 -12 -97 61.0 8.5 112.7 116.2 97.0 1151 3 -12 -97 Lot 29 61.0 10.8 110.6 116.2 95.0 1152 3 -12 -97 to 62.0 7.1 110.0 116.2 95.0 1153 3 -12 -97 63.0 8.8 108.7 116.2 94.0 1154 3 -12 -97 Lot 40 41.0 9.6 112.7 116.2 97.0 1155 3 -12 -97 42.0 10.7 109.2 116.2 94.0 1156 3 -12 -97 43.0 10.4 109.7 116.2 94.0 1157 3 -12 -97 Lot 41 39.0 10.3 111.7 116.2 96.0 1158 3 -12 -97 40.0 9.8 109.0 116.2 94.0 1159 3 -12 -97 41.0 8.6 112.0 116.2 96.0 1160 3 -12 -97 Lot 42 39.0 10.6 108.9 116.2 94.0 1161 3 -12 -97 to 40.0 10.4 109.2 116.2 94.0 Siodden Enginee(ing File: 422 -6138 (Add) April 10, 1997 Page 47 Nn Date Loc Elev . Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1162 3 -12 -97 Lot 42 41.0 10.9 109.9 116.2 94.0 1163 3 -12 -97 Lot 38 38.0 8.9 107.9 116.2 93.0 1164 3 -12 -97 44.0 9.7 106.9 116.2 92.0 1165 3 -12 -97 45.0 11.4 110.7 116.2 95.0 1166 3 -12 -97 Lot 39 41.0 11.2 111.7 116.2 96.0 1167 3 -12 -97 42.0 11.6 108.2 116.2 93.0 1168 3 -12 -97 430 8.4 106.5 116.2 92.0 1169 3 -12 -97 Lot 37 42.0 8.6 109.9 116.2 95.0 1170 3 -12 -97 43.0 10.5 109.2 116.2 94.0 1171 3 -12 -97 44.0 10.3 111.8 116.2 96.0 1172 3 -12 -97 Lot 6 43.0 14.2 105.7 116.2 91.0 1173 3 -12 -97 Lot 7 42.0 14.7 107.9 116.2 93.0 1174 3 -12 -97 42.0 13.8 104.8 116.2 90.0 1175 3 -12 -97 Lot 8 42.0 14.9 106.7 116.2 92.0 1176 3 -12 -97 Lot 9 41.0 12.9 104.2 116.2 90.0 1177 3 -12 -97 Lot 10 41.0 11.7 104.6 11.6.2 90.0 1178 3 -12 -97 41.0 12.7 108.9 116.2 94.0 1179 3 -12 -97 Lot 11 41.0 14.2 107.6 116.2 93.0 1180 3 -12 -97 Lot 12 40.0 14.0 107.5 116.2 93.0 Slodden Engineering File: 422 -6138 (Add) Apruil 10, 1997 Page 48 Test Moist Cont Fld Dry Den Max Dry Den Percent 1181 3 -13 -97 Lot 12 40.0 15.6 108.8 116.2 94.0 1182 3 -13 -97 Lot 13 40.0 12.8 107.6 116.2 93.0 1183 3 -13 -97 to 40.0 13.7 105.9 116.2 91.0 1184 3 -13 -97 Lot 14 39.0 14.0 105.9 116.2 91.0 1185 3 -13 -97 Lot 15 39.0 11.5 107.2 116.2 92.0 1186 3 -13 -97 of 39.0 15.3 109.9 116.2 95.0 1187 3 -13 -97 Lot 16 38.0 14.6 106.4 116.2 92.0 1188 -3 -13 -97 Lot 17 38.0 14.2 107.0 116.2 92.0 1189 3 -13 -97 of 38.0 13.5 106.3 116.2 91.0 1190 3 -13 -97 Lot 77 65.0 8.3 115.7 123.5 94.0 1191 3 -13 -97 65.0 9.6 113.9 123.5 92.0 1192 3 -13 -97 Lot 76 66.0 10.9 116.6 123.5 94.0 1193 3 -13 -97 Lot 75 66.0 10.5 116.9 123.5 95.0 1194 3 -13 -97 if 66.0 10.8 112.9 .123.5 91.0 1195 3 -13 -97 Lot 74 65.0 7.5 114.0 123.5 92.0 1196 3 -13 -97 Lot 73 63.0 8.2 116.7 123.5 94.0 1197 3 -13 -97 Lot 72 62.0 8.5 116.0 123.5 94.0 1198 3 -13 -97 62.0 9.0 115.2 123.5 93.0 1199 3 -13 -97 Lot 71 58.0 • 8.2 117.3 123.5 95.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 49 Test Moist Cont Fld Dry Den Max Dry Den Percent No. Date Loc. Elev. Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1200 3 -13 -97 Lot 70 55.0 8.7 116.9 123.5 95.0 1201 3 -13 -97 Lot 69 54.0 10.1 116.0 123.5 94.0 1202 3 -13 -97 Lot 68 53.0 9.5 118.5 123.5 96.0 1203 3 -13 -97 Lot 67 52.0 10.1 114.3 123.5 93.0 1204 3 -13 -97 Lot 66 51.0 7.4 114.9 123.5 93.0 1205 3 -13 -97 Lot 65 50.0 10.5 113.6 123.5 92.0 1206 3 -13 -97 Lot 64 50.0 8.6 116.2 123.5 94.0 1207 3 -13 -97 Lot 63 49.0 8.8 116.3 123.5 94.0 1208 3 -13 -97 Lot 62 49.0 8.6 114.6 123.5 93.0 1209 3 -13 -97 Lot 61 48.0 7.4 112.2 123.5 91.0 1210 3 -13 -97 Lot 60 47.0 7.1 113.0 123.5 91.0 1211 3 -13 -97 Lot 59 46.0 1.6 112.9 123.5 91.0 1212 3 -13 -97 Lot 58 45.0 8.6 115.9 123.5 94.0 1213 3 -13 -97 Lot 57 45.0 8.1 114.2 123.5 92.0 1214 3 -13 -97 Lot 56 44.0 8.8 118.2 123.5 96.0 1215 3 -13 -97 Lot 55 44.0 8.2 115.9 123.5 94.0 1216 3 -17 -97 Lot 95 71.0 7.0 121.3 127.8 95.0 1217 3 -17 -97 to 71.0 7.6 118.7 127.8 93.0 1218 3 -17 -97 of 71.0 7.6 118.5 127.8 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 50 F� Test No Date Loc Flev Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs/Cu Ft Lbs /Cu Ft Maximum 1219 3 -17 -97 Lot 96 74.0 8.2 123.9 127.8 96.0 1220 3 -17 -97 74.0 8.0 119.2 127.8 93.0 1221 3 -17 -97 74.0 8.5 120.2 127.8 94.0 1222 3 -17 -97 Lot 97 76.0 7.0 120.7 127.8 94.0 1223 3 -17 -97 76.0 7.3 124.0 127.8 97.0 1224 3 -17 -97 76.0 7.1 120.9 127.8 97.0 1225 3 -17 -97 Lot 98 78.0 7.6 119.7 127.8 94.0 1226 3 -17 -97 to 78.0 7.1 119.5 127.8 94.0 1227 3 -17 -97 Lot 174 80.0 7.0 120.9 127.8 95.0 1228 3 -17 -97 80.0 .7.7 124.7 127.8 98.0 1229 3 -17 -97 80.0 6.1 122.6 127.8 96.0 1230 3 -17 -97 Lot 175 77.0 7.0 120.0 127.8 94.0 1231 3 -17 -97 of 77.0 7.1 123.1 127.8 96.0 1232 3 -17 -97 of 77.0 7.2 123.9 127.8 97.0 1233 3 -17 -97 Lot 176 74.0 7.9 121.9 127.8 95.0 1234 3 -17 -97 of 74.0 7.3 122.6 127.8 96.0 1235 3 -17 -97 74.0 7.1 120.3 127.8 94.0 1236 3 -17 -97 Lot 136 61.0 8.5. 124.2 127.8 97.0 1237 3 -17 -97 to 61.0 9.1 123.9 127.8 97.0 Slodden Engineering File: 422 =6138 (Add) April 10, 1997 Page 51 Test No. Date Loc. Elev. Moist Cont Fld Dry Den Max Dry Den Percent Percent Lbs /CuFt Lbs /Cu Ft Maximum 1238 3-17-97 Lot 140 68.0 7.9 120.6 127.8 94.0 1239 3 -17 -97 of 68.0 8.5 122.7 127.8 96.0 1240 3 -18 -97 Lot 244 31.1 .16.6 101.2 110.0 92.0 1241 3 -18 -97 32.1 17.0 105.9 110.0 96.0 1242 3 -18 -97 33.1 16.8 105.9 110.0 96.0 1243 3 -18 -97 33.1 16.4 104.3 110.0 95.0 1244 3 -18 -97 32.1 14.3 104.9 110.0 95.0 1245 3 -18 -97 33.1 15.0 104.8 110.0 95.0 1246 3 -18 -97 31.1 14.2 105.7 110.0 96.0 1247 3 -18 -97 32.1 15.1 103.2 110.0 94.0 1248 3 -18 -97 33.1 13.8 103.5 110.0 94.0 1249 3 -26 -97 Lot 120 53.0 8.2 119.6 127.8 94.0 1250 3 -26 -7 to 54.0 7.8 121.3 127.8 95.0 1251 3 -26 -97 of 55.0 7.8 117.9 127.8 92.0 1252 3 -26 -97 Lot 133 57.0 9.1 119.2 127.8 93.0 1253 3 -26 -97 of 57.0 8.3 119.0 127.8 93.0 1254 3 -26 -97 Lot 132 56.0 7.7 123.6 127.8 97.0 1255 3 -26 -97 56.0 7.6 123.5 127.8 97.0 1256 3 -26 -97 56.0 7.7 125.2 127.8 98.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 52 Test Moist Cont Fld Dry Den Max Dry.Den Percent 1257 3 -26 -97 Lot 131 55.0 7.7 125.0 127.8 98.0 1258 3 -26 -97 55.0 7.1 123.6 127.8 97.0 1259 3 -26 -97 55.0 6.7 123.1 127.8 96.0 1260 3 -26 -97 Lot 130 54.0 7.0 124.7 127.8 98.0 1261 3 -26 -97 54.0 7.3 120.6 127.8 94.0 1262 3 -26 -97 54.0 6.4 120.7 127.8 94.0 1263 3 -26 -97 Lot 129 53.0 7.0 121.9 127.8 95.0 1264 3 -26 -97 53.0 6.9 123.6 127.8 97.0 1265 3 -26 -97 53.0 7.4 123.0 127.8 96.0 1266 3 -26 -97 Lot 128 52.0 6.7 123.9 127.8 97.0 1267 3 -26 -97 to 52.0 7.0 120.7 127.8 94.0 1268 3 -26 -97 52.0 6.6 123.7 127.8 97.0 1269 3 -26 -97 Lot 127 52.0 7.5 120.0 127.8 94.0 1270 3 -26 -97 of 52.0 7.9 119.5 127.8 94.0 1271 3 -26 -97 52.0 6.3 119.1 127.8 93.0 1272 3 -26 -97 Lot 126 52.0 6.4 123.2 .127.8 96.0 1273 3 -26 -97 52.0 7.3 125.0 127.8 98.0 1274 3 -26 -97 52.0 7.6. 125.1 127.8 98.0 1275 3 -26 -97 Lot 125 52.0 7.3 124.6 127.8 97.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 53 Test No. Date L.oc. Flev, Moist Cont Percent k1d Dry lien Max Dry lien Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1276 3 -26 -97 Lot 125 52.0 6.7 124.0 127.8 97.0 1277 3 -26 -97 of 52.0 7.0 125.5 127.8 98.0 1278 3 -26 -97 Lot 124 52.0 7.0 123.6 127.8 97.0 1279 3 -26 -97 52.0 6.7 122.9 127.8 96.0 1280 3 -26 -97 52.0 7.4 119.9 127.8 94.0 1281 3 -26 -97 Lot 123 54.0 7.3 119.5 127.8 93.0 1282 3 -26 -97 54.0 7.9 121.6 127.8 95.0 1283 3 -26 -97 54.0 7.0 121.9 127.8 95.0 1284 3 -26 -97 Lot 122 55.0 7.1 125.4 127.8 98.0 1285 3 -26 -97 55.0 6.2 125.0 127.8 98.0 1286 3 -26 -97 55.0 6.2 121.6 127.8 95.0 1287 3 -26 -97 Lot 121 56.0 6.7 121.0 127.8 95.0 1288 3 -26 -97 56.0 7.0 124.6 127.8 97.0 1289 3 -26 -97 56.0 6.8 124.2 127.8 97.0 1290 3 -26 -97 Lot 120 56.0 7.6 123.2 127.8 96.0 1291 3 -26 -97 of 56.0 7.1 123.1 127.8 96.0 1292 3 -26 -97 it 56.0 7.9 124.7 127.8 98.0 1293 3 -27 -97 Lot 18 38.0 13.8 104.7 110.0 95.0 1294 3 -27 -97 Lot 19 37.0 13.2 108.5 110.0 99.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 54 Test No. Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum Date Loc. Elev. Moist Cont Percent 1295 3 -27 -97 Lot 20 37.0 12.3 109.0 110.0 99.0 1296 3 -27 -97 Lot 21 38.0 12.6 .106.3 110.0 97.0 •1297 3 -27 -97 Lot 22 38.0 12.8 106.0 110.0 96.0 1298 3 -27 -97 Lot 23 38.0 9.7 107.2 110.0 97.0 1299 3 -27 -97 Lot 24 37.0 9.9 103.0 110.0 94.0 1300 3 -27 -97 Lot 25 36.0 11.1 103.9 110.0 94.0 1301 3 -27 -97 Lot 26 36.0 12.6 105.6 110.0 94.0 1302 3 -27 -97 Lot 244 35.1 11.7 107.1 110.0 97.0 1303 3 -27 -97 It 35.1 11.4 105.9 110.0 96.0 1304 3 -27 -97 35.1 9.9 105.5 110.0 96.0 1305 3 -27 -97 Lot 53 49.0 9.1 120.0 123.5 97.0 1306 3 -27 -97 49.0 10.4 119.5 123.5 97.0 1307 3 -27 -97 Lot 52 50.0 8.7 115.6 123.5 94.0 1308 3 -27 -97 it 50.0 7.8 116.6 123.5 94.0 1309 3 -27 -97 Lot 51 51.0 8.2 117.9 123.5 95.0 1310 3 -27 -97 it 51.0 8.0 120.1 123.5 97.0 1311 3 -27 -97 Lot 50 52.0 9.6 119.0 123.5 96.0 1312 3 -27 -97 of 52.0 9.3 114.9 .123.5 93.0 1313 3 -27 -97 Lot 47 53.0 9.6 116.5 123.5 94.0 Slodden Engineering P File: 422 -613 8 (Add) April 10, 1997 Page 55 Test Nn Date Loc. Elev . Moist Cont Percent Fld Dry lien Max Dry lien Percent Lbs /Cu Ft Lbs/Cu Ft Maximum 1314 3 -27 -97 Lot 47 53.0 9.1 118.9 123.5 96.0 1315 3 -27 -97 Lot 46 51.0 8.6 121.6 123.5 98.0 1316 3 -27 -97 51.0 10.4 119.2 123.5 97.0 1317 3 -27 -97 Lot 45 50.0 10.3 118.9 123.5 96.0 1318 3 -27 -97 of 50.0 8.5 120.2 123.5 97.0 1319 3 -27 -97 Lot 44 49.0 8.9 114.9 123.5 93.0 1320 3 -27 -97 49.0 9.1 116.7 123.5 94.0 1321 3 -31 -97 Lot 37 46.0 13.2 108.7 116.2 94.0 1322 3 -31 -97 of 46.0 12.6 110.2 116.2 95.0 1323 3 -31 -97 Lot 38 46.0 11.7 108.0 116.2 93.0 1324 3 -31 -97 46.0 11.5 108.2 116.2 93.0 1325 3 -31 -97 Lot 39 44.0 11.6 111.6 116.2 96.0 1326 3 -31 -97 if 44.0 10.4 111.0 116.2 96.0 1327 3 -3 -97 Lot 40 44.0 9.8 112.9 116.2 96.0 1328 3 -31 -97 44.0 10.5 111.6 116.2 96.0 1329 3 -31 -97 Lot 41 42.0 9.6 110.9 116.2 95.0 1330 3 -31 -97 It 42.0 10.5 108.5 116.2 93.0 1331 3 -31 -97 it 42.0 11.3 107.6 116.2 93.0 1332 3 -31 -97 Lot 42 42.0 11.1 109.7 116.2 94.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 56 Test Moist Cont Fld Dry Den Max Dry Den Percent 1333 3 -31 -97 Lot 42 42.0 9.8 109.2 116.2 94.0 1334 3 -31 -97 42.0 11.4 110.6 116.2 95.0 1335 3 -31 -97 Lot 27 57.0 10.5 110.0 116.2 95.0 1336 3 -31 -97 It 57.0 9.2 109.2 116.2 94.0 1337 3 -31 -97 it 57.0 8.9 111.2 116.2 96.0 1338 4 -01 -97 Lot 28 66.0 10.5 110.3 116.2 95.0 1339 4 -01 -97 of 67.0 11.0 108.6 116.2 93.0 1340 4 -01 -97 Lot 29 64.0 9.7 107.1 116.2 92.0 1341 4 -01 -97 to . 65.0 11.5 111.1 116.2 96.0 1342 4 -01 -97 it 66.0 9.8 109.7 116.2 94.0 1343 4 -01 -97 Lot 30 63.0 10.5 111.7 116.2 96.0 1344 4 -01 -97 of 64.0 11.0 110.5 116.2 95.0 1345 4 -01 -97 it 64.0 11.3 109.9 116.2 95.0 1346 4 -01 -97 Lot 31 55.0 10.6 108.7 116.2 94.0 1347 4 -01 -97 56.0 10.7 108.5 116.2 93.0 1348 4 -01 -97 57.0 9.2 110.0 116.2 96.0 1349 4 -01 -97 Lot 28 66.0 9.7 107.9 116.2 93.0 1350 4 -01 -97 67.0 11.0 110.0 116.2 95.0 1351 4 -01 -97 Lot 36 57.0 9.2 114.7 123.5 93.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 57 . 1 G.JL No Date Loc. Flev IVIUIJL vvu6 Percent 1 au i 1.7 ---- Lbs /Cu Ft -- --j ---- - va vvaa Lbs /Cu Ft Maximum 1352 4 -01 -97 Lot'36 57.0 9.8 113.5 123.5 92.0 1353 4 -01 -97 Lot 35 56.0 7.4 115.7 123.5 94.0 1354 4 -01 -97 of 56.0 8.6 115.3 123.5 93.0 1355 4 -01 -97 of 56.0 8.2 116.2 123.5 94.0 1356 4 -01 -97 Lot 34 55.0 9.6 115.0 123.5 94.0 1357 4 -01 -97 55.0 9.4 116.1 123.5 94.0 1358 4 -01 -97 55.0 8.1 116.3 123.5 92.0 1359 4 -01 -97 Lot 33 54.0 8.0 113.9 123.5 92.0 1360 4 -01 -97 54.0 10.0 118.4 123.5 96.0 1361 4 -01 -97 54.0 13.6 116.9 123.5 95.0 1362 4 -01 -97 Lot 32 52.0 11.2 117.0 123.5 95.0 1363 4 -01 -97 52.0 11.8 117.0 123.5 95.0 1364 4 -01 -97 52.0 10.0 114.5 123.5 93.0 1365 4 -01 -97 Lot 43 41.0 11.3 112.0 120.0 93.0 1366 4 -01 -97 42.0 8.2 115.2 120.0 96.0 1367 4 -01 -97 43.0 8.2 115.0 120.0 96.0 1368 4 -01 -97 Lot 54 41.0 8.5 113.6 120.0 95.0 1369 4 -01 -97 42.0 10.7 112.1 120.0 93.0 1370 4 -01 -97 43.0 7.5 112.9 120.0 94.0 Slodden Engineering File: 422 -613 8 (Add) April 10, 1997 Page 58 Test Nn Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1371 4 -01 -97 Lot 242 N 38.0 9.5 114.5 120.0 95.0 1372 4 -01 -97 " 39.0 10.1 113.6 120.0 95.0 1373 4 -02 -97 Lot 43 43.0 8.6 110.9 120.0 92.0 1374 4 -02 -97 44.0 13.3 115.5 120.0 96.0 1375 4 -02 -97 45.0 12.4 118.0 120.0 98.0 1376 4 -02 -97 Lot 242 S 38.0 12.6 112.9 120.0 94.0 1377 4 -02 -97 39.0 13.3 115.3 120.0 96.0 1378 4 -02 -97 40.0 12.5 118.4 120.0 99.0 1379 4 -02 -97 39.0 12.5 118.0 120.0 98.0 1380 4 -02 -97 40.0 1.1.3 118.9 120.0 99.0 1381 4 -02 -97 Lot 54 44.0 13.0 113.9 120.0 95.0 1382 4 -02 -97 45.0 12.3 108.6 120.0 91.0 1383 4 -02 -97 46.0. 8.8 108.0 120.0 90.0 1384 4 -02 -97 Lot 243 N 41.0 9.9 108.4 120.0 90.0 1385 4 -02 -97 it 42.0 11.3 108.2 120.0 90.0 1386 4 -02 -97 43.0 12.1 109.0 120.0 91.0. 1387 4 -02 -97 41.0. 9.0 110.6 120.0 92.0 1388 4 -02 -97 42.0 6.7 113.2 120.0 .94.0 1389 4 -02 -97 Lot 54 44.0 13.9 118.7 120.0 99.0 Slodden Engineering File: 422 -6138 (Add) April 10, 1997 Page 59 Test No Date Loc. Elev. Moist Cont Percent Fld Dry Den Max Dry Den Lbs /Cu Ft Lbs /Cu Ft Percent Maximum 1390 4 -02 -97 Lot 54 45.0 13.8 109.7 120.0 91.0 1391 4 -02 -97 46.0 12.6 109.0 120.0 91.0 1392 4 -02 -97 Lot 43 44.0 7.9 110.0 120.0 93.0 1393 4 -02 -97 if 45.0 9.8 112.7 120.0 94.0 1394 4 -02 -97 46.0 11.6 109.5 120.0 91.0 1395 4 -02 -97 Lot 242 S 41.0 7.7 110.8 120.0 92.0 1396 4 -02 -97 of 42.0 7.2 110.9 120.0 92.0 1397 4 -02 -97 41.0 7.9 109.8 120.0 92.0 1398 4 -02 -97 42.0 7.7 114.2 120.0 95.0 1399 4 -02 -97 Lot 242 N 43.0 8.7 116.9 120.0 97.0 1400 4 -02 -97 11 43.0 7.4 115.2 120.0 96.0 1401 4 -02 -97 of 44.0 11.2 114.1 120.0 95.0 1402 4 -02 -97 Lot 242 S 41.0 12.2 111.3 120.0 93.0 1403 4 -02 -97 it 42.0 9.7 113.0 120.0 94.0 1404 4 -02 -97 It 43.0 8.5 112.1 120.0 93.0 1405 4 -02 -97 of 41.0 6.6 109.1 120.0 91.0 1406 4 -02 -97 of 42.0 7.0 108.0 120.0 90.0 1407 4 -02 -97 It 43.0 11.2 112.3 120.0 94.0 1408 4 -02 -97 of 41.0 11.5 115.3 120.0 96.0 Sicdden Engineering I N 4. File: 422 -6138 (Add) April 10, .1997 Page 60 Test No Date Loc Elev . Moist Cont Percent Fld Dry Den Max Dry Den Percent Lbs /Cu Ft Lbs /Cu Ft Maximum 1409 4 -02 -97 2425 42.0 10.8 115.1 120.0 96.0 1410 4 -03 -97 Lot 28 68.0 8.4 109.2 116.2 94.0 1411 4 -03 -97 68.0 8.5 111.6 116.2 96.0 1412 4 -03 -97 Lot 29 67.0 9.6 110.0 116.2 95.0 1413 4 -03 -97 of 66.0 9.1 113.0 116.2 97.0 1414 4 -03 -97 Lot 30 66.0 8.3 111.7 116.2 96.0 1415 4 -03 -97 66.0 10.5 109.2 116.2 94.0 1416 4 -03 -97 Lot 31 58.0 10.4 107.9 116.2 93.0 1417 4 -03 -97 58.0 9.2 109.5 116.2 94.0 Slodden Engineering Outlet C= P3 CB2 Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\haestad)stmc\256p05.stm KEITH COMPANIES StormCAD v1.0 09/09/98 12:25:57 PM Haestad Methods,, Inc. 37 Brookskie Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- Discharge: 23.00 cfs at node CB1 Discharge: 46.00 cfs at node CB2 Discharge: 282.00 cfs at node I -4 Discharge: 282.00 cfs at node GB -Discharge: 328.00 cfs at node J -1 Jischarge: 328.00 cfs at node Outlet Beginning iteration 1 Discharge: 23.00 cfs at node CB1 Discharge: 46.00 cfs at node CB2 Discharge: 282.00 cfs at node I -4 Discharge: 282.00 cfs at node GB Discharge: 328.00 cfs at node J -1 Discharge: 328.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: Outlet Incoming Pipe(s) capacity exceeded. Tailwater set to crown (not normal depth) for these pipe(s). Information: J -1 Known flow propagated from upstream junctions. Information: P5 Surcharged condition Information: P1B Surcharged condition Information: CB2 Known flow propagated from upstream junctions. Information: P3 Surcharged condition Information: GB Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label Length I Size Discharge Upstream I Downstream P3 36.00 24 inch 23.00 138.05 137.68 P5 160.38 30 inch 46.00 136.86 134.84 P2 308.50 66 inch 328.00 133.06 130.12 PIA 241.03 66 inch 282.00 144.65 135.02 PIB 24.92 66 inch 282.00 135.02 134.84 ----- - - - - -- Elevations --------------- - Label I Discharge Ground- Upstream HGL I Downstream HGL I CB2 46.00 145.00 137.68 136.86 CB1 23.00 145.00 138.55 138.05 J -1 328.00 138.50 134.84 133.06 Outlet 328.00 136.00 130.12 130.12 I -4 282.00 150.00 148.69 144.65 GS 282.00 149.00 135.02 135.02 Elapsed: 0 minute(s) 0 second(s) Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:%haestadlstmc1256p05.stm KEITH COMPANIES StorrnCAD v1.0 09/09/98 12:38:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe PIA Section Material: Concrete Section Shape: Circular Section Size: 66 inch Number Sections: 1 Description Invert Description Crown Discharge .282.00 cis Capacity 769.88 cis Mannings Coefficient 0.013 Hydraulic Drop 9.63 ft Length ' 241.03 ft Energy Slope 0.042055 ftM Constructed Slope 0.052566 ft/ft Upstream. Velocity 13.16 fits Upstream Flow Time 0.00 min Average Velocity 12.52 fits Pipe Flow Time 0.32 min Downstream Velocity 11.87 fits System Flow Time 0.32 min 135.02 137.21 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 140.00 150.00 145.50 4.50 4.65 144.65 147.34 Downstream 127.33 149.00 132.83 16.17 7.69 135.02 137.21 Messages: Profile: Steep subcritical backwater profile (S1). Profile: Composite profile. Profile: Critical depth assumed upstream. Profile: Pressure profile. Profile: Hydraulic Jump formed. Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:Nhaestsd\stmc\258p05.stm KEITH COMPANIES StormCAD v1.0 09/09198 12:40:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1688 Page 1 of 1 Detailed Report for Pipe P1 B Section Material: Concrete 3ecdon Shape: Circular Section Size: 66 inch Number Sections: 1 Description Invert Description Crown Discharge 282.00 cis Capacity 300.82 eft Mannings Coefficient 0.013 Hydraulic Drop 0.18 ft Length 24.92 It Energy Slope 0.007053 ft/R Constructed Slope 0.008026 1tRt Upstream Velocky 11.87 ft/s Upstream Flow Time 0.32 min Average Velocity 11.87 ft/s Pipe Flow Time 0.03 min Downstream Velocity 11.87 ft/s System Flow Time 0.36 min 134.84 137.03 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 127.33 149.00 132.83 16.17 7.69 135.02 137.21 Downstream 127.13 138.50 132.63 5.87 7.71 134.84 137.03 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE cAhaestadNstmc256p05.stm KITH COMPANIES StormCAD v1.0 09/09/98 12:40:14 PM Heestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe P2 Section Material: Concrete Section Shape: Circular Section Size: 68 Inch Number Sections: 1 Description Invert Description Crown Discharge 328.00 cfs Capacity 300.46 cfa Mannings Coefficient 0.013 Hydraulic Drop 2.94 ft Length 308.50 It Energy Slope 0.009541 ft/ft Constructed Slope 0.008008 ftlit Upstream Velocity 13.81 ft/s Upstream Flow Time 0.37 min Average Vek>city 13.81 ft Pipe Flow Time 0.37 min Downstream Vekctity 13.81 ft/s System Flow Time 0.74 min 130.12 133.08 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 127.09 138.50 132.59 5.91 5.97 133.08 136.03 Downstream 124.62 136.00 130.12 5.88 5.50 130.12 133.08 Messages: Profile: Pressure profile. Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:lhaestad\stmcV58p05.stm KEITH COMPANES StormCAD v1.0 09/09/98 12:39:58 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe P3 Section Material: Concrete Section Shape: Circular Section Size: 24 inch Number Sections: 1 Description Invert Description Crown Discharge 23.00 cfs Capacity 22.62 cis Mannings Coefficient 0.013 Hydraulic Drop 0.37 R , Length 36.00 It Energy Slope 0.010338 ft/R Constructed Slope 0.010000 ft/tt Upstream Velocity 7.32 1t/s Upstream Flow Time 0.00 min Average Velocity 7.32 ft/s Pipe Flow Time 0.08 min Downstream Velocity 7.32 ft/s System Flow Time 0.08 min 137.68 138.51 Grade Elevations Location. Invert Ground Crown Cover Depth HGL EGL (it) (ft) (1t) (R) (ft) (ft) (ft) Upstream 131.31 145.00 133.31 11.69 6.74 138.05 138.88 Downstream 130.95 145.00 132.95 12.05 6.73 137.68 138.51 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:lhaestad\sbnc\256p05.stm KErTHCOMPANES StormCAD v1.0 09/09/98 12:39:02 PM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755 -1666 Page 1 of 1 Section Material: Concrete Section Shape: Circular Section Size: 30 inch Number Sections: 1 Detailed Report for Pipe PS Description Invert Description Crown Discharge 46.00 cfs Capacity 29.15 cfs Mannings Coefficient 0.013 Hydraulic Drop 2.02 It Length 160.38 It Energy Slope 0.012579 ft/ft Constricted Slope 0.005051 ft/R Upstream Velocity 9.37 ft/s Upstream Flow Time 0.08 min Average Velocity 9.37 ft/s Pipe Flow Time 0.29 min Downstream Velocity 9.37 ft/s System Flow Time 0.37 min 134.84 136.21 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (n) (+t) (+t) (+t) (n) (n) (+t) Upstream 130.85 145.00 133.35 11.65 6.01 136.86 138.22 Downstream 130.04 138.50 132.54 5.96 4.80 134.84 136.21 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:lhaestaMstm t256p05.stm KEITH COMPANIES StormCAD v1.0 09109/98 12:39:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 09/09/98 File:402564.out ------------------------------------------------------------------------ THE TRADITION PHASE 4 HYDROLOGY CATCH BASINS 1 & 2 SIZING --------------------------------------- = -----------------------------'-- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Keith International, Inc, Palm Desert, California - SIN 709 --------------------------------=--------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.600(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++......+++ ++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Process from Point /Station 1000.000 to Point /Station 1005.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 752.500(Ft.) Top (of initial area) elevation = 196.000(Ft.) Bottom (of initial area) elevation = 146.970(Ft.) Difference in elevation = 49.030(Ft.) Slope = 0.06516 s(percent)= 6.52 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.258 min. Rainfall intensity = 4.536(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.785 Decimal fraction soil group A = 1.000 Decimal fraction soil group B— 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 16.447(CFS) Total initial stream area = 4.620(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1005.000 to Point /Station 1015.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 146.970(Ft.) End of street segment elevation = 137.950(Ft.) Length of street segment = 692.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0..020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street. Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.635(CFS) Depth of flow = 0.499(Ft.), Average velocity = 3.641(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 18.000(Ft.) Flow velocity = 3.64(Ft /s) Travel time = 3.17 min. TC = 13.43 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 3.870(In /Hr) for a 100.0 year storm Subarea runoff = 13.702(CFS) for 4.600(Ac.) Total runoff = 30.149(CFS) Total area = 9.220(Ac.) Street flow at end of street = 30.149(CFS) Half street flow at end of street = 15.074(CFS) Depth of flow = 0.528(Ft.), Average velocity = 3.832(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.42(Ft.) Flow width (from curb towards crown) 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ± + + + + + + + + + ++ Process from Point /Station 1005.000 to Point /Station 1015.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** J The following data inside Main Stream is listed: ;.. t In Main Stream number: 1 Stream flow area = 9.220(Ac.) Runoff from this stream = 30.149(CFS) Time of concentration 13.43 min Rainfall intensity = 3.870(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1010.000 to Point /Station 1015.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 877.600(Ft.) Top (of initial area) elevation = 154.260(Ft.) Bottom (of initial area) elevation = 137.950(Ft.) Difference in elevation = 16.310(Ft.) Slope = 0.01858 s(percent)= 1.86 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.020 min. Rainfall intensity = 3.773(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 21.534(CFS) Total initial stream area = 7.440(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1010.000 to Point /Station 1015.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.440(Ac.) Runoff from this stream = 21.534(CFS) Time of concentration = 14.02 min. Rainfall intensity = 3.773(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 30.149 13.43 2 21.534 14.02 Largest stream flow has longer Qp = 30.149 + sum of Qa Tb /Ta 21.534 * '0.958 = QP = 50.774 Rainfall Intensity (In /Hr) 3.870 3.773 or shorter time of concentration 20.625 » 1 Total of 2 main streams to confluence: Flow rates before confluence point: 30.149 21.534 Area of streams before confluence: 9.220 7.440 Results of confluence: Total flow rate = 50.774(CFS) Time of concentration = 13.428 min. Effective stream area after confluence = 16.660(Ac.) End of computations, total study area = 16.66 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 22 -141 50 SHEETS 22 -142 100 SHEETS 22 -144 200 SHEETS I i 00 bo OP �Y z a t , t' �r - -------- - - - - -- Beginning Calculation Cycle ------------------- Ds ;harge: 454.00 cfs at node OFF3 ?Tibcharge: 454.00 cfs at node Outlet Beginning iteration 1 Discharge: 454.00 cfs at node OFFS Discharge: 454.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge I Upstream I Downstream P -6 50.00 12 x 6 ft 454.00 136.54 135.39 ----- - - - - -- Elevations --------------- - Label I Discharge Ground I Upstream HGL I Downstream HGL OFF3 454.00 140.00 139.20 136.54 Outlet 454.00 140.00 134.96 134.96 Elapsed: 0 minute(s) 0 second(s) Project Tide: THE TRADITION Project Engineer. DONALD L. SCHULZE c:lhaestsd\stmc\256p06.stm KEITH COMPANIES StormCAD 0.0 09/11/98 11:29:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755 -1666 Page 1 of 1 Section Material: Concrete Section Shape: Box Section Sae: 12 x 6 ft Number Sections: 1 Detailed Report for Pipe P -6 Description Invert Description Crown Discharge 454.00 cfs Capacity 1,213.07 cfs Mannings Coefficient 0.014 Hydraulic Drop 1.15 ft Length 50.00 ft Energy Slope 0.005238 M Constructed Slope 0.010000 ftm Upstream Velocity 10.68 Ns Upstream Flow Time 0.00 min Average Velocity 11.88 " Pipe Flow Time 0.07 min Downstream Velocity 13.09 We System Flow Time 0.07 min 135.39 138.05 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (it) (ft) (n) (ft) UP (ft) (ft) Upstream 133.00 140.00 139.00 1.00 3.54 136.54 138.32 Downstream 132.50 140.00 138.50 1.50 2.89 135.39 138.05 Messages: Profile: Steep supercritical frontwater profile (S2). Profile: Critical depth assumed upstream. Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\256p06.stm KEITH COMPANIES StormCAD v1.0 09/11/98 11:29:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Outlet P -17 1-17 Project Title: THE TRADITION - P17 Project Engineer. DONALD L. SCHULZE c:\haestad\atrnc\256P17.stm KEITH COMPANIES StormCAD v1.0 09/14/98 08:28:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Beginning Calculation Cycle 'ischarge: 1,364.00 cfs at node I -17 Vischarge: 1,364.00 cfs at node Outlet Beginning iteration 1 Discharge: 1,364.00 cfs at node I -17 Discharge: 1,364.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge Upstream I Downstream P -17 57.00 8 x 5 ft 1,364.00 107.65 106.37 Elevations Label I Discharge Ground I Upstream HGL I Downstream HGL I -17 1,364.00 112.00 111.13 107.65 Outlet 1,364.00 112.00 105.95 105.95 Elapsed: 0 minute(s) 0 second(s) Project Title: THE TRADITION - P17 Project Engineer. DONALD L. SCHULZE c:\haestad\strnc\256p17.stm KEITH COMPANIES StorrnCAD 0.0 09/14/98 09:32:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 k Detailed Report for Pipe P -17 Section Material: Concrete Section Shape: Box Section Size: 8 x 51t Number Sections: 3 Description Invert Description Crown Discharge 1,364.00 cfs Capacity 1,697.36 cfs Mannings Coefficient 0.014 Hydraulic Drop 1.27 ft Length 57.00 It Energy Slope 0.006496 ft/ft Constructed Slope 0.010000 ft/R Upstream Velocity 12.23 ft/s Upstream Flow Time 0.00 min Average Velocity 13.32 We Pipe Flow Time 0.07 min Downstream Velocity 14.41 ft/s System Flow Time 0.07 min 106.37 109.60 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 103.00 112.00 108.00 4.00 4.65 107.65 109.97 Downstream 102.43 112.00 107.43 4.57 3.94 106.37 109.60 Messages: Profile: Steep supercritical frontwater profile (S2). Profile: Critical depth assumed upstream. Project Title: THE TRADITION - P17 Project Engineer. DONALD L. SCHULZE c:\haestad\stmct256p17.stm KITH COMPANIES StormCAD 0.0 09/14/98 09:34:49 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Outlet OFF4 Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\256p20.stm KEITH COMPANES StormCAD v1.0 09/08198 09:22:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- Discharge: 220.00 cfs at node OFF4 ' Discharge: 13.00 cfs at node OFF3C Discharge: 233.00 cfs at node J -1 Discharge: 233.00 cfs at node Outlet Beginning iteration 1 Discharge: 220.00 cfs at node OFF4 Discharge: 13.00 cfs at node OFF3C Discharge: 233.00 cfs at node J -1 Discharge: 233.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: J -1 Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label ( Length I Size Discharge Upstream I Downstream P -20A1 151.18 66 inch 220.00 149.15 131.41 P -20A2 114.95 60 inch 233.00 129.85 127.98 P -20B 64.83 18 inch 13.00 141.35 131.41 ----- - - - - -- Elevations --------------- - Label I Discharge I Ground I Upstream HGL I Downstream HGL OFF4 220.00 153.00 152.20 149.15 J -1 233.00 148.00 131.41 129.85 Outlet 233.00 131.00 127.86 127.86 OFF3C 13.00 146.00 142.75 141.35 Elapsed: 0 minute(s) 1 seconds) Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\haestad%"c\256p20.stm KEITH COMPANIES StormCAD v1.0 09/15/98 02:45:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 V 1 Section Material: Concrete Section Shape: Circular Section Size: 66 inch Number Sections: 1 Detailed Report for Pipe P -20A1 Description Invert Description Crown Discharge 220.00 cfa Capacity 1,105.39 cis Mannings Coefficient 0.014 Hydraulic Drop 17.74 ft Length 151.18 ft Energy Slope 0.121907 ftM Constricted Slope 0.125678 ftM Upstream Velocity 11.44 Me Upstream Flow Time 0.00 min Average Velocity 10.36 ft/s Pipe Flow Time 0.24 min Downstream Velocity 9.29 Na System Flow Time 0.24 min 131.41 132.75 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 145.00 153.00 150.50 2.50 4.15 149.15 151.18 Downstream 126.00 148.00 131.50 16.50 5.41 131.41 132.75 Messages: Profile: Steep subcritical backwater profile (S1). Profile: Critical depth assumed upstream. Profile: Hydraulic jump Conned. Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE cAhaestad\stmc\256p20.stm KEITH COMPANIES Storm CAD v1.0 09/15/98 02:46:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 a. a Outlet: Outlet Rim: 131.00 N Sump: 124.0( 0+00 0+50 1+00 1 +50 2+00 2+50 Station R 155.00 R 150.00 145.00 140.00 Elevation R 135.00 130.00 125.00 120.00 3+00 Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:VtaestadWrnc\256p20.stm KEITH COMPARES StormCAD v1.0 09/15/98 02:45:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Inlet: OFF4 Rim: 153.00 Sump: 145. Junction: J Sump: 125. DO R Pipe: P -20A Up Invert: 1 Dn Invert: 1 .00 R 8.00 R Length: 151 18 R ft Size: Q8 Inch Pipe: P -2OA2 Up Invert: 125. R Dn Invert: 124.19 R . Length: 114.95 Size: 60 inch ft 0+00 0+50 1+00 1 +50 2+00 2+50 Station R 155.00 R 150.00 145.00 140.00 Elevation R 135.00 130.00 125.00 120.00 3+00 Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:VtaestadWrnc\256p20.stm KEITH COMPARES StormCAD v1.0 09/15/98 02:45:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Outlet: Outlet Rim: 131.00 ft Sump: 124.00 ft 150.00 FF3C 6.00 ft 140.00 ft 145.00 140.00 135.00 Elevation ft ft ft 130.00 125.00 120.00 0 +00 0 +20 0 +40 0 +60 0 +80 1 +00 1 +20 1 +40 1+60 1 +80 2 +00 Station ft Project Title: THE TRADITION Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\256p20.stm KEITH COMPANIES StorrnCAD v1.0 09/15/98 02:46:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Inlet: Rim: 1 A //T Sump .JUII Rim WWII. a- i 143.00 ft Su : 125. 0 ft P e: P -2 3B UD Invert 140.0 Di Invert 130.0 L ngth: 6 4.83 ft Size: 18 i ch ipe: P- 0A2 p Inve :125.5 4 ft n Inve : 124.1 D ft ength: ize: 60 14.95it inch 150.00 FF3C 6.00 ft 140.00 ft 145.00 140.00 135.00 Elevation ft ft ft 130.00 125.00 120.00 0 +00 0 +20 0 +40 0 +60 0 +80 1 +00 1 +20 1 +40 1+60 1 +80 2 +00 Station ft Project Title: THE TRADITION Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\256p20.stm KEITH COMPANIES StorrnCAD v1.0 09/15/98 02:46:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 r Detailed Report for Pipe P -20B Section Material: Concrete Section Shape: Circular Section Size: 18 inch Number Sections: 1 Description Invert Description Crown Discharge 13.00 cfs Capacity 38.31 cfs Mannings Coefficient 0.014 Hydraulic Drop 9.94 ft Length 64.83 ft Energy Slope 0.154120 ftM Constructed Slope 0.154250 ft/ft Upstream Velocity 7.76 ft/s Upstream Flow Time 0.00 min Average Velocity 7.65 Me Pipe Flow Time 0.14 min Downstream Velocity 7.54 ft/s System Flow Time 0.14 min 131.41 132.29 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (n) (n) (n) (n) Upstream 140.00 146.00 141.50 4.50 1.35 141.35 142.29 Downstream 130.00 148.00 131.50 16.50 1.41 131.41 132.29 Messages: Profile: Steep subcritical backwater profile (S1). Profile: Critical depth assumed upstream. Profile: Hydraulic jump formed. Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\hsestad�strnc\256p20.stm KEITH COMPANIES StormCAD v1.0 09/10/98 09:25:10 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 11 of 1 Detailed Report for Pipe P -20A2 Section Material: Concrete Section Shape: Circular Section Size: 60 inch Number Sections: 1 Description Invert Description Crown Discharge 233.00 cfs Capacity 262.07 cfs Mannings Coefficient 0.014 Hydraulic Drop 1.87 It Length 114.95 ft Energy Slope 0.010142 1t/ft Constructed Slope 0.011744 ft/ft Upstream Velocity 12.95 4/s Upstream Flow Time 0.21 min Average Velocity 13.77 We Pipe Flow Time 0.14 min Downstream Velocity 14.59 $/s System Flow Time 0.35 min 127.98 131.29 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (n) (n) (n) (ft) (n) (n) (ft) Upstream 125.54 148.00 130.54 17.46 4.31 129.85 132.45 Downstream 124.19 131.00 129.19 1.81 3.79 127.98 131.29 Messages: Profile: Steep supercritical frontwater profile (S2). . Profile: Critical depth assumed upstream. Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\256p20.stm KEITH COMPANIES StormCAD v1.0 09/10/98 09:25:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- Discharge: 220.00 cfs at node OFF4 Cistharge: 13.00 cfs at node OFF3C Discharge: 233.00 cfs at node J -1 Discharge: 233.00 cfs at node Outlet Beginning iteration 1 Discharge: 220.00 cfs at node OFF4 Discharge: 13.00 cfs at node OFF3C Discharge: 233.00 cfs at node J -1 Discharge: 233.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: J -1 Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge Upstream I Downstream P -20A1 151.18 60 inch 220.00 149.21 131.41 P -20A2 114.95 60 inch 233.00 129.85 127.98 P -20B 64.83 18 inch 13.00 141.35 131.41 ----- - - - - -- Elevations --------------- - Label I Discharge Ground I Upstream HGL I Downstream HGL OFF4 220.00 153.00 152.83 149.21 J -1 233.00 148.00 131.41 129.85 Outlet 233.00 131.00 127.86 127.86 OFF3C 13.00 146.00 142.75 141.35 Elapsed: 0 minute(s) 0 second(B) Project Title: THE TRADITION Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\256p20.stm KEITH COMPANIES StormCAD 0.0 09/11/98 10:53:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ,0 - I Detailed Report for Pipe P -20A1 Section Material: Concrete Section Shape: Circular Section Size: 60 Inch Number Sections: 1 Description Invert Description Crown Discharge 220.00 cfs Capacity 857.30 c1s Mannings Coefficient 0.014 Hydraulic Drop 17.80 ft Length 151.18 ft Energy Slope 0.120805 ft/ft Constructed Slope 0.125878 ft/ft Upstream Velocity 12.47 ft/s Upstream Flow Time 0.00 min Average Velocity 11.84 ft/s Pipe Flow Time 0.21 min Downstream Velocity 11.20 ft/s System Flow Time 0.21 min 131.41 133.36 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 145.00 153.00 150.00 3.00 4.21 149.21 151.63 Downstream 126.00 148.00 131.00 17.00 5.41 131.41 133.36 Messages: Profile: Steep subcritical backwater profile (S1). Profile: Composite profile. Profile: Critical depth assumed upstream. Profile: Pressure profile. Profile: Hydraulic jump formed. Project Title: THE TRADITION Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\256p20.stm KEITH COMPANIES StormCAD v1.0 09111198 10:53:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Project: 40256 Wed Aug 12 17:01:24 1998 Horizontal Alignment Station and Curve Report. Alignment: p20a Desc: PIPE 20A (60" RCP) ------------------------------------------------------------------------------- Desc. Station Spiral /Curve Data Northing Easting ------------------r-----------------------------------------=------------------- PI 10 +00 �A 10507.0963 11593.8248 Length: 91.41 Course: S 66 -05 -22 E ___________ _______________________________ PI 10 +91.41 10470.0477 11677.3881 Length: 182.55 Course: N 81 -37 -09 E Delta: 32 -17 -29 ------------------------------------------------------------------------- - - - - -- Tangent Data 10 +00 10507.0963 11593.8248 10 +78.38 10475.3279 11665.4787 Length: 78.38 Course: S 66 -05 -22 E ------------------------------------------------------------------------------- Circular Curve Data PC 10 +78.38 RP PT 11 +03.74, Delta: Radius: Length: Mid -Ord: Chord: Es: 32 -17 -29 Type: 45.00 DOC: 25.36 Tangent: 1.77 External: 25.03 Course: 1.85 10475.3279 11665.4787 10516.4659 11683.7176 10471.9465 11690.2764 LEFT 127 -19 -26 13.03 1.85 S 82 -14 -06 E ----------------------------------- =------------------------------------------- PI 12 +73.26 10496.6542 11857.9872 Length: 24.38 Course: S 41 -29 -20 E Delta: 56 -53 -30 ------------------------------------------------------------------------------- Tangent Data 11 +03.74 10471.9465 11690.2764 12 +48.89 10493.1011 11833:8695 Length: 145.14 Course: N 81 -37 -09 E ------------------------------------------------------------------------------- Circular Curve Data PC 12 +48.89 RP PT 12 +93.57 Delta: Radius: Length: Mid -Ord: Chord: Es: 56 -53 -30 Type: 45.00 DOC: 44.68 Tangent: 5.43 External: 42.87 Course: 6.18 10493.1011 11833.8695 10448.5816 11840.4283 10476.3931 11874.1370 RIGHT 127 -19 -26 24.38 6.18 S 69 -56 -06 E ------------------------------------------------------------------------------- PI 12 +93.57 10478.3931 11874.1370 i 1,31;a, �Z<S 102i-fl Project: 40256 Wed Aug 12 16:59:58 1998 Horizontal Alignment Station and Curve Report. Alignment: p20b Desc: PIPE 20B (18 "RCP) ------------------------------------------------------------------------------- Desc. Station Spiral /Curve Data Northing Easting ------------------------------------------------------------------------- - - - - -- ------------------------------------------------------------------------------- PI 10 +00 X38 41 10474.0027 11721.3864 Length: 7.42 Course: S 76 -05 -22 E ------------------------------------------------------------------------------- PI 10 +07.42 10472.2191 11728.5880 Length: 36.58 Course: S 76 -05 -22 E Delta: 0 -00 -00 ------------------------------------------------------------------------------- Tangent Data 10 +00 10474.0027 11721.3864 d 10 +07.42 10472.2191 11728.5880 Length: 7.42 Course: S 76 -05 -22 E ------------------------------------------------------------------------------- PI 10 +44 10463.4247 11764.0963 Length: 25.36 Course: S 17 -17 -15 E Delta: 58 -48 -07 ------------------------------------------------------------------------------- Tangent Data 10 +07.42 .10472.2191 11728.5880 10 +18.64 /,�°� 10469.5208 11739.4827 Length: 11.�d Course: S 76 -05 -22 E ------------------------------------------------------------------------------- Circular Curve Data PC 10 +18.64 RP PT 10 +64.83 Delta: Radius: Length: Mid -Ord: Chord: Es: 58 -48 -07 Type: 45.00 DOC: 46.18 Tangent: 5.80 External: 44.18 Course: 6.65 10469.5208 11739.4827 10425.8405 11728.6644 10439.2129 11771.6316 RIGHT 127 -19 -26 25.36 6.65 S 46 -41 -18 E ------------------------------------------------------------------------------- PI 10 +64.83 i42i4/ 10439.2129 11771.6316 �bt3� • Co2 ►�G,� t� A� R '�` Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 08/12/98 File:TROFF4.out -=---------------------------------------------------------------------- THE TRADITION REGRADING OF HILLSIDE LOTS ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Keith International, Inc, Palm Desert, California - SIN 709 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.600(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 400.000 to Point /Station 405.000 * * ** INITIAL AREA.EVALUATION * * ** Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1160.000(Ft.) Bottom '(of initial area) elevation = 10100.000(Ft.) Difference in elevation = 160.000(Ft.) Slope = 0.50000 s(percent)= 50.00 TC = k(0.530) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.117 min. Rainfall intensity = 6.154(In /Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 54.841(CFS) Total initial stream area = 10.000(Ac.) 0. ti ... v.. Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 405.000 to Point /Station 415.000 * * ** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * ** Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 150.000(Ft.) Length of natural channel = 2500.000(Ft.) Estimated mean flow rate at midpoint of channel = 153.554(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 16.97(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.3400 Corrected /adjusted channel slope = 0.3400 Travel time = 2.46 min. TC = 8.57 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 5.043(In /Hr) for a 100.0 year storm Subarea runoff = 161.436(CFS) for 36.000(Ac.) Total runoff = 216.277(CFS) Total area = 46.000(Ac.) End of computations, total study area = 46.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 z Keith International Inc. 41865 Boardwalk, Suite 101 9 Palm Desert, CA 92211 • (760) 346 -9844 • Fax (760) 346 -9368 To: Guy Company: Berryman and Henigar Re: Tradition - Line G Analysis cc: Kris Schulze Date June 20, 1997 In performing the analysis for Line G at the Tradition the following assumptions were made: 1) Existing 66" RCP has a capacity of 182 cfs 2) The 18" RCP diverts approximately 24 cfs 3) The proposed size for Line G was based on an inflow of 158 cfs Based on the above, it was determined Line G needed to be 60" in diameter. A WSPG analysis is included. Also an analysis was performed to determine whether the existing catch basin would overflow. From the WSPG run the water surface elevation at the catch basin is 45.72 (Top of curb = 46.50). Should you require any additional information, please don't hesitate to contact either Kris or myself. fl om the desk of ......... Donald L. Schulze Design Engineer > < ± ±tf. * *< I ± "$ >* *•816 >11u6 -±a'k &$6 18 PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE June 5, 1997 THE TRADITION - AVE 52 EXIST 18" RCP CAPACITY PROGRAM INPUT DATA: DESCRIPTION Culvert Diameter ( feet) .. ............................... FHWA Chart Number (1,2 or 3).... ... ............... Scale Number on Chart (Type of Culvert �Entrance) ........ Manning`s Roughness Coefficient (n- value) ............... Entrance Loss Coefficient of Culvert Opening............ Culvert Length (feet) ................................... Culvert Slope (feet per foot ) ........................... VALUE 1.50 2 1 0.0150 0.50 41.0 0.0017 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) -------------------------------------------------------------------- (ft) Control Control (ft) (ft) (ft) (fps) 10.0 0.50 2.25 2.55 1.50 1.27 1.27 6.29 20.0 0.50 5.89 6.37 1.50 1.47 1.47 11.38 25.0 0.50 8.62 9.16 1.50 1.49 1.49 14.17 24.0 0.50 8.03 8.55 1.50 1.48 1.48 13.61 -------------------------------------------------------------------- -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. A55u"Ke f)05 4 ;115 18" RCP 0), s ►q CA4QerTy of ZScycs. Table Rating Table for Circular Channel Project Description 2.91 Project File cAhaestad%fmwWenna.fm2 Worksheet 66 "RCP - AVE 52 Flow Element Circular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.015 Channel Slope 0.003430 Wit Diameter 66.00 in Input Data Minimum Mabmum Increment Depth 0.50 5.50 0.50 ft Rating Table Depth Discharge Velocity (ft) (cfs) (ft/s) 0.50 2.91 2.71 1.00 12.30 4.17 1.50 :7.72 5.28 2.00 48.15 6.17 2.50 7226 6.88 3.00 98.49 7.43 3.50 125.04 7.84 4.00 149.80 8.09 4.50 170.17 8.18 5.00 182.33 8.04 5.50 170.44 7.17 Assc/tn,e 66" Fxis-1 , /?GP is - F/owinaj f-u//, It � 06A)5M7 THE KEITH COMPANIES FlowMaster v5.10 08:43:38 AM Haested McMiods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755 -1666 Page 1 of 1 10 Table Rating Table for Circular Channel Discharge Depth Project Description Velocity Project File c:%haestad\fmw\sienna.fm2 Worksheet AVE 52 - PROPOSED RCP Flow Element Circular Channel. Method Manning's Formula Solve For Full Flow Diameter Constant Data 60.00 Mannings Coefficierd 0.015 Channel Slope 0.005000 ftJft Input Data 44.05 Minimum Mabmum Increment Discharge 50.00 160.00 10.00 cfs Rating Table 46.31 Discharge Depth Diameter Velocity (cfs) (in) (I n) (ftfs) 50.00 38.8 38.83 6.08 60.00 41.6 41.57 6.36 70.00 44.0 44.05 6.61 80.00 46.3 46.31 6.84 90.00 48.4 48.40 7.04 100.00 50.4 50.35 7.23 110.00 52.2 52.18 7.41 120.00 53.9 53.92 7.57 130.00 55.6 55.56 7.72 140.00 57.1 57.12 7.87 150.00 58.6 58.62 8.00 160.00 60..1 60.06 8.13 j� F S z6ni NE w E Fol2 16<-) C {-S "RC P. 06/05/97 THE KEITH COMPANIES FlowMester v5.10 08:54:27 AM HoeWad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (tai) 755 -1866 Page 1 of 1 . Table Rating Table for Circular Channel Project Description Discharge Project File c:%haestadVmw%sienna.fm2 Worksheet PROPOSED 18" RCP Flow Element Circular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.017 Channel Slope 0.014200 fttft Diameter 18.00 in Input Data Minimum Maximum Increment Depth 0.00 1.50 0.20 ft Rating Table Depth Discharge Velocity (ft) (cfs) (mss) 0.00 0.00 0.00 020 0.36 2.60 0.40 1.49 3.94 0.60 323 4.89 0.80 5.33 5.56 1.00 7.50 6.00 120 9.36 6.17 1.40 1029 6.00 1.50 9.57 5.42 08/20/97 THE KEITH COMPANIES Flow Muter v3.10 10:00:51 AM Hasatad Methode, Inc. 37 Brookside Road Waterbury, CT 06708 (203)75&1666 Page 1 of 1 Table Rating Table for Circular Channel Project Description 0.00 Project File c: lhaestad\fmw\sienna.fm2 Worksheet EXISTING 18" RCP Flow Element Circular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.015 Channel Slope 0.005000 ft/ft Diameter 18.00 in Input Data Minimum Mabmum Increment Depth 0.00 1.50 0.20 ft Rating Table Depth Discharge Velocity (ft) (cfs) (ft/s) 0.00 0.00 0.00 0.20 025 1.75 0.40 1.00 2.65 0.60 2.17 3.29 0.80 3.59 3.74' 1.00 5.05 4.03 120 629 4.15 1.40 6.92 4.03 1.50 6.44 3.64 08x20/97 THE KEITH COMPANIES Flowtdootsr v5.10 09:53:38 AM Haestad Methods, Inc. 37 Brookskle Road Waterbury, CT 06708 (203) 755.1868 Pape 1 of /ASE WATER SURFACE PRMILE LISTING THE TRADIT104 LINE - G PROPOSED 60" RCP S T A T I O N I N V E R T D'EpiII 44.J V E L V L L ENERGY SUPER C 1111 C A L h G T BASE/ R Z L N0 AVBP E L E V OF FLOW E L E V E A D G D . E L L E V DEPT` 0 FA ID NO P 1 ER, L E L E M so SF AVE h F NORM DEPTN z R A * A A k A A 1000.00 40.0 3 749 43 749 171 0 10 33 1.821 45. 572 • z0 3. 7?9 so 00 00 0 .0 23.37 .'01501 - 0 Z 3 7 i 6 13 4 24 07, 1323. 37 40 . 12 3. 931 44 . 248 171 . 0 10. 32 1 . 655 45. 703 20 3 749 5 00 z0 0 . 0 .0 206 93 .CZ501 .025225 1.03 0 94 0 1230 . 35 41 • 15 4 094 45 • 247 171 • 0 9 . 9 1 • 533 46 733 00 3 749 5 A A to . • 0 .0 45.29 .0050i A24993 23 0.1 1275 . 64 41 . 38 4 Z 9 4 45 . 47 4 i 7 1 . 3 9 54 i 533 4 2 j 7 20 3 7 4 9 5 2 z z 0 0 0 0 J U N '-T ST R ' 2 ' , 4 9 3 r z 1283 . 75 41 . 42 3 1 A 3 4 4 . S5 3 163 , 2 12 91 2 5 P 5 7 153 z 0 3 7 1 -3 5 31 zo 00 . 7, . 0 0 6 . 95 2 z 4 9 5 20 1290 • 73 41 . 45 3 112 44 554 163 2 3 Z 9 2 J 5 7 223 5 N zz 22 • z xi 27.37 M 4915 210204 2 3 1 U<, 13 13 07 4 1 59 2 913 4 4 578 163 0 13 72 2, 324 7 5 z 2 2 2 1 5 to 13 20 2 .01, 1321 3 5 41 67 2 539 44 269 1V 0 is 31 3 5 S 3 1 6 11 5 2 2 z 3 0 1 2Z 0 3 13 2 3 122 85 1 1 . 7 z 2 5z 5 Z 10 z 1 0330- 31 2 z 9 Z 7 LK z 14 53 6 90 13 33 52 z WATER SuRFACQ 5 15P E PROME LTC TTN.�, r. A G E 2 ?7- TnE TRADITIM L 1 NE - G PROPOSED 600 RCP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY 5U?ER CRITICAL HGT/ BASE/ ZL AVd? R NO E L E V OF FLOW E L E V -_AD G R D . E L . E L E V DEPTH. 0 1 A ID No. PIER L E L E.41 S0 SF AVE H F NORM DEPTH [R 1350.19 42.63 2.925 45.556 158.0 13.23 2 . 19 48 . 275 .20 3.605 5.02 .10 00 0 .0 5. 29 03386 - 2.059 �029620 00 1355.43 42.81 3.045 45.854 158.0 12.62 2.472 18.326 .00 3.605 5.20 .00 .00 0 .0 3.39 .03336 .028520 • 03 2.058 • TL 1359.37 42.94 3 . 171 46.112 153.0 12 . 03 2 247 03 359 3.605 5.03 So . . .00 .00 0 .0 2.67 03336 ZZ7553 02 0 S .2 1362.04 43.03 3.225 46.336 153.3 11.40 2.243 43.379 305 S.Zo zz 43 .20 0 .0 1.5i 33.3 2 2 5 7 i 9 2 0 5 3 1363 • 58 4 3 . 03 3 449 46 . 532 53 • 2 1 3 4 1 . 857 13 339 2 z 3 05 5 2 0 so .03335 1364.28 43-A 1.035 46.725 153,Z 12.12 1 6s 2 42 S92 zz to f A t A If 00 e A rp X 10 ell AJ -J 4• LA Ln t Ln to a : -.1 - - - - FQ I-i ;- ., I ;., -A -1 -A 6 4 -1 to to fm Q i - co 40 C I wj vi to X L4 do LO w c i to v a VQ in J-1 ED cii 4 ;71 . I.. < cit cf, C j CO k 1 06 t 4 PO t 4 P, Z f Fs-I 0 J cf, -1 Lj Ul r-.j Ln T, F- G-) XI Lfi LfI my U) cl) C': U 40 i to v j CA Li -1 5 1 - A i 00 0 U I mw L) Lfl I �j( 71' fil Cl G I cl, 0 f 0 1 A 1 1 4 H Fn -o R ELI f I'l LI I t ps IT! Im G) "P Qo 04 An ri d 1 to no c v t 4 CD 13 M ?QI fbi V I to I! a c a z 0, CA z j c IS A Q� c a lu F- to P. ag d a 110 Q4 It 2 m cp CB5 TRAD n(� EX-CB CB6 TRAD Outlet Project Title: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engineer. DONALD L. SCHULZE c:\haestsd1%tmc4rad52.stm KEITH COMPANIES StormCAD 0.0 09/10/97 06:08:22 AM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- Discharge: 3.70 cfs at node EX -CB Discharge: 9.80 cfs at node NEW CB Discharge: 33.50 cfs at node CBS TRAD Discharge: 57.20 cfs at node CB6 TRAD Discharge: 57.20 cfs at node Outlet Beginning iteration 1 Discharge: 3.70 cfs at node EX -CB Discharge: 9.80 cfs at node NEW CB Discharge: 33.50 cfs at node CBS TRAD Discharge: 57.20 cfs at node CB6 TRAD Discharge: 57.20 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: Outlet Incoming Pipe(s) capacity exceeded. Tailwater set to crown (not normal depth) for these pipe(s). Information: EX 30RCP Surcharged condition Information: LINE P1 Surcharged condition Information: EX 18 RCP Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 Network Quick View Label Discharge EX -CB 3.70 NEW CB 9.80 CBS TRAD 33.50 CB6 TRAD 57.20 Outlet 57.20 Elapsed: 0 minute(s) 2 Ground 42.00 42.00 42.00 40.88 40.00 second(s) Elevations - Upstream HGL 41.49 41.30 40.82 40.18 38.50 Downstream HGL I 41.46 41.22 40.45 39.12 38.50 Project Title: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engineer: DONALD L. SCHULZE c:%haestad%stmc\trad52.stm KEITH COMPANIES StormCAD 0.0 09/10197 09:46:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Hydraulic Grade Label Length I Size I Discharge I Upstream I Downstream EX 18 RC 110.00 18 inch 3.70 41.46 41.30 LINE Pl 186.45 24 inch 9.80 41.22 40.82 EX 30RCP 36.00 30 inch 33.50 40.45 40.18 EX 30 RC 27.52 30 inch 57.20 39.12 38.50 Label Discharge EX -CB 3.70 NEW CB 9.80 CBS TRAD 33.50 CB6 TRAD 57.20 Outlet 57.20 Elapsed: 0 minute(s) 2 Ground 42.00 42.00 42.00 40.88 40.00 second(s) Elevations - Upstream HGL 41.49 41.30 40.82 40.18 38.50 Downstream HGL I 41.46 41.22 40.45 39.12 38.50 Project Title: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engineer: DONALD L. SCHULZE c:%haestad%stmc\trad52.stm KEITH COMPANIES StormCAD 0.0 09/10197 09:46:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 PIPE SUMMARY Pipe Gr Size Section Roughness Length 0 Cap Velocity Up Dn S Up Dn Up Dn Elev Material (ft) (cfs) (cfs) (ft/s) Invert Invert (M) EGL I EGL HGL HGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) EX 18 RCP 42.00 18 inch Concrete 0.014 110.00 3.70 6.90 2.09 38.52 37.97 0.005000 41.52 41.37 41.46 41.30 LINE P1 42.00 24 inch Concrete 0.014 186.45 9.80 15.91 3.12 37.87 36.80 0.005739 41.37 40.97 41.22 40.82 EX 3ORCP 42.00 30 Inch Concrete 0.014 36.00 33.50 26.93 6.82 36.70 36.52 0.005000 41.18 40.90 40.45 40.18 EX 30 RCP 40.88 30 inch Concrete 0.014 27.52 57.20 45.92 11.65 36.40 36.00 0.014535 41.23 40.61 39.12 38.50 40.00 N/A N/A N/A N/A N/A N/A 0.00 WA N/A N/A WA N/A WA N/A Project Title: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engineer: DONALD L. SCHULZE c:Vwaestadlst ncVred52.stm KEITH COMPANIES StormCAD v1.0 09/10197 09:46:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 09/10197 AVENUE 52 HYDROLOGY STUDY Q100 AVE52.OUT **"***** Hydrology Study Control Information KEITH INTERNATIONAL, INC. PALM DESERT Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 110.000_ *"* INITIAL AREA EVALUATION "" Initial area flow distance = 1521.000(Ft.) Top (of initial area) elevation = 46.470(Ft.) Bottom (of initial area) elevation = 40.980(Ft.) Difference in elevation = 5.490(Ft.) Slope .= 0.00361 s(percent)= 0.36 TC = k(0.300) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 17.317 min. Rainfall intensity = 3.331(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 3.718(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 110.000 "" CONFLUENCE OF MINOR STREAMS "** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 1.300(Ac.) Runoff from this stream = 3.718(CFS) Time of concentration = 17.32 min.. Rainfall intensity = 3.331(INHr) ++++++++++++.....++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 110.000 INITIAL AREA EVALUATION Initial area flow distance= 199.000(Ft.) Top (of initial area) elevation = 41.270(Ft.) Bottom (of initial area) elevation = 40.980(Ft.) Difference in elevation = 0.290(Ft.) Slope = 0.00146 s(percent)= 0.15 TC = k(0.300) *[(length "3) %(elevation change)] "0.2 Initial area time of concentration = 9.204 min. Rainfall intensity = 4.836(INHr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 1.258(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 110.000 "*** CONFLUENCE OF MINOR STREAMS'"" Along Main Stream number. 1 in normal stream number 2 Stream flow area = 0.300(Ac.) Runoff from this stream = 1.258(CFS) Time of concentration = 9.20 min. Rainfall intensity = 4.836(ln /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1521.000(Ft.) Top (of initial area) elevation = 300.000(Ft.) Bottom (of initial area) elevation= 110.000(Ft.) Difference in elevation = 190.000(Ft.) Slope = 0.12492 s(percent)= 12.49 TC = k(0.940) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 26.709 min. Rainfall intensity = 2.579(ln /Hr) fora 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.488 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 2.141(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction =1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** ,Along Main Stream number. 1 in normal stream number 3 Stream flow area = . 1.700(Ac.) Runoff from this stream = 2.141(CFS) Time of concentration = 26.71 min. Rainfall intensity = 2.579(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 . 3.718 17.32 3.331 2 1.258 9.20 4.836 3 2.141 26.71 2.579 Largest stream flow has longer or shorter time of concentration Qp= 3.718 +sum of Qb la/lb 1.258 * 0.689 = 0.866 Qa Tb/Ta 2.141 * 0.648 = 1.388 Qp = 5.972 Total of 3 streams to confluence: Flow rates before confluence point: 3.718 1.258 2.141 Area of streams before confluence: 1.300 0.300 1.700 Results of confluence: Total flow rate = 5.972(CFS) Time of concentration = 17.317 min. Effective stream area after confluence = 3.300(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station 110.000 * ** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 3.300(Ac.) Runoff from this stream = 5.972(CFS) Time of concentration = 17.32 min. Rainfall intensity = 3.331(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 200.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION *"*' Initial area flow distance = 1521.000(Ft.) Top (of initial area) elevation = 46.570(Ft.) Bottom (of initial area) elevation = 41.300(Ft.) Difference in elevation = 5.270(Ft.) Slope = 0.00346 s(percent)= 0.35 TC = k(0.300) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 17.460 min. Rainfall intensity = 3.315(In /Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 3.415(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 200.000 to PoinUStation 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 1 Stream flow area = 1.200(Ac.) Runoff from this stream = 3.415(CFS) Time of concentration = 17.46 min. Rainfall intensity = 3.315(ln/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 41.570(Ft.) Bottom (of initial area) elevation = 41.300(Ft.) Difference in elevation = 0.270(Ft.) Slope = 0.00180 s(percent)= 0.18 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.880 min. Rainfall intensity = 5.300(in /Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 0.460(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 *"* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.460(CFS) Time of concentration = 7.88 min. Rainfall intensity = 5.300(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 3.415 17.46 3.315 2 0.460 7.88 5.300 Largest stream flow has longer time of concentration Op = 3.415 + sum of Qb la/lb 0.460 * 0.625 = 0.288 Qp = 3.703 Total of 2 streams to confluence: Flow rates before confluence point: 3.415 0.460 Area of streams before confluence: 1.200 0.100 Results of confluence: Total flow rate = 3.703(CFS) Time of concentration = 17.460 min. Effective stream area after confluence = 1.300(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 "'"" CONFLUENCE OF MAIN STREAMS *"' The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 1.300(Ac.) Runoff from this stream = 3.703(CFS) Time of concentration = 17.46 min. Rainfall intensity = 3.315(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 5.972 17.32 3.331 2 3.703 17.46 3.315 Largest stream flow has longer or shorter time of concentration Qp = 5.972 + sum of Qa Tb/Ta 3.703 ` 0.992 = 3.673 Qp = 9.644 Total of 2 main streams to confluence: Flow rates before confluence point: 5.972 3.703 Area of streams before confluence: 3.300 1.300 Results of confluence: Total flow rate = 9.644(CFS) Time of concentration = 17.317 min. Effective stream area after confluence = 4.600(Ac.) End of computations, total study area = 4.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.433 Area averaged RI index number = 34.2 Keith International Inc. 41865 Boardwalk, Suite 101 * Palm Desert, CA 92211 * (760) 346 -9844 + Fax (760) 346 -9368 To: Guy Pegan Company: Berryman & Henigar Re: Avenue 52 - Hydrology cc: Mike Rowe Date October 7, 1997 I have enclosed for your convenience copies of the hydrology runs for Avenue 52 (West). The area comprises approximately 4.6 acres and generates 8.7 cfs during the 100 year - 1 hour storm event. Initially, you expressed concern with the hydraulic grade line at the existing catch basin (north side of Avenue 52) as well as that at the proposed catch basin (south side of Avenue 52). At both catch basins the hydraulic grade line while exceeding the curb, does so by less than 0.2 -ft, with the worst case being at the proposed catch basin (TC= 40.94,HGL =41.09 a difference of 0.15 -ft). Should the storm flow exceed an elevation of 41.27 it will be directed to the catch basin located at the entrance of the Tradition site which at present conveys only nuisance flows. fYom the desk of ......... Donald L. Schulze Design Engineer _C B5TRA D EX-CB 13' --� CB6 TRAD I►v =� Outlet Project Title: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engineer. DONALD L. SCHULZE c:\haested\stmcWad52.strn KEITH COMPANIES StorrnCAD v1.0 10/06/97 01:37:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ------------ - - - - -- Beginnin g Calculation C cle ------------- - - - - -- Discharge: Discharge: Discharge: Discharge: Discharge: Beginning Discharge: Discharge: Discharge: Discharge: Discharge: Y 3.70 cfs at node EX -CB 8.70 cfs at node NEW CB 32.40 cfe at node CBS TRAD 56.10 cfs at node CB6 TRAD 56.10 cfs at node Outlet iteration 1 3.70 cfs at node EX -CB 8.70 cfs at node NEW CB 32.40 cfs at node CBS TRAD 56.10 cfs at node CB6 TRAD 56.10 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: Outlet Incoming Pipe(s) capacity exceeded. Tailwater set to crown (not normal depth) for these pipe(s). Information: EX 30RCP Surcharged condition Information: LINE P1 Surcharged condition Information: EX 18 RCP Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length Size I Discharge Upstream I Downstream EX 18 RC 110.00 18 inch 3.70 41.25 41.09 LINE P1 186.45 24 inch 8.70 41.03 40.71 EX 30RCP 36.00 30 inch 32.40 40.37 40.11 EX 30 RC 27.52 30 inch 56.10 39.10 38.50 Label Discharge EX -CB 3.70 NEW CB 8.70 CBS TRAD 32.40 CB6 TRAD 56.10 Outlet 56.10 Elapsed: 0 minute(s) 2 Ground 42.00 42.00 40.88 40.88 40.00 second(s) Elevations - Upstream HGL 41.28 41.09 40.71 40.11 38.50 Downstream HGL 41.25 41.03 40.37 39.10 38.50 Project Tice: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engineer: DONALD L. SCHULZE c:Vwwstad\stmc\trad52.stm KEITH COMPANIES StormCAD 0.0 10/06197 01:53:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1686 Page 1 of 1 PIPE SUMMARY Pipe Gr Sae Section Roughness Length a Cap Velocity Up Dn S Up Dn Up Dn Elev Material (ft) (cfs) (cfs) (ft/s) Invert Invert (ft/ft) EGL EGL HGL HGL EX 18 RCP 42.00 18 inch Concrete 0.014 110.00 3.70 6.90 2.09 38.52 37.97 0.005000 41.32 41.16 41.25 41.09 LINE P1 42.00 24 inch Concrete 0.014 186.45 8.70 15.91 2.77 37.87 36.80 0.005739 41.15 40.83 41.03 40.71 EX 30RCP 40.88 30 inch Concrete 0.014 36.00 32.40 26.93 6.60 36.70 36.52 0.005000 41.05 40.79 40.37 40.11 EX 30 RCP 40.88 30 Inch Concrete 0.014 27.52 56.10 45.92 11.43 36.40 36.00 0.014535 41.13 40.53 39.10 38.50 40.00 WA N/A WA N/A N/A N/A 0.00 N/A N/A N/A N/A N/A N/A N/A Project Title: AVENUE 52 (WEST) CATCH BASIN 34 +50 Project Engh►eer: DONALD L. SCHULZE c:Vhaestad\stmc\tr9d52.stm KEITH COMPANIES StormCAD v1.0 10/06/97 01:53:31 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering ,Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/06/97 AVENUE 52 HYDROLOGY STUDY Q100 AVE52.OUT Hydrology Study Control Information'"*""`"' KEITH INTERNATIONAL, INC. PALM DESERT CA Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++.++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 110.000 **" INITIAL AREA EVALUATION **** Initial area flow distance = 1521.000(Ft.) Top (of initial area) elevation = 46.470(Ft.) Bottom (of initial area) elevation = 40.980(Ft.) Difference in elevation = 5.490(Ft.) Slope = 0.00361 s(percent)= 0.36 TC = k(0.300)•[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 17.317 min. Rainfall intensity = 3.331(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 3.718(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 110.000 "' CONFLUENCE OF MINOR STREAMS *"' Along Main Stream number. 1 in normal stream number 1 Stream flow area = 1.300(Ac.) Runoff from this stream = . 3.718(CFS) Time of concentration = 17.32 min. Rainfall intensity = 3.331(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 199.000(Ft.) Top (of initial area) elevation = 41.270(Ft.) Bottom (of initial area) elevation = 40.980(Ft.) Difference in elevation = 0.290(Ft.) Slope = 0.00146 s(percent)= 0.15 TC = k(0.300) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 9.204 min. Rainfall intensity = 4.836(INHr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 1.258(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 110.000 — CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.300(Ac.) Runoff from this stream = 1.258(CFS) Time of concentration = 9.20 min. Rainfall intensity = 4.836(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station. 110.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1521.000(Ft.) Top (of initial area) elevation = 49.450(Ft.) Bottom (of initial area) elevation = 40.980(Ft.) Difference in elevation = 8.470(Ft.) Slope = 0.00557 s(percent)= 0.56 TC = k(0.940)*[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 49.754 min. Rainfall intensity = 1.787(In/Hr) fora 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.406 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 1.233(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station 110.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 3 Stream flow area = 1.700(Ac.) Runoff from this stream = 1.233(CFS) Time of concentration = 49.75 min. Rainfall intensity = 1.787(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.718 17.32 3.331' 2 1.258 9.20 4.836 3 1.233 49.75 1.787 Largest stream flow has longer or shorter time of concentration Qp = 3.718 + sum of Qb la/lb 1.258 ' 0.689 = 0.866 Qa Tb/Ta 1.233 " 0.348 = 0.429 Qp = 5.013 Total of 3 streams to confluence: Flow rates before confluence point: 3.718 1.258 1.233 Area of streams before confluence: 1.300 0.300 1.700 Results of confluence: Total flow rate = 5.013(CFS) Time of concentration = 17.317 min. Effective stream area after confluence = 3.300(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station 110.000 "" CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 3.300(Ac.) Runoff from this stream = 5.013(CFS) Time of concentration = 17.32 min. Rainfall intensity = 3.331(In/1-1r) Program is now starting with Main Stream No. 2. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 200.000 to Point/Station 210.000 *"* INITIAL AREA EVALUATION **** Initial area flow distance = 1521.000(Ft.) Top (of initial area) elevation = 46.570(Ft.) Bottom (of initial area) elevation = 41.300(Ft.) Difference in elevation = 5.270(Ft.) Slope= 0.00346 s(percent)= 0.35 TC = k(0.300)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 17.460 min. Rainfall intensity = 3.315(INHr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 3.415(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 200.000 to Point/Station 210.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 1 Stream flow area = 1.200(Ac.) Runoff from this stream = 3.415(CFS) Time of concentration = 17.46 min. Rainfall intensity = 3.315(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ± + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 INITIAL AREA EVALUATION **** Initial area flow distance = 150.000(Ft.) Top (of 'initial area) elevation = 41.570(Ft.) Bottom (of initial area) elevation = 41.300(Ft.) Difference in elevation = 0.270(Ft.) Slope = 0.00180 s(percent)= 0.18 TC = k(0.300) "[( length "3) /(elevation change)] "0.2 Initial area time of concentration= 7.880 min. Rainfall intensity = 5.300(In /Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 0.460(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 —m CONFLUENCE OF MINOR STREAMS'"" Along Main Stream number. 2 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.460(CFS) Time of concentration = 7.88 min. Rainfall intensity = 5.300(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.415 17.46 3.315 2 0.460 7.88 5.300 Largest stream flow has longer time of concentration Qp= 3.415 +sum of Qb la/lb 0.460 * 0.625 = 0.288 Op = 3.703 Total of 2 streams to confluence: Flow rates before confluence point: 3.415 0.460 Area of streams before confluence: 1.200 0.100 Results of confluence: Total flow rate = 3.703(CFS) Time of concentration = 17.460 min. . Effective stream area after confluence = . 1.300(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 1.300(Ac.) Runoff from this stream = 3.703(CFS) Time of concentration = 17.46 min. Rainfall intensity = 3.315(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.013 17.32 3.331 2 3.703 17.46 3.315 Largest stream flow has longer or shorter time of concentration Qp= 5.013 +sum of Qa Tb/Ta 3.703 * 0.992 = 3.673 Qp = 8.685 , Total of 2 main streams to confluence: Flow rates before confluence point: 5.013 3.703 Area of streams before confluence: 3.300 1.300 Results of confluence: Total flow rate = 8.685(CFS) Time of concentration = 17.317 min. Effective stream area after confluence = 4.600(Ac.) End of computations, total study area = 4.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.433 Area averaged RI index number = 34.2 Keith International Inc. 41865 Boardwalk, Suite 101 • Palm Desert, CA 92211 • (760) 346 -9844 • Fax: (760) 346 -9368 To: Guy Pegan Company: Berryman & Henigar Re: Casitas - Hydrology Report cc: Mike Rowe Date October 7, 1997 I have enclosed for your convenience a copy of the hydrology report for the Casitas area of the Tradition Golf Course. The area comprises approximately 1.56 acres and generates 6.3 cfs during the 100 year - 1 hour storm event. The drainage easement is a grass lined, twenty (20) foot wide swale with 20:1 side slopes and a depth of 0.5 -foot. The storm flow is conveyed through the easement at a flow depth of 0.48 -ft with a velocity of 1.36 fps (see attached worksheet). fl om the desk of ......... Donald L. Schulze Design Engineer Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/07/97 - THE TRADITION CASITAS HYDROLOGY CASITS.* Hydrology Study Control Information ********** PREPARED BY: KEITH INTERNATIONAL, INC. PALM DESERT Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 44.410(Ft.) Difference in elevation = 1.590(Ft.) Slope = 0.00883 s(percent)= 0.88 TC = k(0.420) *[( length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.632 min. Rainfall intensity = 5.022(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Initial subarea runoff = 1.555(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 0.390(Ac.) .Runoff from this stream = 1.555(CFS) Time of concentration = 8.63 min. Rainfall intensity = 5.022(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 110.000 "•" INITIAL AREA EVALUATION "" Initial area flow distance = 175.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 44.410(Ft.) Difference in elevation = 1.590(Ft.) Slope = 0.00909 s(percent)= 0.91 TC = k(0.420) "[( length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.488 min. Rainfall intensity = 5.073(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Initial subarea runoff = 1.370(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 110.000 *"* CONFLUENCE OF MINOR STREAMS *"* Along Main Stream number. 1 in normal stream number 2 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.370(CFS) Time of concentration = 8.49 min. Rainfall intensity = 5.073(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 .1.555 8.63 5.022 2 1.370 8.49 5.073 Largest stream flow has longer time of concentration Qp = 1.555 + sum of Qb la/lb 1.370 ' 0.990 = 1.357 Qp = 2.911 Total of 2 streams to confluence: Flow rates before confluence point: 1.555 1.370 Area of streams before confluence: 0.390 0.340 Results of confluence: Total flow rate = 2.911(CFS) Time of concentration = 8.632 min. Effeptive stream area after confluence = 0.730(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 110.000 to Point/Station 135.000 **** CONFLUENCE OF MAIN STREAMS **** The following.data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 0.730(Ac.) Runoff from this stream = 2.911(CFS) Time of concentration = 8.63 min. Rainfall intensity = 5.022(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 115.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **" Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 44.370(Ft.) Difference in elevation = 1.630(Ft.) Slope = 0.01164 s(percent)= 1.16 TC = k(0. 420) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 7.387 min. Rainfall intensity = 5.506(INHr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Initial subarea runoff = 1.279(CFS) Total initial stream area = 0.290(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 115.000 to Point/Station 125.000 *"* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 1 Stream flow area = 0.290(Ac.) Runoff from this stream = 1.279(CFS) Time of concentration = 7.39 min. Rainfall intensity = 5.506(In/Hr) +++++++++++++++++++++++++¢+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 120.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 170.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 44.370(Ft.) Difference in elevation = 1.630(Ft.) Slope = 0.00959 s(percent)= 0.96 TC = k(0. 420) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.300 min. Rainfall intensity = 5.140(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Initial subarea runoff = 1.431(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 120.000 to Point/Station 125.000 **** CONFLUENCE OF MINOR STREAMS ""' Along Main Stream number. 2 in normal stream number 2 Stream flow area = 0.350(Ac.) Runoff from this stream = 1.431(CFS) Time'of concentration = 8.30 min. Rainfall intensity = 5.140(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.279 7.39 5.506 2 1.431 8.30 5.140 Largest stream flow has longer time of concentration Qp = 1.431 + sum of Qb la/lb 1.279 • 0.934 = 1.195 Qp = 2.626 Total of 2 streams to confluence: Flow rates before confluence point: 1.279 1.431 Area of streams before confluence: 0.290 0.350 Results of confluence: Total flow rate = 2.626(CFS) Time of concentration = 8.300 min. Effective stream area after confluence = 0.640(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 125.000 to Point/Station 135.000 **** CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 2.626(CFS) Time of concentration = 8.30 min. Rainfall intensity = 5.140(In/Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 130.000 to Point/Station 135.000 ***", INITIAL AREA EVALUATION **** Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 44.950(Ft.) Bottom (of initial area) elevation = 44.150(Ft.) Difference in elevation = 0.800(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0. 300) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 5.546 min. Rainfall intensity = 6.520(ln/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Initial subarea runoff = 1.097(CFS) Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 130.000 to Point/Station 135.000 **'* CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 0.190(Ac.) Runoff from this stream = 1.097(CFS) Time of concentration = 5.55 min. Rainfall intensity = 6.520(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.911 8.63 5.022 2 2.626 8.30 5.140 3 1.097 5.55 6.520 Largest stream flow has longer time of concentration Op = 2.911 + sum of Qb la/lb 2.626 * 0.977 = 2.566 Ob la/lb 1:097 * 0.770 = 0.845 Op = 6.322 Total of 3 main streams to confluence: Flow rates before confluence point: 2.911 2.626 1.097 Area of streams before confluence: 0.730 0.640 0.190 Results of confluence: Total flow rate = 6.322(CFS) Time of concentration = 8.632 min. Effective stream area after confluence = 1.560(Ac.) End of computations, total study area = 1.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.539 Area averaged RI index number = 32.0 Worksheet Worksheet for Triangular Channel Project Description 0.48 Project File c:\haestadlfmwlsienna.fm2 Worksheet CASITAS DRAINAGE EASEMENT Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data 0.48 Mannings Coefficient 0.030 Channel Slope 0.005000 ft/ft Left Side Slope 20.000000 H : V Right Side Slope 20.000000 H : V Discharge 6.30 cfs Results Depth 0.48 ft Flow Area 4.65 ft= Wetted Perimeter 19.31 ft Top Width 19.28 ft Critical Depth 0.36 ft Critical Slope 0.023234 ft/ft Velocity 1.36 fl/s Velocity Head 0.03 ft Specific Energy 0.51 ft Froude Number 0.49 Flow is subcritical. 10/07/97 THE KEITH COMPANIES FlowMaster v5.10 07:25:06 AM Heestad Mettwds, Inc. 37 Brookside Road Waterbury, CT 06708 (203)75&16W Page 1 of 1 F0515P WATER SURFACE PROFILE LISTIN TRADITION GOLF COURSE STORM DRAIN TRANSMISSION Q100 =58CFS STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUP ELEV OF FLOW ELEV HEAD GRD.EL. ELE L /ELEM SO SF AVE HF 1000.00 27.08 2.040 29.120 54.5 7.78 .939 30.059 .0 576.54 .00500 .005002 2.88 1576.54 29.96 2.040 32.003 54.5 7.78 .939 32.942 .0 48:95 .00500 .004906 .24 1625.49 30.21 2.062 32.269 54.5 7.67 .912 33.181 .0 10.51 .00500 .004517 .05 1636.00 30.26 2.141 32.401 54.5 7.30 .828 33.229 .0 JUNCT STR .00500 .002112 .01 1642.00 30.29 3.077 33.367 .5 .03 .000 33.367 .0 1 1 F0515P WATER SURFACE PROFILE LISTIN TRADITION GOLF COURSE EXISTING DUAL 30" RCP Q100 = 29CFS /PIPE (58 CFS) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUP ELEV OF FLOW ELEV HEAD GRD.EL. ELE L /ELEM SO SF AVE HF ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 119.00 29.24 3.100 32.340 29.0 5.91 .542 32.882 .0 3.50 .00286 .005797 .02 122.50 29.25 3.110 32.360 29.0 5.91 .542 32.902 .0 37.41 .00187 .005797 .22 159.91 29.32 3.334 32.654 29.0 5.91 .542 33.196 .0 83.61 .00191 .005797 .48 243.52 29.48 3.659 33.139 29.0 5.91 .542 33.681 .0 JUNCT STR .00214 .004884 .02 248.19 29.49 3.968 33.458 24.0 4.89 .371 33.829 .0 213.59 .00206 .003971 .85 461.78 29.93 4.376 34.306 24.0 4.89 .371 34.677 .0 39.60 .00202 .003971 .16 501.38 30.01 4.506 34.516 24.0 4.89 .371 34.887 .0 35.43 .00198 .003971 .14 536.81 30.08 4.629 34.709 24.0 4.89 .371 35.080 .0 8.00 .00250 .003971 .03 544.81 30.10 4.641 34.741 24.0 4.89 .371 35.112 .0 WALL ENTRANCE 544.81 30.10 5.367 35.467 24.0 .75 .009 35.476 .0 1 1 WATER SURFACE ELEVATION SECTION A —A (WEST CHANNEL) 0 v WATER SURFACE ELEVATION SECTION B —B (WEST CHANNEL) N M TOP OF LOOSELY PLACED VEGETATION MATERIAL �,— TOP OF RIP —RAP PROTECTION SECTION A -A SECTION B -B MANNINGS COEFFICIENT 0.030 MANNINGS COEFFICIENT 0.030 AVERAGE CHANNEL SLOPE 0.0141 ft /ft AVERAGE CHANNEL SLOPE 0.0333 ft /ft SIDE SLOPE 2:1 SIDE SLOPE 2:1 BOTTOM WIDTH (TOP OF VEGETATION MATERIAL) 19.53 ft BOTTOM WIDTH (TOP OF VEGETATION MATERIAL) 19.53 ft DISCHARGE (Q 100) 1,339 cfs DISCHARGE (Q 100) 1,375 cfs WATER DEPTH 4.01 ft WATER DEPTH 3.21 ft VELOCITY 12.10 ft /s VELOCITY 16.48 ft /s Worksheet Worksheet for Trapezoidal Channel Project Description 4.01 Project File c:lhaestadlfmwlsienna.fm2 Worksheet SEC A -A (WEST) Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data 4.01 ft Mannings Coefficient 0.030 ft' Channel Slope 0.014100 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 19.53 ft Discharge 1,339.00 cfs Results Depth 4.01 ft Flow Area 110.64 ft' Wetted Perimeter 37.48 ft Top Width 35.59 ft Critical Depth 4.48 ft Critical Slope 0.009375 ft/ft Velocity 12.10 ft/6 Velocity Head 2.28 ft Specific Energy 6.29 ft Froude Number 1.21 Flow is supercritical. 07/30/97 THE KEITH COMPANIES FlowMaster v5.10 10:11:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pape 1 of 1 Worksheet Worksheet for Trapezoidal Channel Project Description 3.21 Project File c:lhaestadlfmwlsienna.fm2 Worksheet SEC B -B (WEST) Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data 3.21 ft Mannings Coefficient 0.030 fl2 Channel Slope 0.033300 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 19.53 ft Discharge 1,375.00 cfs Results Depth 3.21 ft Flow Area 83.45 fl2 Wetted Perimeter 33.91 ft Top Width 32.39 ft Critical Depth 4.55 ft Critical Slope 0.009340 ft/ft Velocity 16.48 ft/s Velocity Head 4.22 ft Specific Energy 7.43 ft Froude Number 1.81 Flow is supercritical. 07/30/97 THE KEITH COMPANIES FlowMaster v5.10 10:09:12 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pape 1 of 1 ------------ - - - - -- Be in*:in Calculation C cle ------------- - - - - -- Discharge: 17.00 Discharge: 17.00 Beginning iterat Discharge: 17.00 Discharge: 17.00 cfs cfs Lon 1 cfs cfs 3 at at at at g y node I -1 node Outlet node I -1 node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -1 Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label Length I Size ( Discharge Upstream I Downstream P-1 120.00 18 inch 17.00 36.14 33.00 Label I Discharge I Ground- 1-1 17.00 36.99 Outlet 17.00 36.00 Elapsed: 0 minute(s) 1 second(s) Elevations --------------- - Upstream HGL I Downstream HGL 36.86 36.14 33.00 33.00 Project Tale: PEERLESS PLACE CATCH BASIN Project Engineer. DONALD L. SCHULZE c:lhaestad%stmc\peerlees.stm KEITH COMPANIES StormCAD 0.0 01/15/98 09:04:29 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe P -1 Section Material: Concrete Section Shape: Circular Section Size: 18 Inch Number Sections: 1 Description Invert Description Crown Discharge 17.00 cfs Capacity 9.54 cfs Mannings Coefficient 0.013 Hydraulic Drop 3.14 It Length 120.00 ft Energy Slope 0.026194 ft/ft Constructed Slope 0.008250 ft/ft Upstream Velocity 9.62 ft/s Upstream Flow Time 0.00 min Average Velocity 9.62 Me Pipe Flow Time 0.21 min Downstream Velocity 9.62 Me System Flow Time 0.21 min 33.00 34.44 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 31.99 36.99 33.49 3.50 4.15 36.14 37.58 Downstream 31.00 36.00 32.50 3.50 2.00 33.00 34.44 Messages: Profile: Pressure profile. Information: Surcharged conditlon Project TRIe: PEERLESS PLACE CATCH BASIN Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\peerless.stm KEITH COMPANIES StormCAD v1.0 01/15/98 09:05:12 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 i Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 01/15/98 FIIe:S10J.0ut THE TRADITION HYDROLOGY - 10 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S10J Hydrology Study Control Information English (in -lb) Units used in input data file Keith International, Inc, Palm Desert, California - S/N 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition= 3 2 year, 1 hour precipitation = .0.550(In.) 100 year, 1 hour precipitation = 1.600(In.) Storm event year= 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.982(INHr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1475.000 to Point/Station 1477.000 *"* INITIAL AREA EVALUATION **" Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 13.271 min. Rainfall intensity = 2.392(ln /Hr) fora 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.717 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 5.141(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1475.000 to Point/Station 1477.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow.area = 3.000(Ac.) Runoff from this stream = 5.141(CFS) Time of concentration = 13.27 min. Rainfall intensity = 2.392(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1476.000 to Point/Station 1477.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00545 s(percent)= 0.55 TC = k(0. 300)`[( length "3) /(elevation change)] "0.2 Initial area time of concentration = 10.615 min. Rainfall intensity = 2.728(INHr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.138(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1476.000 to Point/Station 1477.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 7.138(CFS) Time of concentration = 10.61 min. Rainfall intensity = 2.728(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.141 13.27 2.392 2 7.138 10.61 2.728 Largest stream flow has longer or shorter time of concentration Qp = 7.138 + sum of Qa Tb/Ta 5.141 * 0.800 = 4.112 Qp = 11.250 Total of 2 streams to confluence: Flow rates before confluence point: 5.141 7.138 Area of streams before confluence: 3.000 3.000 Results of confluence: Total flow rate = 11.250(CFS) Time of concentration = 10.615 min. Effective stream area after confluence = 6.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1477.000 to Point/Station 1480.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION'"' Top of street segment elevation = 41.000(Ft.) End of street segment elevation = 38.000(Ft.) Length of street segment = 606.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.125(CFS) Depth of flow = 0.479(Ft.), Average velocity= 2.159(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.137(Ft.) Flow velocity = 2.16(Ft/s) Travel.time = 4.68 min. . TC = 15.29 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.706 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000. RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Rainfall intensity = 2.200(in/Hr) fora 10.0 year storm Subarea runoff = 3.107(CFS) for 2.000(Ac.) Total runoff = 14.357(CFS) Total area = 8.000(Ac.) Street flow at end of street = 14.357(CFS) Half street flow at end of street = 7.179(CFS) Depth of flow = 0.492(Ft.), Average velocity = 2.207(Ft/s) Flow width (from curb towards crown)= 17.748(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1477.000 to Point/Station 1480.000 "'" CONFLUENCE OF MAIN STREAMS*"* The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 8.000(Ac.) Runoff from this stream= 14.357(CFS) Time of concentration = 15.29 min. Rainfall intensity.= 2.200(In/Hr) Program is now starting with.Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1478.000 to Point/Station 1480.000 INITIAL AREA EVALUATION "" Initial area flow distance = 1033.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.01839 s(percent)= 1.84 TC = k(0.420)•[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 14.995 min. Rainfall intensity = 2.225(INHr) fora 10.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient 0.708 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 2.677(CFS)' Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.600 ++++++++++± ++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1478.000 to Point/Station 1480.000 CONFLUENCE OF MAIN STREAMS'""' The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 2.677(CFS) Time of concentration = 15.00 min. Rainfall intensity = 2.225(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.357 15.29 2.200 2 2.677 15.00 2.225 Largest stream flow has longer time of concentration Op = 14.357 + sum of Qb la/lb 2.677 ' 0.988 = 2.646 Op = 17.004 Total of 2 main streams to confluence: Flow rates before confluence point: 14.357 2.677 Area of streams before confluence: 8.000 1.700 Results of confluence: Total flow rate = 17.004(CFS) Time of concentration = 15.293 min. Effective stream area after confluence = 9.700(Ac.) End of computations, total study area = 9.70 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.445 Area averaged RI index number = 32.0 ------------ - - - - -- Beginning Calculation Cycle --------------- - - -- Discharge: 8.50 cfs at node I -1 Discharge: 17.00 cfs at node I -2 Discharge: 17.00 cfs at node Outlet Beginning iteration 1 Discharge: 8.50 cfs at node I -1 Discharge: 17.00 cfs at node I -2 Discharge: 17.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: PIPE 'I2' Surcharged condition Information: PIPE 'I1' Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------ - - - - -- Hydraulic Grade Label I Length I Size I Discharge I Upstream I Downstream PIPE 'Il 36.00 18 inch 8.50 34.81 34.58 PIPE 1I2 62.00 24 inch 17.00 34.35 34.00 Elapsed: 0 minute(s) 1 second(s) Project Title: PEERLESS PLACE CATCH BASIN Project Engineer: DONALD L. SCHULZE c:Vum4ad)stmc4peerlees.stm KEITH COMPANIES StormCAD 0.0 02/12/98 09:32:41 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ----- - - - - -- Elevations --------------- - Label I Discharge Ground I Upstream HGL I Downstream HGL I I -1 8.50 36.99 34.99 34.81 I -2 17.00 37.18 34.58 34.35 Outlet 17.00 34.00 34.00 34.00 Elapsed: 0 minute(s) 1 second(s) Project Title: PEERLESS PLACE CATCH BASIN Project Engineer: DONALD L. SCHULZE c:Vum4ad)stmc4peerlees.stm KEITH COMPANIES StormCAD 0.0 02/12/98 09:32:41 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe PIPE'11' Section Material: Concrete Section Shape: Circular Section Size: 18 inch Number Sections: 1 Description Invert Description Crown Discharge 8.50 cfs Capacity 7.43 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.24 ft Length 36.00 ft Energy Slope 0.006549 ft/ft Constructed Slope 0.0055000 Wit Upstream Velocity 4.81 We Upstream Flow Time 0.00 min Average Velocity 4.81 ft/9 Pipe Flow Time 0.12 min Downstream Velocity 4.81 We System Flow Time 0.12 min 34.58 34.94 Grade Elevatlorw Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 30.99 36.99 32.49 4.50 3.82 34.81 35.17 Downstream 30.81 37.18 32.31 4.87 3.77 34.58 34.94 Messages: Profile: Pressure profile. Information: Surcharged condition Project Tide: PEERLESS PLACE CATCH BASIN Project Engineer: DONALD L. SCHULZE c: tedWtmclpeer"s.stm KEITH COMPANIES StormCAD v1.0 02/12/98 09:33:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 � M , Detailed Report for Pipe PIPE'12' Section Material: Concrete Section Shape: Circular Section Size: 24 inch Number Sections.: 1 Description Description Discharge 17.00 cfs Capacity 20.31 cis Mannings Coefficient 0.013 Hydraulic Drop. 0.35 ft Length 62.00 ft Energy Slope 0.005648 ft/ft Constructed Slope 0.008065 ftht Upstream Velocity 5.41 ft/s Upstream Flow Time 0.12 min I Average Velocity 5.41 We Pipe Flow Time 0.19 min Downstream Velocity 5.41 We System Flow Time 0.32 min 34.00 32.21 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 30.71 37.18 32.71 4.47 3.64 34.35 34.81 Downstream 30.21 34.00 32.21 1.79 3.79 34.00 34.46 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: PEERLESS PLACE CATCH BASIN Project Engineer. DONALD L. SCHULZE c:%aestad\strw\peedess.stm KEITH COMPANIES StormCAD v1.0 02112/98 09:33:20 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Inlet: 1 -2 Rim: 37.18 ft C% *n n -7 ,, im24.RO W 0 +O0+110+20+30+40+5G+60+70+80+ Pipe: PIPE Up Invert: ."°f? ft Dn Invert: 30.21 ft Length: 62.00 ft Size: 24 inch Inlet: 1 -1 38.00 Rim: 36.99 ft Sump: 30.99 ft 37.00 36.00 35.00 34.00 . Elevation ft 33.00 32.00 31.00 30.00 )+00 Pipe: PIPE '11' Up Invert: 30.99 ft Dn Invert: 30.81 ft Length: 36.00 ft Size: 18 inch Project Title: PEERLESS PLACE CATCH BASIN Project Engineer: DONALD L. SCHULZE c:V%aestadXstmc%peertess.stm KEITH COMPANIES StormCAD v1.0 02112/98 09:34:04 AM Hearted Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)75&1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- �Dirscharge: 16.00 cfs at node NODE 1460 Discharge: 16.00 cfs at node J -1 Discharge: 16.00 cfs at node EXIST DRYWELL Beginning iteration 1 Discharges 16.00 cfs at node NODE 1460 Discharge: 16.00 cfs at node J -1 Discharge: 16.00 cfs at node EXIST DRYWELL Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: EXIST DRYWELL Known flow propagated from upstream junctions. Information: J -1 Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------ - - - - -- Hydraulic Grade Label I Length I Size I Discharge Upstream I Downstream PIPE 'Jl 140.00 24 inch 16.00 31.75 30.86 PIPE 'J2 160.68 24 inch 16.00 30.86 20.63 Elapsed: 0 minute(s) 1 second(s) Project Tale: TRADITION - NODE 1460 Project Engineer. DONALD L. SCHULZE c:Vuwsted\stmctrsd1460.stm KEITH COMPANIES StorrnCAD v1.0 02/12198 09:28:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ----- - - - - -- Elevations --------------- - Label i Discharge Ground I Upstream HGL I Downstream HGL NODE 1460 16.00 34.62 32.07 31.75 EXIST DRY 16.00 20.63 20.63 20.63 J -1 16.00 37.00 30.86 30.86 Elapsed: 0 minute(s) 1 second(s) Project Tale: TRADITION - NODE 1460 Project Engineer. DONALD L. SCHULZE c:Vuwsted\stmctrsd1460.stm KEITH COMPANIES StorrnCAD v1.0 02/12198 09:28:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe PIPE'J1' Section Material: Concrete Section Shape: Circular Section Size: 24 Rich Number Sections: 1 Description Invert Description Crown Discharge 16.00 cis Capacity 16.00 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.89 It Length 140.00 It .Energy Slope 0.005297 ftAt Constructed Slope 0.005000 ft/ft Upstream Velocity 5.83 ft/s Upstream Flow Tune 0.00 min Average Velocity 6.21 ft/s Pipe Flow Time 0.38 min Downstream Velocity 6.60 ft/s System Flow Time 0.38 min 30.86 31.54 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL Upstream 30.12 34.62 32.12 .2.50 1.63 31.75 32.28 Downstream 29.42 37.00 31.42 5.58 1.44 30.86 31.54 Messages: Profile: Mild subcritical drawdown profile (M2). Project Title: TRADITION - NODE 1460 Project Engineer: DONALD L. SCHULZE c:Vwestad\stmcltrad1460.stm KEITH COMPANIES StonnCAD 0.0 02/12/98 09 :28 :28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe PIPE'J2' Section Material: Concrete Section Shape: Circular Section Size: 24 inch Number Sections: 1 Description Description Discharge 16.00 cfs Capacity 61.54 cfs Mannings Coefficient 0.014 Hydraulic Drop 10.23 ft Length 160.68 ft Energy Slope 0.065381 ft/ft Constructed Slope 0.085823 ft/ft Upstream Velocity 6.60 ft/s Upstream Flow Time 0.38 min Average Velocity 5.84 ft/s Pipe Flow Time 0.46 min Downstream Velocity 5.09 ft/s System Flow Time 0.83 min 20.63 17.63 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 29.42 37.00 31.42 5.58 1.44 30.86 31.54 Downstream 15.63 20.63 17.63 3.00 5.00 20.63 21.03 Messages: Profile: Steep subcritical backwater profile (S1). Profile: Composite profile. Profile: Critical depth assumed upstream. Profile: Pressure profile. Profile: Hydraulic jump formed. Project Title: TRADITION - NODE 1460 Project Engineer. DONALD L. SCHULZE c:lhaestad)atmcVrad1460.stm KEITH COMPANIES StormCAD 0.0 02/12/98 09:28:46 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Inlet: NODE 1460 Rim: 34.62 ft Sump: 30.00 ft 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 Station ft 36.00 34.00 32.00 30.00 28.00 26.00 24.00 22.00 20.00 18.00 16.00 14.00 3 +50 Elevation It Project Title: TRADITION - NODE 1460 Project Engineer: DONALD L. SCHULZE c:Vhaestadlstmc\trad1460.stm KEITH COMPANIES StormCAD 0.0 02/12/98 09:30:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Junction: J-1 Rim: 31.63 It Sump: 29.42 ft "'zz, Up In Dn In Len ert: 30.12 It ert: 29.42 It : 140.00 It Size. 24 ipe: PIPE 'J2' n Invert: 15.63 ft ength: 160.68 ft ize: 24 inch Outlet: EXIST MRYWELL Rim: 20.63 It Sump: 15.63 It 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 Station ft 36.00 34.00 32.00 30.00 28.00 26.00 24.00 22.00 20.00 18.00 16.00 14.00 3 +50 Elevation It Project Title: TRADITION - NODE 1460 Project Engineer: DONALD L. SCHULZE c:Vhaestadlstmc\trad1460.stm KEITH COMPANIES StormCAD 0.0 02/12/98 09:30:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- •,Dimscharge: 5.00 cfs at node NODE 1470 Discharge: 5.00 cfs at node Outlet Beginning iteration 1 Discharge: 5.00 cfs at node NODE 1470 Discharge: 5.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge I Upstream I Downstream PIPE 'K' 184.00 18 inch 5.00 30.19 29.10 Elevations Label I Discharge Ground I Upstream HGL I Downstream HGL NODE 1470 5.00 33.83 30.40 30.19 Outlet 5.00 29.10 29.10 29.10 Elapsed: 0 minute(s) 2 second(s) Project Title: TRADITION - NODE 1470 Project Engineer: DONALD L. SCHULZE c:Vuwmtad\stmc\1rad1470.sim KEITH COMPANIES StormCAD v1.0 02/13/98 08:41:27 AM Haestad- Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe PIPE W Section Material: Concrete Section Shape: Circular Section Size: 18 Inch Number Sections: 1 Description Description Discharge 5.00 cfs Capacity 15.46 cfs Mannings Coefficlent 0.014 Hydraulic Drop 1.09 ft Length 184.00 ft Energy Slope 0.007170 ft/ft Constructed Slope 0.025109 ft/ft Upstream Velocity 4.77 We Upstream Flow Time 0.00 min Average Velocity 3.80 ft/s Pipe Flow Time 0.81 min Downstream Velocity 2.83 ft/s System Flow Time 0.81 min 29.10 26.21 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 29.33 33.83 30.83 3.00 0.86 30.19 30.54 Downstream 24.71 29.10 26.21 2.89 4.39 29.10 29.22 Messages: Profile: Steep subcritical backwater profile (S1). Profile: Composite profile. Profile: Critical depth assumed upstream. Profile: Pressure profile. Profile: Hydraulic jump formed. Project Title: TRADITION - NODE 1470 Project Engineer. DONALD L. SCHULZE c:Vv9estad\stmcltrad1470.stm KEITH COMPANIES StormCAD v1.0 02/13/98 08:41:37 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Outlet: Outlet Rim: 29.10 ft Sump: 8.00 ft Inlet: NODE 1470 35.00 30.00 25.00 20.00 Elevation ft 15.00 10.00 5.00 0 +00 0 +20 0 +40 0 +60 0 +80 1 +00 1 +20 1 +40 1 +60 1 +80 2 +00 Station ft Project Title: TRADITION - NODE 1470 Project Engineer. DONALD L. SCHULZE c:VmmxAad%tmctrad1470.stm KEITH COMPANIES StorrnCAD v1.0 02113/98 08:41:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Su p: 29.33 ft Pipe: A Length: Size: PIP Invert: Invert: 1 18 ir W 29.33 24.71 4.00 ft ich 35.00 30.00 25.00 20.00 Elevation ft 15.00 10.00 5.00 0 +00 0 +20 0 +40 0 +60 0 +80 1 +00 1 +20 1 +40 1 +60 1 +80 2 +00 Station ft Project Title: TRADITION - NODE 1470 Project Engineer. DONALD L. SCHULZE c:VmmxAad%tmctrad1470.stm KEITH COMPANIES StorrnCAD v1.0 02113/98 08:41:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I- LL: LU DATE J613 NO. FB - PG SHEET - OF 4510JA CLIENT M JOB NAME DESCRIPTION -rD PO PIZoPoSeD vrqwsLu 6Rs.+ Ak 0. 4,0. E5 0 +53 34-io .... ... tL -- t 7o A reze 4. AWEL 41 1 DATE Z-/1- !9 JOB NO, 4oz,5' FB ___. pd SHEET OF CLIENT 5 JOB NAME=b IT•) 0.0 DESCRIPTION '1'b PO DIW uJEU, AREA C DQy WELL 4ye- VT 10A/ — �oil P- EL' 37.a'r -- - - - - -- - -- - - -- - -- — ..: .z . So, 7 - ... _ z 7_ t - - - - - - -- - - -- ----- _..�_i —.. -- `1-7� 0_. 34-c ..47 ._..._... .:. lip -- -- . -- -•ice -- - �--__- --- - --•�' ��------------ � = - - -- I _. LL W t LL w OATE Z -11-gB FB PG - 'Jog- NO. 40Zlip SHEET OF CLIENT JOB NAME 'X•DlTlotJ DESCRIPTION ^TDPO ?R0P0sc'3 D2`I Wes- 06A f -- ........... . ---- - -- - -- _ -- -- - - -- - -__ I P�7 - -- -- ---- -- •--- - - - - -- --- --- -- ... -- - -- - - -- - - -. _._ ._ � � : 35.7. _._..._.. - . L o T z(. . — = -- - - - - -� - - - -•- - - - -- ._ . to3_ 7.S �r was - - cLE v+o i 3 w ti T w U Q DATE ! -21 46 JOB NO. C `✓ CLIENT JOB NAME FB r6 SHEET OF I)ro0 r � oa90 f� �� . �� .tins~ .f�t.'-tis .�r'` ✓ "''`� _ 1.,1 7 lJ-I` 7MY ..tea V :.PE=38 E- x.00' 00'8. 80.00' a. 7 +64.15'A `'L 1 Tlo1 +, t .n lJ-I` +64.15'A `'L 1 Tlo1 +, t .n IL cl LA2 > ln 4 ���r --mil - ' � ..�,• �� .,- ni i � '\` \ �� _ ro LN 1,4A cro U-i Cr LM 'o It 6,9 16.84 50 'Qj t 'o 4. A. - l- - 1.__ T_ ;_ -Old - -- L 00 cl Ay11 li ROF1 HOROot VER', I C 10'x 10' + 7 =10' ROW RIP—RAP 6.49 17+00 Cb fj 3/91 Cb .9 0 * E-v a f. 00 37.32 0 N P FS. ic P 3 10, PUE -i + -76jl� 14 FL �A PROP SEWER 38 T6 I {c1ga I " -- Imo' I 1 3� D C�� = n c�S ?-o LF t 2'' Dip �3 24 q�P �1 �L 13702 500 S,FEIS. FILLER 5 SQUARE 42 -301 SO SI IEETS EYE -EASE' 5 SOU 3E NNdf/01181 sB�� 42 -302 TOO SHEETS EYE:EASE- 5 SWARE 42 -309 200 SHEETS EYE EASES 5 SQUARE 42392 1OOREC'YCLED MITE 5SOUARE 42 -399 200 RECYCLED WFiIIE 5SQUARE _ S. ,:lT 1l Ie'' uP I&D2,� 3�oz' 2.2 r- A vvcp `�- 22-: 1 r !1 t f f �A k ------------ - - - - -- Beginning Calculation Cycle ------------------- Di,90arge: 8.50 cfs at node I -1 Discharge: 17.00 cfs at node I -2 Discharges 17.00 cfs at node Outlet Beginning iteration 1 Discharge: 8.50 cfs at node I -1 Discharge: 17.00 cfs at node I -2 Discharge: 17.00 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -2 Surcharged condition Information: P -1 Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 Label P -1 P -2 ------ - - - - -- Network Quick View Length I 36.00 80.00 Label Discharge I -1 8.50 I -2 17.00 Outlet 17.00 Elapsed: 0 minute(s) 1 Hydraulic Grade Size Discharge Upstream I Downstream 18 inch 8.50 34.92 34.68 24 inch 17.00 34.45 34.00 - - - - - -- Elevations --------------- - Ground I Upstream HGL I Downstream HGL 36.99 35.09 34.92 37.18 34.68 34.45 34.00 34.00 34.00 second(s) Project Title: PEERLESS PLACE CATCH BASIN Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\Peerleas.stm KEITH COMPANIES StormCAD 0.0 01/15/98 10:20:57 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7555-1666 Page 1 of 1 r Detailed Report for Pipe P -1 Section Material: Concrete Section Shape: Circular Section Size: 18 inch Number Sections: 1 Description Invert Description Crown Discharge 8.50 cfe Capacity 7.43 cfe Mannings Coefficient 0.013 Hydraulic Drop 0.24 ft Length 36.00 ft Energy Slope 0.006549 ftRt Constructed Slope 0.005000 ft/ ft Upstream Velocity 4.81 ft/s Upstream Flow Time 0.00 min Average Velocity 4.81 ft/s Pipe Flow Time 0.12 min Downstream Velocity 4.81 ft/s System Flow Time 0.12 min 34.68 35.04 / 1 Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 30.99 36.99 32.49 4.50 3.93 34.92 35.27 Downstream 30.81 37.18 32.31 4.87 3.87 34.68 35.04 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: PEERLESS PLACE CATCH BASIN Project Engineer: DONALD L. SCHULZE c:VuwstadNstmclpeerless.stm KEITH COMPANIES StormCAD v1.0 01/15/98 10:28:13 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755.-1666 Page 1 of 1 I, -r Detailed Report for Pipe P -2 Section Material: Concrete Section Shape: Circular Section Size: 24 inch Number Sections: 1 Description Invert Description Crown Discharge 17.00 cfs Capacity 20.23 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.45 ft Length 80.00 ft Energy Slope 0.005648 ft/ft Constructed Slope 0.008000 ft/ft Upstream Velocity 5.41 We Upstream Flow Time 0.12 min Average Velocity 5.41 ft /9 Pipe Flow Time 0.25 min Downstream Velocity 5.41 ft/s System Flow Time 0.37 min 34.00 34.46 Grade Elevations Location Invert Ground Crown .Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 30.71 37.18 32.71 4.47 3.74 34.45 34.91 Downstream 30.07 34.00 32.07 1.93 3.93 34.00 34.46 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: PEERLESS PLACE CATCH BASIN Project Engineer. DONALD L. SCHULZE c:Vwestsdlstmc\peeriess.stm KEITH COMPANIES StormCAD 0.0 01/15198 10:28:31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1686 Page 1 of 1 �, � .".. "" ." t - -W, .; �,, . I-,,,,,- ".1 - -�-, - I, --- - .� 1, -, , - 1-r.� 'Ar"J All� K. -+ a�,.,�p 'a , , 1 � r,4,-1,F;`�Nk`j , , , I, (� � , , - 1� - -Y.- 1. - 11-1 ) 'I- )" , *-� � ".'i -_, , ,.,:�', ", �:t,��P,�-!�-.�, -, 11, 1. -� "I I , '-'-, -,;,�'A A�.� �V, ,�, ,AV.7'lt:.',lr-�X, , , - "I. ".1, ", 't:'.• " , I .4" 11"- 'jp-,:-J,.� , . , ,�'. '-- � , . -0 I -. . . I . '�' ��-1 �-� � , - "I'll ,". -.,- '. ,.- I' -", , " , , , " . . "T - , .. " t- I ". , ,I., , 'I, , I 1- I , .1 '-.�� �e -� � � ,- " � . - - " :,y I , ,�,,i , , � , - � - - -1 .. " i� � , , � I � . � - , '. �) , , , , " % I, , , , , �p .. ,,.1 ,'. ,.?I , ., I I - -,�, -- - � 1, ,ri � I 14� -11. ,-,�14 -- I -.I- " " . , , t, ,,�-, ", , - , v '.. .;��'- - , �,� , V :.-, , i- -1 . I - , -� - �, , �� '- 1. �,i ^,I,,- ,,,,,,, , , L I -, ,`-N-�, 4 - *�,�, " * � - -�. ", . , . : � -,. -�-. �, . , , , - ,� , - , w- -�-� I I . �-' � ., �' , - - I -� -.,- . � � ; - �.. "'. -, " �? . . . ;l , �t -. , �.' - '� '--." , --� 'i�,,I-.�, , �-, - - ,", ,o., , , - " " ), . I, , � - " " �- - --- '. , . . � . .11, , , I "' ` , � - - , I ,,, , ;" - --v , , ; �x , 1,---�,, e, � '- - 11, -: -� � -,� , � ,c , �-, ;. " " 1- - , -.--, I ,, I � j . � 'T - , I I . - ' I ,,.'- - 0, - 71 '[,s: - - .Z ".. � - " - - - - - - � " , , . , �� I , 'I:., j � , ,," . . - , 4 - ;,�, , �-�,_ .- 1- �-1 I .". ,� "', .". , i,,% 11 .- "q, � , I. -. ..� � � - S, L� --.,r,r ,,"4 � 11,2" � ,.��-� �', ; , - -'� "".. -,* , , ", , -,"- I, , � -', .- " , z . -- , , � ;... . . , I ,'��,� V" Z -,;�.. j - � - I,� , 1, . - . . , , �, , , � I, - .� "� . ,_�, - - , I � -,� '�; � '..- � � ,J,�' , %, , - , , /- � �, , . - : -,-voe;-,,� ., , � .. , . 4 '. - -'. � -, , P. , " 0 -,""I '.. .;. , �% . , � �� ,L " " , ,c , , . " .- � -�, - I , " , " - '. - , - .I , 11" .".1 -. ; ". � ,� Ii . , - ,I ; �, - , . I I , ", , , " - ,,- , , - -:1 -I , ,� ��, , - , , -1 -, r , - - L , � -�r` - '. � , - : . . ,L:: t".-,. `�, w , , �* - �, I I �;..�e �� ' �- ,� � - . ;.' , '- ',-*�,tj - '. .. " ,- � � , , . ,'E-��- " , .�. �, *�e -. . �- , I , , . -1 -�.,., 1, �l ,-'I" � - � - t, ,A � 1� , � . I " ,�, � -- -,." -r ,'- - - " . . ,4,- . , " , , � ;, . .- , ., . .- , ,- - . � , . - , , 1. �, , V; . , ,-, I - - , �, �!,--: , " " , � , . - - � � I ,+ � " , . - , , ,,-, ,,,��, �1, '.1 �11 j"--, 1 ". " -, ,I-,,. . , � I -;-. k-, , , ,--, , . . '- " .. � I , ,, -�, , , � I - , -1 , f ��, ,e,;--�l - - � , -,," ":=, " -J. j i 7', , * , , , . -1 � . , . , I �� , - , - I , - ,-� � I , , , -,,. 4- k - I - �A : - . "i, " - '. � " " t* ,,,, , ., s . , i-� , ;% , �. I: , , ; . , �- " , , J , - . - . - - 4 , , . .�, . . ", - - - �-j.`--. - -� 1. . " � " , I 1 I . . I .1, ; e ,,* " -t ., ,,� , " -�l V-- " - , � , � � , ."', -, � z,. -:- - ,�- -;V , -`�' 'el - , � , , , -�', " �'- -- *. -1., I -,I,-E,, , ,"-" .", , . , I- I I " � I ,-� ; , I, , - - �l , ", , � I � � - A., t , - � �� . . �t: � " �, ,,.-� , 1 , "", ',,.�.-,. , '. , , I . '. . �. .1 , ,�, - -j" ,,, , ., �', ; � ...... , :f,_', 11 � ..11,� I I. lZr�%, . -i.".", , ,% " , ." ,,;-,,, I ., . � Tr � ,A - �-,- ,I , ,?% - "j, ,..-,i-.,-1 ,j. - I I " - ;e, -, - -,. - ' "I, " - , , . , - -- , , ,� I 1 ;, &V ;- t, , s'. ""p, ,,�",�"'; , , �l I "I � � - �ie-'--', � ,. , 1 - ,; - �- ti� �- � , ,�� - -�.� " ,,,,, - - , I 1�7,� -, � , -, � , 1, - - - .�' '. . . - _ - �, , ' ' "..". ,,,, . -,--"�,&�� '�`� -�, '%. F,'.' - , 1'--�Z-k' 1, � , �� . .,�� . �z ,�.!, - -, � " ,� ",, .... .. 7-,' 1, � , , , - I ,,� - -, a , � �` , . , � ." , .. , - - `- - , , - � , 4 -1:11 1,, -1 . :, � � j . ',I 1',', ,,". L, ,� I . � � - I ' .,,.t' , I . T '�, " , � - � ��: "T..), '. ,,:. I _1 , , - '4,. , , ,� -,� ,,, , " ", . -, ', - - -i" ,,�'i t � , - � 4 � , ,,, � ��. ,., , 1 L. ,�, t - , � � 11.1.� , . ��4, '. qy"* -�,,;� � ", -� , I .71 � , " .. '. l I " I , . I � I � - , A , - I. , I � �-, ��t I qj, , �-� " �,` - " �, 4, " - .,,;,. , - , �; �-"),'��-�,,,�_ � �,,I I, . �',�, I � ` - - - '.A, ,--�,� ". , -" , , " , . �� -11 11 " �, �r , , � "O. -It �' li--:� '. *�',,, :. .1 - , , , . .i -Z, .'. '. -, 1 , ,* L�� ,-, - ! fi, . , I �� " � 11 11 ". . t� 12, I .1 � � ," �,, , ,� � , ,, , , %, , , . " - � ", -, I - A- , -%.',3�;q; 01� , 1 - ;,�l ,.i,l - . - I I -- -I 1� t -I � ", , , ", t ; , � I - , , - - - I I " T .k� _.V ,�, .; � _ __ ,, , ," L - -1. . , - 11 - � - '�, 1h., , I , �r. ('i' ". I . -- - I , I y , q , , , ,�'; .� ,�,�� : , y� , ,, �;Q� -,. �, 1�e , " k� t. :L . , - ��j, -,,-: " :-, ,�, V- I , , I . 't '4I - � � . , . , ; .. -, . � � " , I �. , , , . , . , I - � I o-, -17 -11, IT - I , -'- - . . - . � ,,, � L, - , ,.- ! I , , %",t�� " � ,� � � , - 1. I ` � - , , ,r z - 1 � ', I 11 � ..--jj,,4 - - - �� - - „, �� v,� �,�.�. I :�r .�-Y,,j , _�,.,,. I,”. „� ♦,'; ;, ,_ ,0�,�, , � ... �-, 11 .p e " , 1 ,�, , _ �j , ;-'��-- Y”- T1, " - - � ,�,�; . �,,v , vv�;- �- 1.11. . ,",'� " _. �f , ..".. '1 1. ,. 7, --,�7 ,i 'r,'�.;4�t ',4 �I,., � L.:, �, � , "'-�' :" tv, I. , . , ,�---, - -N;-ll,-; .� .1, I - .. . %1.- I . - I"r, � " �. ,�,�,,,-,:�-� , ". , , - 1-- - - j,- ;-.- .1 � , 1 - , . 'i" ��_ " ,, ", ' , . ' "' �' I �', ", ,-f' I -�. , ,-,. ,.- �;:"��,_ _ _',, ,� . � . q �� I 1,,L� '-, -, 1�, �.:� I ,,, I,�� -, I 2 -- - -1, ,0 'y t - � , , � " � ,, - , , , - , -1 - . ,'-�� ,- ir , i, s 1,- . , ) , . Va". I 11<4` ".. 1, � I ,f, '-'-�,,,, ".1 " -� .j J , 'I. I , , ", � , ". - I , - , ' . � -,w� - , r.4 , �: , " 1:� I . I - .� �, . , 1, i, ., ., , ,�l -- 1� "--" , , � ,'�: -- , , " �� 11 - Ill 1, - . - 4I .-, , , .� -11�1 1. �,-, � ,,, �, , � - , �', , , . �j "i W O � - , - , ". , -. . -4, "��- -,� - ,;, . , �1, r", ,- " - . , T, " - W '. -I" !�`,J � 5 ,�-. -�-. I I . ..:, 1,-,",'� P� :I � , - , � I " I , , �rk �1111 1� I ;-I �,.� -- �,, . , , , , 11 - .. , ,.W; � t!' 1 � - 'I- .. . " �- .. � . ", L%r. , ,�� , 51 _r , , �11 , - � , ",;& . , , - I - , I , � � , I, ;C, ,, ,-,�),, �:k(., ,� , - � , �- , ., -, , -,-�-z- ---,,-,, - - �,,,,,, � ( 3 "�- , , - . . �l 4��.' , - - " ,?�- - I •� I �, _ ,I f,e, , , � � . ') -- -- " .. - - " , e I , ,7,,, 1 ." .-,�, i� - , , ; 4A, - I ,,-v �!l ,'/ , . . �- I , -":, ll�; - , - -�,- -- " N - - - � "I. -� � �1, 1, � .*, _, - ", I , I" , * � , _ , r ,�'V ',,�,-,j �,,�.',;� , . � . . -, , I '. .1 . -, � ,� , ", ,�-�,-'. '. 'e�,5'1 - . .'�. ; - I I 1- , - - - �, , � I . , , (, . I �,fI. ;�, , -, , '�i- ; -'.& � � , . . ., I" -, ", , -, I -, , , .�� I ,, 1. ,� " . 1, - ',�.- , , '. v I , , , � T .�,�,-,-'., ,,��, - e !-'� ,l , I - � ; ".A I. , , , , , , � .. � -- .-, I � � , 1, � ,�, - � " , , � �-"l ,.-Z". I . •-�,,. ,P, �1-', ..�. ..I, ,-�,,, ... . , . , , . I' , ; �-' ." . , " % . . , " " -,� , - -," " - ", �-. o' - 4 : , �-',.',�,�,;, . . . 1 .�,--,� � - - . , , , - - . , I �' . . � 1� :1 � - - I . . I, . - , � �'� . .r I . . I . L. - , - . ,v .&, 1, -1 . 11 . � � I , , ,"t ;'- "S" -J�-J,,, 'k, �,�� ,- 1� ,.' �,,�7, "�l -_ -.1 --- � � . .'.� � � - , , - . � , , I ,�, _ -, . , - " �, , " .� , ' le - ' ' - " - �-4- I: - "' " - �.. . I. I., . 6, . - ' ". ,,-7 � --4`I,,� ".'-I - I , �� � , I'. �� ,�, .. -: . ., , . � ,� 1, ,�,' " . , Iv, il I.;- " , , � ;,. 11, 7 - , . �� �'��*,� ., � , 1, �lw . -% , 'L .' "% :, . - . il , ,� 1�,l ,,., -, � ,,� -� ., -.� � 1� '� . � 1, - - t -� - -1 , - -- - '�'l Z �t,;-��'- ." - le, -� q, I -k. I.1, - , , : I, 41 -i,,-, - , - I : - - - �;, � , - , .. " , . -1 " , , � 1�11 - I , ,.� I , - -, - , z '.1 -I, - , , ,,�, - - I . a-� ,I. -��,,,- - tt 4 -,r% ,". � , - ,I', C-1111-11 -�,,"',� "" "I" , �l �, - , , - - . - ,, ��r� . ,", . ,. q �� - " ��.,�"e , " - , ;. , , , I - ., - , , �,." . � . o", -, x , � ;,, k'-�- ��,... , �.,-� ;" `- . , " .-Il -- . JPV . � . � ,, :�-%-,,�; 1�,,� �, , - , . I 1,- �,_,,�- tp -, -z;�. I I,- ,�l -,' e', ,4 , 1 ,6,.";"�' Lf.*, .1� t ." �� � •I - - . , , . " �� ?,� L� .� � -;: , ,Iv�, .�, .1 - �. '. I . � - ,',A � , -11,- -11�-,--," ,,- -:�; ,�,,W':!,�'-;,�,, , - -,i,:,",,��lj, )� �; �It � 7,1�,--- ',�' �-,� � �. . � , ", , ,�. ., �� � , - , � 11 I ", ,�� " - ,,,l -,�-. , , "', - � ; ��', ,:, * ,x � " �, ::�' , �,,,, " v . , , -4: � �k�'z�-, , .-- � - 1, , -,�, ,I,,�,, t, '.�'t, " "t, - - ,;;o :-��,,,,�- ��- �. ,,�,. I 1�, ." ,-,, ".. -� �, - fl I ,,.,, � � �,.�'- , , %. '�'; '4 -�' - 1, 3 -,4, , �-, ,,�- - � � � � . I , 1�- 'i " , t� � - ��- 't - I , ,�� -, , � - , �� -v - ,,� , I ., , , , ,,- ::�'-4"T- , " , ��.; �-i,-,-,�, � I V - , , - ✓,,, -- � ." ., ? i , -( , - 4� -?� -l'." L �l , t I Y4� ., 4,- - �,l -,� ., z �, I " L . � , '�, 1� -- - ' I J�- - �' � ' jj�'. f' I "�� I �l - 11 , I , , , -`t, , , .-i", t. f1l, - - &, � , 11, - I � , _ . .. , ,L .1 1, ',A'_%, .jp, k -,;�'-.--� �-'r�, 1 4 'A ll,-�� � , iFl -'r , ,+ ,' .�. � --1 , . . f, . - F u � , Z" , - v ,-v - -,-�,,� 'I � ;, � i , ,,, Y.-� -�-- �, 1.* , - , _ ,��f._" ', , I 1 -4 , , - � ", � �. I o �) . , . L�I. 7 . �- 4r. !�'.: 1'j'�;- ; - ;:,'�, �, !, �-,-- I, 4 j�'�, �. " -�,, ,�4 ,-j-, - -.1 - -R 0 I- 14" - , � - �-1,% - ,�)-;, -j- -, A'�,%�-il X';,'r-�,,'..'�,,�-'.F, ,,, ., ,-,,,�- ,��i, 'L . !. " - 10 � ,,� � � I'- , , , ."', , �l r, ,�� V � "'. .." t ��, .1� �1, , '�` " , .,,,,A, ,,,�-, , �., "t . I 1.� , , - �� I - ,,� ,1� , � .--�,",-�!'% ,.,Y- :, L ,�,,, -- - . T ., . ,� , �', , ,,, , "4 - . " ✓.., , -- -m - � �"--Il �, ,t i" ,� -,�,�`-,,�'; I , 'C'i"�,,% I , ��4 �, ,� , , , ';,m ;�, z,� , ", � ,- , "P, -,`,A-91�t-��p - � ,,,� " , , , �- , , " � I�,'�,j ,�,-. ." I , , -ol' , ',I � � , 1�11 ...... �, - ;�', '. , ,�AT� ,'I;.' ,.- �.t,M . " - , t , � ., � , ,� � � ,.; , � . , d " 1.��-, , �i� 1�i , -f�".11v� " -, , , , ; " �41 , "t , " � , - - % , �L, - , -W , - -',�- , , -t.' -%d. ,--,-"�* � , --- -- ,� '. *'�- - - 4,',,�,,.. , z . , � � � , -- , �a � - �-,' �0 y, , I ,l. -'4. -j-, -,. , '. , " i , ( , ', . .r 'W-1 I . , , * ,z , , , .--� 5, . gX , �, j% I � - -�,� ;, -,'1:4 �, 'I , i47, ,4v' r, , , . " --,�(,, , " - , --,� , �1?�l, -��----,,, �-�' 'I', 'It � - V 1, % - � I � , 1� ly�`,� , , Az - 11 I'. � �l �. I , - "I � � . - � , - , ,-� � L , 't - , . '). . , , %, ,�, ;, .4. ,., , ."'. . � , - , -, ,�"f% `,� � 4� ,A --;,-J�,� ' I � ' `,'� "' " r,,�!!,-�,� ,, '� j;- - � ? , � - - "',I- ��11111,��. ..", � --� � �ZL-"-� 1%.'.,� .." .� '. _W , - , �j, , I --�-�, �, ."I'll •I � -� , -- -.- -,�, - , ,�A , I - ,[ '�,4; .,;!, ,.,. _ot,� - � � I 11:1. 1. . ,,l - , , , � -� ',,-, , -, - f , "; I K. '� � -",,�,vo;" 1,� , ",I �,�,'� ,,� � "'.., ,-:� , " , -, 1�;.:- '. .1 . . % 41 . � 1, , 11 -1� , P� I 4o , " , , , .1� � , , �- - tl� � 'r�, �, 'i -.- � , L� , ,, , ,t-"� -!"- - , ,� ,-, . .*I-. -,�:: ;!,�-: : �T4 .t 4 , ,� , . ". , - -�.l � , , " ""; , , - , �'-,I," - ,)'. , , "_ .�, - . -, �-- �, , I , , , �e- �, - z"- � , � - , . � . -111:�%',.`. �,t,* A�. ,�, ,1�,� .. , - N� -, -o -, -- , _, " , , , ;� Z,� "'.1-�!,-; A -'�,,,�,,�,,�s"".���,,��.�l-.�,�',�.. -� �_'t, , , `��,- -1,� �.-j.- "'. ", ,.�,,, �I;k , , -- - - � - , I � - ,7,�. ,� '� �*,, .I �. . , 11 11 - . . 11, " -..,. .-;. � ., Q - '. rt,-..' .t I 11 � . " j� e , ,,� .. ,I� , � - - � I - -4 �e . -.",-1- I I, 1. � 1- - vl" - " . , , , - , � , ',-*,,�,, � -I- 7 � V", � , , I" " - �� ,;��. , , , 14�', , , , -N , , " ", I , I " - -7 - ✓ - - .�-��,A�I " , ��,-'. "."., . � , �t - .- t, , ,,,�., .�,-,, 1. , .11 I � ., - ,� - � - , .� - " -, ,�, - .. .. .. � - - - I �; I �:--.-, , " - , , 1, , , , - � -, I., ;�-- , , , -,-, , -, " , , , I , . , , " � � , � , .. , ,,, , IF -, , 'Al ,� . I 't I I I ., , , , Z4�, , ", - . , '. �, , - .;;I%, , vi- � -,) I -� ", , � � � - - � .. - � i�, ,-,-! I,. , .% ,�,;�%;- Z-1, . .11 ,, - -il . I. 1. -11 �.j,.11,,.L.", _,- , , - " v��,, ..`,4 , , .. ,,iIf,"-��,'1,1�1 , , '�. , -.��, � , ,,� "- � . V , - . , - - - � I - ., - i-, v, , , I -j-1,1 , ,� , ". , * 1, - , .'I -. '�-�,tA , - -,,, - , -, , f, , L '. . , " : � , :--,tN, , -,,", ,', -,: -4-, . -�N , . 3 ,�-;,�,,,;,- , , I I .- � ..'r - �- � �' " , -4 , q , I '.. , , I ,.�t. * - " Ill 1. ,- , ,A, � " ,� 1'-- %"., � - , , - , -� I. -w, I-, �'., " "." , I , � " . - ., _ , '- I . ." I 1- , v., ; - : , - " � -, -!� " -',-'� - '.'.-. -, , '! , � " f" , '�,;�� " ;", -, " ,` -z.l , , �-, -. - , . I �. , I '. ". ! - -�� 1�, , A - , j,- -, - 4 � ' -1, � . -,�, '. � �l , " , , j-�- - I '� !, ,., ,�e��:� , i •� . , . - 11 - N I ., z ! - �� . ,".,.- " , ,',�- , � '� V. " " " , * , I - '-';I ,�,' ,-', , , ': �� � .;-v I %-, , '. I �:.,. ." 1� 1, ", I It 4 " Y' " , � ..4 , ." -,:,, , . , �T, � . 11 .,.. , .. ,Z.; . . , ", , � " � . -- �>' " �,� "-- --,i �-, - - ': i .. ,,V . ,-, : "', , � - , 11 I -, � � ,�, - - - , , ;) ,,, " � , I ,�', �. � " , , " - 4 " - . . , " A", 1 Is. - .. " ", -T -1 �,-, , - . �cI .--,' - � - � - , 4 1. , . -1 I , 1, I -�'. � 4 1, �r - � - J��4'- � - '. , ,'-��' ,:,'�.l "- -1 �.� " _ -1 . , .1 - . ,�, z "'i ; -- , ; " . I .., , ". . ., 7',- ,- j - , - 'A -YV REPORT - -1. I. I I — I �11�o-lq " � - - I " '. I- � -1 - 'RX--lr%j-1l'--, 71-M-Y � "'. 1, t '- ': "', � - r- -1-1 I ,,,A�- * -;--1',l - � . . � -�,,�-�,,�, - ", . . . . . . 'R '' Ylff i?-fU,"- -,,',:Rl "'�,-.-'I il , ,,,% e �, `� , -. ", , fAJ'.v - , , , . I . I ,�: - � , ,- - . . - ." I ,�' � I:", ,-.,. ij��,,!� ,- -I , 'Xl:t;-,�'1ll"l'l- PLOG Y.-DURAX-LIC -,tE. I � - -.''. -�---4.11.1-1, � - I- -, � -,,.,, - -:-.�-'- — 'i � 'A 17 � 1-1.,. y_-j.-i - ,.- � - -- : 1 " -�- . --';�O, - --l-I.I...", --? --%-�,� -- W,A-Z"��76p�ff,' �A.,� �- I "'� K4 - - -,,,- -&--�'-- -, . "."t � , ,,�g,,.. ,,',�,:I��,��,�',-�"",Ve.,."""..��."V,- . . � ,?- ,%, - ,�,' , �- -:'. ". v, ."'.. lli,,,,,,�--, ,�,, ,�',i �,,�'.-,�1,1��'A'..,"'"',�,,�l,'�,.�.v�l".". , , , ��, , "�,� . ,;., . l'-7 - � t."I.,.t. ", ,,�, , -�%, I (Ill, ., -�- ,q.,.A-" I-."Al"I'VA -, � -: ;4 ,,-,�,-,!�,i ��jt . ." :-.---!t.t,,,.,,^�?� �'.,,, ,�.,�_. - � v,", �,,,,.�P",�;'-T,T-��,k� �,ri����,,�,,�",-;,�t�,e�,��:�t.,��",;,---��"q�"".�",tj",k�,.,,,�,".,��,��,,:;,�L�;j,���', I -,�-M,:Pl-'�11- -- 'A. �.14, ,-,., � I 'I , .1 'X, I'll i'�,,- �, - '�Xl��60"�U' - -K, ��"V, �,,� �,� - , , - ---, ', ,rr .�, , � , - , - 1. � - t , , . �l � - , . , �. �i --i -4� ,- -. -, ,1- , , �, � . ll--� -� , , , '. ---, ---�- - _ --,- " , I . ", - , - , ", � - I V�, ,li, n ,; �,',--,' " . - . ", - .1 ��t 11-1, ," ��i �� � �,�, ,,,;�,;,, ,,,-..,%'&;.�,"�,�P- .1� � ,;e,.,-",-,V�ll...-�,',",'- I �`-?,!,,�,,�,. �, -n'. "�,,��,.�..$,,�,,,�".�,,4,,,, ," .;.,;., I", I " - . - - , �� , .�- - . '-',.,.j; ", -- ."; " �:'4�.'V, -� -'�, ",-;.,, � .. .. ... , -- �,� � - - �;, - .", kv"l, ,,-,,, � .,. '41- �"P-' ,.;., �� � -, -'; ,,,, -, .. %�,�;, .1-11 ,�� .'�N�,',�,,�� "-,..,�, ,,.',, -�,- ,% , -!,,�� � t., ,. .. 1 �..,p 1�,_:'Fj - ,L":n , , �-f�.4tt, , -% "I, . li , ,t , �� e """ -,zll' "-�` . . , ,,, 7 ; ,� 'i ?" , , , " "I -- A- ,.�. I - ,. , -- - . ,.�!-- �,� - , , '. .. `�`- " ,� I, �:�',�,., , . * " -, , .�- , �,j,,, '-�,'--'-;(- � f' " L * �*. � ;,: , ', ,7,, � , �,�, �,- ' , :, : ,, '- I , - ,�,, 'C'.1 ., " ,�� ,- - - t "' I* � I 1, , ,, , _ , " " � " 4. � , -,",T-V ". -.�,, .:,�,�,� I, '. I- .., ,� , - �'- . - I - . � . , - , ., . :,%,, . " � 1, , ,� i � ,�- , '. It' ,� I- `,-;� - ��, - "': , --� - ,- 1� -,A , ", '�� , ., " I , - - '. , �,�. ,4; � *, �- 1. " . -�, IX I,',' I -, 'N �- � , 1. - , . . . : I � 'i . . .- , � I � , .11"", �,' -� - ; -�; ) - , - , �- , "t t" - . � , 4 "y � '. �`- . p , '� I, , , - .1, I ,r�,�- k", " - "." 4"" �1, -; 7, �'. ,�, ", , ;I � , . - , .y � , -�,, , � ,'�.� � �� �, , ; " .� , , 7U.- -..-;.;,."- I-, � p lJrbfrL'.,-`thV'--'-",' ' -1,,j . . . , r , , " - , ", '. " � ,.� � .. - , -� ,,- ', 'T., � I �,, , - � ,i - � I V � . ,J- ,�A,�, , �,- -, , ", " - . 1: -.,��,',, 1, � -�, . �. ! -� -,,* � ,,�l,'Z'�-�'' , ,,*, ,"-' , , " , .", � - � ,�'� - . . '!��S � I , , , ,�, - , � -, ,- , .I . � .1 �,� - j, - -� - �., . -, J �E " �.�,'L '. ' � ,��v � �, I I I., j - - I 11 . . I -lf'. ' ll'� �' '.' L -n� '11 -t- � . . .... 14"t.-�,'.'�` .� - , ,-- , - - - . . 1 -, . P-, � , . , y. �t I - � ,;.,��- , , , " ., ,,,, 11 ,; , _ .. T�, , .. ,4� 9 -::.`i,, , , ." , ,%, -, - ' "'.' . . �,- � Ij ".'.� - � 1. 1�' .L,- I I ': _, -. �0 L j , . ,-� . � , � � , , , 5, r-". -,�- -, , , - . ,� � ., .!�� ': ), " - .. ,�., . �,:, - - � - ",4) �" . . � . , , I " I 11 . "', - . - '-� " " . ,'I - �_ �,,,,,, , - �,, ,; , ,- � , , '. , .,. , - - , - I- �, , _ -�-:., , ` -,--� -� `,v 1 14 71 - - � ,f I,:- . , ,(� ,� � . . '.. . - --w- -1 '. " , , 1 j� , ., _� �� *4,T 1,. " I I � ,,�; , i i i,;, N , I , � , . . _ " � , "�, - , , '* �etL ' ,. " - ✓ , . I �, I � ��, , _ ., -1 .. .. - - - I � -, ,;`% �,,- .� .�� �. ) A I � -� .._ . '- . Y �; . .-, -, - ,�,'�, i " , . , ,� .,.: �.' .. . ., ,'� ", . - Z�,` , ", , , r I , , ', -, , 4' - ,,,,,;:., �� 'I� ,"�,- I- ., , �,�,-,,!� .. .. ,�f .. '. , . . I 'L �)-'. ,,- -1, �,�".l . . - "'. - � ; '. . . - , , ,� , -��,, `1 I �, ?, �' " �-,� -i��,'-�.,_ ,:*,,�",�Zq�e�,, .�:� � :, " ,,, -I " ""q.-I � -� .)' - -.z " ,,,,, .""I :- L -, �l ` I '� I �. , , - - -x � :i '4�,� , r� .1, I 1". . �� , , ', -, - -�,Z"5", � . , � F ,� � 4 �w�,l -, �:,- -,, �- , ,,,, " '.. , �,- -, , v , ',C - . � ., r . , 'r--q - - -i,,,--�, ',;.- , , ��.,� I . -l", - :�, - 1, �- � . , . 41 � , - - � ,v , , - I ✓ , ',� � ;'I - , �. " � " . I- , - "L �'. �- L; 'I -", � , , - , e ... .... 1-.", ,� �,,,' - � , , -7�. . , �;l -- � - 1. - � I. . --- ,,,,: - �, ---� - -1 , •;4 � ,� " �. �r, ; -��-i, �,,� " .. '-.,-,i�I,Q, .-l'i, ,/,-,-�-, t , ,., �' � , ,,, - ,,-�,, ti r' � , ��, , t, . ., � I -- 11 ? 11 ". 1.1 - 11W. - 4 � . 4"t I n>,`' .. .. , , a ." , " I ' ' 'I � �'L 'I " I � ", , I I , I . , '. '..., .�.` � ;:, ,�, " ,,'-��-" I � ", I .; , , ". . , - , 4 - . ': � �,,l ., ,,� - , , I .x1v't- �,-,��, I- - 1�4,�� , " " . I - �t,-, - . f , , . I -..-�,- , , . �,;" 1, I t, , f� - , - �` � �,i-,�`�f,�� -'.,,A , * `�q!, " . I -- �, , , � � ,4, , _ _e , , , ,, , r, '.0, , � "4f--- !.� �',I`�,l % ', �'. " !-�,, - ' - ` � ",4�1�-,; �, '::,�l i�� , �; , - - I , I . � , I - , , , � I , ��.4- " .I- -, I 7 . ,I' ,;� ,�, _% . , ,� -, 1, , , �,-,- � � �., . , ,��,��,Il,�,,',,�,. , ��- '�,�,,�' -,,, ,:�4 %, �' ,��- I 1, 1� , . � -�- j 'I.' �� ." , , . , N ,t,': " iit, ., I --. , .1, i, � L- , .-� �,j,-v�', ,,!3� 1 ni, - , � �, A", , �-� -j �-� _ , - i " ',-�,j , t ",,� , - , T -," � ,., I ,C ` - I ll� I - ' -�� " i -<)4;-�f, r �,� I � ��, , �- , ,, � �� 1, � , I " , 4 -1 " ' " �d - ,�,,.k-,� --, ,: , I', �e , ;�,, � I - � - �f , .;; - I , , * -" -� 1. I 11 I ,� t", . � � , R, 'I c - , � .,, 1, UA . , , � -��,� k�p'',','z , �, �l f";�Al, � ,�.jg, r, %�. ,S), 1, , � �-! -1TT;.,,l -, , � CID ," ' .14 I ;, -, �. - Z, . , ��-:J. � , ,, -�� -,,I " ll�l G " �- ��,,;-- ., I -, �' ,V""-,i il'-- - I ,, --l' .1 �A - ,�J-�.�-�,��f�,.-�,_�- � 11 ��,,N p- 11 I "Y I.' -!."N -& lllu� ` �l , `4-zw'-1, ",L 7 v I- .1', .,�; - .... -,- 11 " .1 , �,,-, �. I,. �,-. - , - , , , - � __ � , , - - - I 11'1� 1�� -Z" 1. .1 . If , , :4"4 -;.,---, "J"�,"i-,,-, .1 -i--- ,� -,.','�-,:�,,�, ,,,-,--, "; 11 1-11-- .� - ,�,F 14,�v, , - -, --Z14Y!:K,*,--,lp�-�,:,- - ,I- � '.. -11 1, ,-;,,,,, � I - - I - ;_1 - r �, ,,� , , . - � 11- I.-. '.. "? - 'jr. �j"' 1", �'I- "�') ' ''. -1 'L . . . . . ',�,,-H* A - \t ,,, - , " "i, , , I Id �-,-- � , �y , "'i I . � I —, 1,r� I " - � , , I , , . " .�O,,-�-!, .t v> �.�,, " . J; - t -� : RL �.`%'�e%,..;�, - -, - I . I 11. - , ,�.�t,,. ` ��",' " :�, ...." I I .. - '. , 1, t, � .� I I �'. � y " "', ,� :�, I, -11. I -". �',' , � - '4- , - - � I � ,�- - , � ..- %�*..:,.: , -__ -, , ., . I . "'. � - - - . - f I , . -', I, - '�, �; 4' � ,,, ;" , 11 t r��!ii � v. - " ", �, , f � �,- ,- ". -" .. �- - -. - � - - : 11 ',-! I , , ,, .., - , I _-, t - , , , ", ";'W" �, , I .1 -,:,�. - , ", I., . , -11 r. , I ,,, � . , . " ,�' - - '. I-, , 'A ", , f�� I " , , - - ,Q, .- . ,:" -, . , , . " � V1 ; . - .1 , 4, - - ..." I --.�'. -�L�, ,:, ., -:�, , . .,�� , ., - .-V�4_--, . ,� - " �� , I , . - , ". ., . .' - .., I , , - I - ., ", . 11 . , '; 11 ,2 I .11 � , I I -� . "'�? - - „� - , , �, ,,� , I � -, .."'.., , - . '-. - ,� ” " ' 1, , . , - , � " � .., . , I . �j I � , ,- , ,,, - , 1.-� ;- , " -,;.V�l I - . " I - I - "". l I - � I - - � - -. .1 ',',: . ', _j�I` �,'�': '- " ."i " � .' " ' "'4" �-`��,:, - " - , -, , 'Tjjp'.IQ�7 " ,;Ip '. . L ": - �, � �,� , *� ; ,,, .1 I � "i, I ,r , .1 � t �, - :, ' �� I _ w - , _ _�q"j,j , _ 7"" r" I ,4r, I; - . . - .- , -'.'. ','-. , I .'� .. A - - " ��:, -,-�� -5�: ;-P:� Z�'.' � I.. I I ,�� --- I , , -- . , , -, . . , ,F . _ -1 _ , 7 . ,.,., I , -. , "&.� . . . '. I. ., :,o. ,;",T: - � ...... _—_�l -1-1 - U:RSE;!,P . - — -1, 7. j,'.,..,-.,,,-�,11�,),,, - I - ;,, -� -0 - .- .: -, -',��',,, t.11l-� It ,�;,;,�, ,�,�A"-,:�:',.'I, �.G' O*LF-C ,; - , . _ I'l - --r � - ... - - ,�.. � GOLF , , � .�t"; , . ._ ,,.4. , , . - . . ��, ��,. ��,,�:�',��,-,�' . ,,, * , - ,,'- " -,- z . � �, , "L., , . � I ',�,;-,f 1 ': , " � - ' '�'�'T ' 7� ,� - ,,, - ' 1, - . . A,.:. ".. � , - � , �1- , L _ , , , �"'�- ' ' ' ` ' - I ` ' - '--�-L' � e,� .:'�. '� 1:� - - •, . . � �. � I - - . I,- � I" 'Z'�� ' ' Ll � , , `�,' 1,4, "I 4�,,��, :7 �, � s-7 %� ),J-z-.11,:.,:_ - " I., I , ,�'. '. . - , -� - , � � , . , , , .: '. -,,, � , , .. . - - ,- ., , , � . , � , I - , �,- -,� , "' I 1, 1. . .1 � . ot - -,-� .1 , I I. , '. 14� - , , - -, �, In, "' �, f-�-'. , I �'"'F-q I -W , �; , , , I . I , "', ; ,,� �� -. 41- .: - '. " 1. � .. , -, I " , , � , , - � '- ,�.- , O " *,- " , A4Z.�,,-�� 1- THE " I " , , ,.I , Ir - CITY '. '14 11 1, I , - - -, � , , - � , � ,� ;- t I , I-, I., - � S - - ; - '. ,�, "A " - , , " , I x - , �, � t I �., � v " n I P .L. �� , � 11 . , , �e� � . - . , � -'� , :. ., , 1��i , � �,j , '. %, , �? ?, .4 11, - ,-,� ,� , �': ,1� �.', -4-p, . " '! , - IN � - ' , �. r , ��� r - , � 1. - --f C ", O F - :,, 11 � � . - � -::� ' "I. , 1, 1. , .�ll . " . -`� - W�V, ,� , a, - � I , 11--,X, ,-- ,--.1 I '. ,� �C , : I "�' ' � ' ' . F , " - I 1, .1 11, 11 , , I, i* , � -" � � * . 11, I ' ,� -�� ". q",;,:- - ,- .r.,.,,_,-,�,l F� "I-,, " .1 , 11 A� �C: - 'N .m ", ", j,� '. ,j, ,, r _., L . � "I . I - ,t- --� - ��- *,,-." - , .",A' 1� ,� ,7! i , I ". L�'� � t'. . � , ,r, ,.,, I I I - � ' " �, , , , , , 0, "' 4 ,�%: ,,, . . -'- "4"4 " . , " - , - - - ,, li , ,,, �41� ,-� � , "� .A; � I jr. . . I ':? ". , . 1�iI -�.,;�W,�`%ll , , ',-A�;,I - -x , , � � ,-�,- - - r �., - ��,-,,- -, 4 , , I . - - , , "-' r if, , �, -A ,,�-,�� �'; t, !,i- � I 44(- 'I., -� . "�'- -�'e,w- �, t 1, ,4L� . I , --- ," -, '. " �l ?',%�,,k '. -,�."- �. ,J;� , .,!, � - - I'll � - . " , -"�-",� . - i!."%ri,.�'r.Q�:,&. - r 1%��;,,�, � , ,-� ., , " , . - . . �, , . . . �a ;,,j , - I -�' I I I �- � - � 7, , ;t IP .., , , I � '1� 'T � r ,V I - , ,I , I I X `s;� . hDl�li`� " .;�,L,�, ,",,,t_�,,, 4 . - 11 1'�- �, -.-' '�P, �-, , - , ,�, : � - � 1, . - 7 Pf -, �) - ly ; ,-.- - , - , -�,-. - I - �s - �!' �, -- , - :'`'t'•. "." - - . � �.",-',� I - T .I - - 1�' V - ... � . .. ,� � -, . ... � g " . . - 't4,-,�"I� , , , ".3, 1_�,,-!,'". ,.x - -�,',�, �;-, ,�V,�, - � .... 4 �, -:� . .: � �� rrrr .. � 1, , I�l ,�� '; �. �" , , ,�� " ST , .) ( . � � . , - - , - . " -� �-i , ,* . - .. " ,, � . X�fl , , , .1 : af, ,t,�) - 1�,,'!<v .1, ,��, r 1� ,;� Z , " �l I � . 1�� - . �", �. ell �l , , "'. � . i; .. , .., �M- .O."�,-,"'. �,;w -,4 _� r _-I _, z - ,-�- , - �. � , - i, - �. I I - � i- - 'I- '. -$�; L� � � ;�, 2. 1�1 � � ,�-�' - ,� `,,� y`V -, -I". ,-' ,',-'.�Aw-'-' 1� ", ", ", . --�_ , , , -11" 1�,� ., - , , , � -� ': -. r. ,L'�, , '�� - �".,_ it _ __ , ., _ - ,% :, !, ,lz�, , Q , " '�� � � , . , ... _� , _ " 1, L I � 1. . I I ;, ;L'� ,'( ".,t:,. ';-:,�., '--�? ,',`�e .,�-�-,, � � " ' - ., � ,,�_,-. -,,,�: , - �'�. - , I - , . . , , j - 1. I �, . 1, 1, �`- , RA I.- , . "', -�,- j, -�,�-'. , .. - 76,11' ,; - . �". -�, I - I- :, -,�w;�,�- �'. , , e- - , ,,,, , , : . .. i,". ,." . -� -.1 4."V- .:: � . I , T � ", If T , - C: .:; ; � IF , .�,',,,_ �,,I,, ,�,, -- .. - ; , I , I ,,- .. L , "..-:J, I - -1 - , . . � , . . �, I � ll� 1'�, 1�.. -,�- t - .. W, '.�. 1. , - - . , TY �1- -1 I , ,.- , it . 11 � , " '-.- I - 1 - � . .-J -- , , zv- - . ll� - - f .-rt , ;.; , ,- I'. "., I �v- , - . -,z-,l-,--)Y`, �K-A-�-�-7'- lz-�, :- '�,", ,' L" _ ,,.�, ,�, � ,,, , - - ,-,. -� - �:- . r 1, . ...'r-, . 1- �1- � , �-. - .. �-�,-t, 1, � :--" 'i , I "I' . --.l,.�:-,4A.*-, ""'.., � � ". �, �,-, " " t- j ,- - , - , - , , � �,�� " LV j�l, " v „, ,--,, 71'. , .1, -- -� - , , , �l.-.;j,:l.,.--."I-e , � �'-... . .,ill , ,,, ,,,�- "l r -',-�,�,V. . . , , t. -lip - .;-, - ” ,�l - .. - �' I - , - ,,J-.�, " q '-.l.--;,"-,,-. ,� , .11 -1-1: 11'1�1 ,',�,j ','.-.-, " -;- I-'--. " . I.." ".., .t.1-1- *i�' ,, -,..,:.. ". . . - ,, .��,,, � I ,.�%'.- -), I �-:,i',..il , , ,� � r'� - - , ''. ,j i It �', - f, �'-M� . ,.;,I_t,-,., �".11 . ."V � - .. -1 - I'll I , rrr -... I � �� � -, .., %,''.-- ��, Y- "X,'. ", ',-' -e, I� � -- j ,�, ;, 4' -�:�,,r' ,,, q - - t. •'4 -, :., 1 I �l , - I - �, --,,117-,-��-,- z-, �11 .-� -, " - t 1, ,.-44�� � I ._ - ll,-.-:�,[" -,-,�.-, I , I - , - . I I " " 'L "',-..' --'A"", I -11 -""-"--.";I- -& �� -- '.."-11111-11" 1��,-lf� ,, , .. , - , - , , . . -,� _,_f -� , . .- 711-� -.'�,-, -, � .1 "I . 'I'- I I .�,-. ,- , " ":1 �,� . - , I I - - , - " , � - - , , � � I . , ,I, ,�, � -,. I I - . . ., '. - ( " � , ; , , . . - �, ,71'":�, ;.:I I - , . , �. ,',','!� r,�'�� '� � - � - ,� -,, - '.- " I , , , � - ,'�- ,� � ;', 1, , .i_'+' . ,Ir I ,.r,--" ,� - ". ', , ,� . ., 1. . - '. . - -l" .. , �.I� � ';;,i� ;;?". 1--�, ,-,� - ,t," :AI-11;k"�41,I. . t 1� � 4j, , - �A 1� , - . - . I " , � 1. 1, 1114 1 1 1 ll-�-,;`,Z 11 r, 4-,...- 1 -� , - �) : . . I , .,I- I ' � '."' ,Z, ' :�` " ' - I,.',- 4 ' "'L t I- ,7 "k�"j:': ' �: ! ':-" .� � 1-1 1, I � -, ', L", j ' ,,,, " .1 " , . - .. � , .. . -�., , ", ,�,,,-,,,l`l*--- t�.. . _ -�--",-.-,.,�,-,!,4�"4�,P�R,,*�E,'P-.,,,A�r K ,-*B'., '�'-'i"4`,-` - , -, ,� I, -?�- � ',,,�,� . , . -.;�_ ,�-,�_ - I-3 ,�,'��,-,,,'�:Y,v- ,,A,.f,.,, �r-- &,� -'. . "".. ', " Ir - ". `- ".1 - - .'. I -`,.-�j-'�--�11-11. ,j .I -��, �. -�!�': -',�r�,,,�,��-'j'(4f, , � -;`�; � ZL , I, , - ' , i-;-, _1,, � , ,?%.�7'6,,I,-. _ R D,,' Y v,-::�-�- � .W., �-�1,4- ,�f-"4--, �", - "&- -� - *, "' -I'. " ,�,. j',4� , L T�;,�;"-t�'��t. -),ALr,� ..,j , , � ", -,-4--rl- W, '- , . �, -1- - � '�L'� I , , , 1� �,-,.-,' -- , , 1, -S � ,I',' �,l - ,�� - , N I , - - , -? I �, -;M�,,*'�� �l ,,, , - , Z� � , t'.4 � " ,�,"',,� ,,�.�R21'i :!�,*--, " - - 1!-"'�!I'k�,O�,." �.F,,,,," I .... . I - � • 1- , r-�...QF,:]W�?,, � � - � ��-,�- �4' � , `:� - , .�, ","', - , ,�;" `�, � ,,!L ,,,, ,V . '. . ; ,rlz..,, 11 , , ", , t- '� , , V -,-, ��<�- - I, - -, Q - , , *1 , 1, , -, -� , - !, . "i, �', Y . - -�"-, --� I . 0.':j�,�.,�,,?��'A.,I,�',,,',F,f ,,, x I I !!�� -A � , , ." . , - " , - �g� "I " '. :.�,%-� I " --. i, �� . I : I , - , I I " -;i. I.- zl- -� . , '' ;%% " -, � ',-t- , , , *.-', �, � , ;��, 1, 'Iff , -� - 11, , I W. ". I -, ", .�, , I _,�, .�,. - ,, - , �i"i� ''.,_'.- �� I � , . , I I I -(�,W.^'': j�-"lr,�,- , "'.., � I , - -�4 � ,� ,,, v , j" „, � -; - , �-'.,,',,',,i,�.,'��'l�Ll'�'l-l"�.,i�.",;�-,",),i,- ��,�-i'p ,� -� ;:,- -, -,-;��- 'l I .1 -1 1 ” -: �v I -�,� �,:;�,,�,;ll ,,� - ,,;. ,,, I . � I , ", " , , ',.,:l�;-!-. , - .-;"lj-�-�'- ,�-�:, ,-; " . I -, . �, , ". � -, k-'- -`,� ; ,�� r .�. 1".".-;,";. J� 1 ��W I ,' . ,_ ', "�� - '�_ .,4� - , , , *,-� i%-�', , � ,,, - , " , �. " .. I 7, " � ., . , , - t� j ,, �.,.,, , j,�_ �. : � lk - ", I � .1 � ,��, �-�'- l* I �l '.., Y � � �, . �- �-il� �., , ,� - � I , - - I' ' "r '� - - 1, 1, ll,,'ll .1 4- 11 -,- i;i'.., -': - � - ': .1, _ - , , ,,,If. 1� , " 1-� ,-, "... . , , , ,. - , , , " . -1, - � � : - -', . , - ". ',I- , -,,% ., i7 I- I" ,0 , j I ., L�" �-,-,` %', � �,.- I ", . ,�j. .1� , , -,", .1 :- .�� . - . . t" -1 - . - , . . - 1.� . ,,� � ,- ,� . - - I - �, .1% " � I. �. , .".. , , ,�.��, ,-, " I . L . - _ ;, " . I,. "' , .,� I 1; .", ,"-�, - � . 'L, '1.� ' ", '.1, '. 'i. _ "I - - z -'� . - , 'v-1,." "-': f, , . � I �;�' .14� �'. - ;. ,� ,� *, 4�,,,, ,,-,, I - " I , j, .� IV,, , ., " I t". �,�i - --�', ,-.: �,,�W 4 ,j,,, 1��,, �-.,- , - ,Y .��. z ,, ,`� '. , , . . " , 4 , � - - - , , , , i I � --�, I" .1 , - � - " ,��, � ;'� � ��,, K IVI I ;-ft,: , -��- ,t;, -,. , . 1, , ,,, ,�,,- " 11 I, , , , I , ,,, , �1- �'-'-.,.. '. . 4 , - "_ ,, r " _ .. . �- "t; � - " . I , " , I G. - , I ,�,.,I,l, . . t-�, *i I. .� j C_�, "- ,� ,, ,,.�- �,; -- ,ril - - � � , '.. ., ., , , 1. , L' I �, � -�,, � I N. I , I " !�,- " ( , " �, ._,f , " , , -, " � -i ". �- " �, , �1,.�,l - '. - I " -,�,.��, 1"".., ,,�--,- - .,; ,-�: -, . :�-, 1,. I T_ - - - ." - �,' -;� -, , ,-,, �-J� ." ., ....: � - I .. � - P I, � - -, . , ,� � - "." , � - I � - �, , Z, , .O., -v �F .---"-,'. ,�,�`.---.,- -11�L, I-- - I 11 '. I .".'.., �. �, �L4", ; . ..... ' ,� -�� - I I , - -� ,;-', ., �. " . I .- % ,-:S. ,� ,; . . �. ": .: . r , ", '.l.' , .� , ..". -- - ";� -,',' -, ,'. ,,;,, -�L.` . ,� I - - - - 1�;.,, - I -- � . l.": I -, � , , �d I - %�, . . - I'-k I", I I I Il 1; . ;, � ,t.. I � 11, � 1�� . I ,. " I r.,.:, ".." .-, ,. . I , '- _ � , ' ". 1, , .I.." I :6 �. r , - - � : , , , "y: � 4 r" ; , t � .,�� _ .�. .1 �, -��- , ,,,,, �, , ; I. - 1'. ��. r �4� � ,�� ,4*� . � _ .., ,�T'l, - �� I . ", " -, , ,'� , -%��'�-� * � --l-, - I , I t,'*! , ,' - , , � "',I , , , "- .�,� - � � - - , .�,.'k' , -1. �,�'Il , ,:�",- - 1, ., - , , . . -i- � I �:l _�.' It I I . ,r-l' � 1� , 'i, ,�,,. - ,,, . - .,tj, � * �- .�_ ' ,'�""r !�. A' - '- - . 7�1 K, . .-I- , "..". .�' , , .� . . - � , I Is, � , � - I-, .1 I ,,�,- ), I , �41 1 r � - , I , , � ,;.I s--l'lil-J-"l- �- '? `�/ I "4- - � 1�1 I � , ,4.,' , , � -5 . V I - . , 'I, " . '�-'.'�F,*-, - - , t�. " I ", . �� , "." " , ,:", , ,. -�. I ��, , - -,�, 1, : . , . �'. 4 � , _ . g�t- I . � . '. � , I ,� I , . I 11 - � 4 O ,., -- -, , I . -I,, , - - - , , ,Z,�, , . - .. �, - I . -1 '. . I - "-�ig-4`5, 'i � - 1, " , - � - - ,.,. I I ,:lAj,0-�"--1 ff,,�4,.lr� -i� , ,,l �.- - - I . , -- , -,� , ���- -, 1,,�I,c :,, '� . "'. , - - , -' I -'-, �,-,' , I ,��. , ",;-1 ) , - , ,� .... .. .:� , I . - �' 11 ,-,6,i - -,,��- ,--;,:r�; * t., , . - , I -P, ,- ' --.'��-' ', r� � , 1�.� -11,� �. "N j , t�, - ��?', ;, I-,t I:,.". 44 1, , , J, . - I:,," " ,.,- - '.� ,r? --�-�,-,Y 'e , 6�� , '. . 1, " , I,,: 1� V, , " .,� , , - - �Z, v, -�r " � - ,-�- �, - , l-,; -�, " '- - "', , , - ." -, "�:',' - ,�k �: -'. " �,'�':, - , It - '- Il� , k�� � V%, ---,!, , -'4�,7I,Z;.Za.�,'�'-f �.� ; � 11 - � - , F,.;,V� ,��,,� ��, 'Y' " -, - ,� r .. " I :"*r, 'j., ��- ,$. � , - - r'. . I �i , -- -- , ': , , L 11 ' , ,�:: t,-;4�1;-�:l , I - , , , , �--' " V 1-11�- . � .:, i�,�.lvlvll;.�*'- y�v , , - lfr:�,-.'-.r�,� -1 , k " - , " " , I .. � k � 1,1. � 11, I i -`�,--- ,, - , 454 , �� I- . , - ":,�-, -'i",",�', . I , -, � , J,��V--,-,;�,,'��J� 1�;%;.t- -1� �'k , , - � , " 7 �,', K'r, � ,,, -��--*,, :,;,� ,,';,,: �,, " , , - - - �'; 4 '.,,I' , '" ': 7:�'.- `�M -r?11111 '- - - I . � -1 I,r , � I . . ,�, 7 � , I . , I . I , �k . - � , � � . �r: , � � -1 - 11 13 - �,_ - _4;.,� ) " J r ��:, " - , I . .1 I' 1, , "T ',',--��,-�,-,,,,�.",,,�,..,J����-1-�'� , , �'- , � , "' ", -,:t�'�,� � - -,' %;X,-_. � � ., ,,, 4� -, , , , _;� - ", .r. L; � I � 1, . ,� I ,�,-�� -, 'k .,rl, 11 - - . � � -;�,Z� I., , � , 4-, �';��,-�-' '10 . ,� , , - ,,, " . � '" 1'�L ,� '. ' I .. -I,- --I Z , - V- 1, , -,.,-; , , � i -o. . , i , -,, , , , .. f. �ol " , � -�; � ,i -- " ` , ��. " " - I . , -A - , V., � e� , � . " -- -� --� � ,��* ,�,, �� it, ... I . � - -.- ,� , I , ."'4, ,."�,I " -4'iii;`�,�- i , , % . - I , 41' ^,,: - 4 I - ., .� � �`,' �' . ;. - - , I .t, r� I -, , 1,1, , ""Y I , r .�, .I " � , '. ,'.1 1. 11 � F� .�, - . � - *I'% 4� � -, , !, � I I ,�l - . , " , .. , -T I, . ,f, I - - , , I .,,, , �- , , -,I . , , 't ,� 1� . � I , , ,. 11 :1 , I- I j, b. ' 11 -,- " . I - , � 't ,"�-,f, - ;, a -1, "I � 'i ,� -� , �, . �,,�,�lil,-%', ,,, , , �, - I -` � � I , , . I : �. " ,,, , -$'- 1. I I � *, ,.,;-,-, ,� -, : , : "". , '-� I �,�. , I i, - - ,,,� , ", j �e- .-, : �-,;, -�t � ': 4 1, � it;- ;-T'�. ,.,,! � . I � �- I '. �i-; t , 1- ., 1�1.11;7,4 i--�YA. " "-., -,,, -_,�--* %.-- �. r'), ,,�� _ � - ., .. I,- . . . ': .5, �7;�-,�,,-t-',l � '-.- - , ,�.�-'r":.'-.'.-�� , ,�, -1 '. , . - *� ", ,., I , - I I T I .;,k -� ,", '. , - , � l , -.�" . I, t k'--, . ` ., . _,..' , 7 A , -'l I � � :, _ ),.\ � , 'If, ,_ ; ".4. �- 4 � -1.., I. •- 1, - 11 I -11" � , - � � , <.� .. 4 I � t" ',e�� ,� - � � �, , , � -,--C, �,;�,, , ��-� ri , I - I .1 I , ,,, :,.�; " , .'. ll� i " 11 , It , " " ,,, - - , � � --' - , - ' '. 4 I . , '. , - � - I, ' - ." - ." � � , � -.� . , -, ,,,_ - -. , _�j ' , ,, . " � � , � -��,. � � . � , -� -*- kE -, " � . , , :, � - , , . - ,- � � , . . �.., , 'I. .' ' � -- � �� �' - ' ' "". , � ", � .1 ; - " - w - �- %, .1 , , , !� - - , : .1 , - .L.,.'. _ � ' ' :.- . . -�l , � , " -.� , I- �. ,� j � � 1'. "k : , , - r -,� ' ' "j ' � ,� , ." , , �' L tl: - - ' , ' - I I , I . . . , , � I 1. I , ,,,,, "� 'j�- - . . 11 _,_ I - I - I - I t I I � I � . , ': " I �'- - , a- -- ,-.. , ,,, , , ., - �-,,� 1 -,,,-,�-�r�,-,�, , , - I -.. - ', t, 1 ," 1%, , , ., I - �.-^'-"-I - '-. - �, , - , � I .. .. - - , , '-T' . � !,.,� I _ i, �,;"j�:'��',-.f'!, I INTERNATIONAL „. - -�;",.,-�,!, 1”. I -- 1, Z, , I '. _ - - " I - , I ", - "'. - - " - - .,;� ,�,,�.UT! . J", .:"- -', -�',�A ," c, I � I I -�- 1, , -r�- ,' ,Z,., - - -� '�, - IF" , "-�, - -- , - " , " 1, i- � �- - I -.-t - IL.� - - " -;" - 11 - -, -, i�i;.t I INC -�,. , ,,, � ,,� "'. , ,�'. %, ,',-Z: -J,�---,, 1'-'1411- ,V - ,; i, 'I, - ,. �k I , ,, -;i , , , . ,�, - -,'(-J�, � .1 I.. - " ��,--- -'-,�',�\�,�,-,,-, -,'�:. ,,�, -;�) -, � " 1,4, f�' , , , �; -,�l ,,I �, I , ,� I I ,-�,�,,��'�,7-, -., . - " , - � 1� A%,., , , - ." . - I - , . I I - , . .� �� ,�1'11 " '(.,-j�,L',_-,,�,ql' �,`� F" �Z�'t'�!�`I.,-Qg'�"'V,'� ", "'.7 "', " - , �,,: " " %A,L) -'. � >•.'`' ' p ., " , ��3-1'11 �-�ll I I - . , , , , , � - ', � I . . ,9, L ,�- . , X , I 11 .�)-)- , � , , � !, ' .- � -" ' -' X. ,�y , I,' � , , � , - , , - - " - :, ". ;,- , _ , , _ . , - 4 i , : " ',- L" - � -.1' I' �P� �, I - ` . " , ,-, " , , , I, ,,, �`-in- " F'!' �, � ,- - ,- .., -t �� �,111. - - , , , -1 --�,,, . ., " I '� � . ',' ' - - - - - . ,� , � , " , , "' " , ,&I * ", - �,- J. �-" , -, .. , ", �i, , I I .. 1'� - .� - , _ . I 'I (� ;, , ,� i� I , , � ,+;,� i' I " , � . - ., - , t�-111; ; .*,vr"- � .1 "I " ., .." �r- . V, , ---;:,��%- -,.--��,-,'�,�, 1'1�, � �' , . �,.,., , , ., '. I: � '� � , �'L I - , � � - - - 1, �"":-�X'- - 1, j � .1111""r ". % , - � : �� .�- , , �i - � 4., " , �' . I; I "'; � , , r.-4,X , ,,�., - - " " v4,� , � ", 1", , ,* , ,�'ll 11 ; f41, , , - - - ,I , �'�J,�� A§�-�,Z i�'-�%-,Z�, � -:, , , - , � - - - -, , '. � ... ... I i , .� , - . , . , . � , � ,�� " �l , ", .�i " . ._, _- ,-j��J- ,,,-"- - " �, ,14 � - � � - � , I . I ,; 1, y -,F,j�, , - � . . '�,. � ]", �,,,,z " ,� , , "r " , , 'N't, .. I, - - I "; .�, .�- 'p- ;� - `�..-4-,� ,- k �,.' , 't"", - 'lt�,A, 11 �,�; , ,."�' , �"e%�� I � -`:I.� , I � - ,,-�,� ,k� , "', . 1, . " ,';c , y,�� ,�, I ��,, , �� - I - . � .,�.. %:`11 - ,�., " ,:I0 -, . - I.? 'i � I I , , , p. " I 'e, , 16 ,., , - . ,�): � � � ,� ,`� " �� � :0 . �"!e;,�',,�'� ,'-�', " , - . --'--�, , , &� . ' ' " 'i ,,, ;o P`1�1'�'?� s . " I � k. ,,I,:,'� Ia ,:�- ,r�,, V - -%, - I , . .1, .1 . . � , ,-, � , " � . , I, , 1, 1-. , � 1� ,5, ". , , �l I " I , -1 , - �. I -. - 1�, � , A.�,'- -,k" `4,,%",' EPARED-�TOR-`� SIENNA , " 1, -�, 1� � Y. , ""'. ":"', � - I ,'-t4'.,.,, L, " • - --.lt--��- k-�,-�r;.'-",- . It"l--, - ,`�",j,�, " . , , - ,�,,'�'T%J -, ' - I ,� ", - , , - ." ". � - , --.,,.,r. -I,-. ,,, , - ,.; -11�',- - *�, ,,- -,� .. ---,-_�,-.I. 1-.-,,,�,-�-, ,�— 0,14, i� - --�, .-:,i�t��,� ",!.- � , � �-, -4 k ,,o -, -� , - -- .. ,?,"l-,",�I . -`-�� , , , , . --�- j " " - V"l`,�'-4; I ".. -- I , I - -� ,�",!:��_-,,-,� ---, I , , ,..- �, --_ "'ll b" -I ,;,'C�5 ,-�,;:-f'-'l.,;,f-, .�, � •',_',j - I 11- I � F , �,-, , , rl� �'-. .1. _,_.r,,,,.�,,:.__,, I ,�., ,,,�I-S- ,,-' �',,l-, 1, _, _-,L. "^ " 1. fl... " , . . -,-:'-�' ' ��l .'-'' Il' L, �� " W -. T�,� �, - , 1, , ". - - I'. ',,,,.-,f,...r ....-l", .. � ��-%v�-�r-g- ?r f, -1 -- .. -- - ,�� , '�, ".,.,/"I"L,,;l - ,�4�? -l'-.---.,.-, . —� -� I - . :. k, -� - - L, - --' � " , 1�-, ,_ �,;,-,- �7-, . � , � .. . "..".. - '. -,- ., 1541',�-- ,��- - I ,F " --Sl� ,-,';.,ll,' - ." , - � I I �- -11. ", ", � '. , - �-,----- I r , , - . I " �� -�,�-et ��,.---,�,,I:.5"-, �-A- r� " -, ,," -- "",-."",.-":"",-,.S.:,;��:�.', , , - � , '4 " ..� .�� - ., - �, • .,. " 1. Jl�l I .11 2� ""I. - -�'-"'- "' `��',*.:�; �', , , , : . - -��", " ; ! j _ , ,� � , ' I : Il - � - - - .", �- I- , �, �- r , , � �_, " '. - . �. I I .11 - .11'�- '.-,,, �l - � " I. . '. � - ,, - , , - �4 r'-49, '11�i---,, . "", � "A"I'. 1, I .,k 1-� I � - -",,-.I 'l- . -. -- " � ., t , --�,,-" - "I -.1 -'.,-,�- - -4 - " `4 � ��, ,�V . �. %,.. ,�-I�� ,;, . , . I - ". � 13�,j-- , -I - It, -1. - - -1 , , OCTOBER` - ,-, •- � ., - �,� OCT � ��?"�,-�l:,,,�-pl!"-�,,- - '--� - , P-J, � *;-' '., 9L. . , ,., " � '" , -, - . '' � I 1,141. Ll �; Z. -'. .. ,�j � - 1--- -, L - '. .: 1 -.,--�) , '"?"l- '-l�:,*-9- , ". ,041-o4-1, -.,�. . - I - 1, L :,;�, ,�- - '---, y:, , '0- '11-1.11-1 ', �.'-,--,� -'1-4,�' -!, " - � -�1 -!.l. -; I -1-- - - , , , ;," -,, ..". r7 , .�, -.:� , - - '. - �-r-, '' ,-, � - �-,-- _ _ - - - I .A, - -1 . - .�i-V,O-,�i" � , - ,,, - , ... I -, -�� , -4 -, ,�t, 1�, -, " -,,�-__-,�,- , , - . ��. 4i�� 1,4� , 4tIl,:�C. - .. � �-ll --112-y.-.'�-, ,v,','-_;-,�:� ?-, ., ,.�- .. � . I , ''."_', , �'---- -,"A -��-�11-1� , . - ---,T,..,-, -, � - � P, �- , , ,Zj� ". , , . F , - �� ,�', �,�-, -,�"4�,' , �.�I' � - -,4. 1� - . .. , , , --� : "-" �� - � �,� , , r., � � , . , ,,�. -�-;, -, " A, I -',I--- -�� , _411 ...". -,-, , 4 I , •., , 1- -- , � :-7 - 144'�-� 1,�� �-I(, ,� .y,,,,,; ,�,-,-,, :-N " , , , ': , , ,I ,; - - ... I , , ,- �, ". -44t z!�� .I , ;-- , . ,- -�'- , -� - , - I - , , . I , A :11 ;4�� ��,,�A� �l � ,:7" ,'-.- , ,;�-," ��,- "Alt -:.t., ,1 - I , -' ,-, , . ,1,1 - "r,� � , ,'- , � It , � I - ,.- �A , �"R,,-,,,,i� , I , -,, I - . -qt ',qW-U�, V",: . , - , - I � �l I -, , - I I� � ,�qj , ,- , " ,' , -i�, , 'I- '-;�"r,- -, " , � , ,� , ��, - . - I , � '14 . .�- j.,7, 1 r -` - � 1;� 11 , �,` 4, C�,, , " - I '-,lL-- ,,,-, -,�. , , - � , , I , ,� ., , - , , ' - , . �' ,,-��. 4-� -!�, le `� ..., , , I,, , . , '. ,,� t' �:� � "'s 4,, 1 "', ,',�$� -- I - � �,� ;,,,:r. ,I,k - , I 7',�,,;., ,4 ,,, - � , , . , . - �, �, . -. ,�� � I . , 11 -:, � �, -A,�,,�, -;.-,, �l �.�� '1%,, � - -, , � 1, . " , . � . I � �� - - �,�-- -f"O" ,��t . ,�� - 1" . , , i �-�,- "A, ,�&-R,-� '4`t . -t�,Y -'� ��, �-.`4 S r -1, ��- - " ,,l-, -�� � '-.-' - � , ' .' , - , -, . � � �� f , h "I., , .^,,�;, I . ��, - M.;� . � "; , . - . � , , � , . " � . - I " � , t�;� , A"' , - V '.,� - '-, �' , , Sr. , I�I I . ,-,rZq,'--,I' � -� : , I ;, -- :. .Z, - I " �. , � t I .�� , , 'I . , �. . � . , r . �,,�-'l -r -, t- -r .- ,,!� I. A, p . , - ,�j " ,-� , , - , �' ,-� � � 'Z " , . , �,�-- I;' � , "t, -'s, ,-',-,�,,��J-&-6 , , - --:� �l - j , '0� I. , I " ; -,�1�1 �. ,� I . �� � . �� ,� " ,,, - " ; ". ,.� "I - ,�� " 1; - "") ,-� - " < i;� ,� �� � , I ,� . I I� , 11 .1 A 11 . - * �v,I�; 4�c ,p �' Z, , - N, ,� �, , - ,�,, tl� ; � "" -� " ' "F�- - "T' 'k��' - '-' �- �" .' '�l .'� , � ? _j �,� *I , , LI# �:? A , , ,� . - , , " .", :�C�l �-j ,!s'A,- •li - - --,'i e� W'- S,-", " �:, ; " ." , , " , -, " - " �--, - , - , 4 ., I , - T 11 �Cl . 11 � �, t, "JI4" �, 11 I t- .1 :,;,;� -��,.,,- :-,,� - �,` -� . -1, �vl ., � ,* - I �,-1 .� ' ' I ;Ir, 1�-5 1 .. I , � , ,�. -� A Y ,I - . �l .'I '. 1:�r ,+- ,;, � � I . . -�'.. I - - 'i-j�t,l-, I� W,,�$-, -% - " r. -:�'? , -, kl _ ., F I � I" tl , ,� " , ,X,. ��l I I. I6 . -, _ _ _ , . _ ,,, . , 'I, .L jj'� " �">�_ _ . . . �, ,� -� . , - . 'ci � , �,-X., ..... .. ,, 't I _r"�, , , L I . C t , , " '� �','i- .-,"YV * . " -- - ,��* I , - -P ,- ,-_ *_ 4 ,�i-- %q� ', - ': .:-. , ,.. : , _�% � f '. . '. � - ,.I,',:, � � , : - " . � � � �:," ,� �, , - , ".f'.', � - - - ,� 'r - - � �. -,. .., . . . , '�, r ,, I � - "� : . � _: ,_4,1': . '_'� "'. " .- - - , � .�� , -� , , `,L;-�, I � , , -,-,, , � I " � - ", i, ,,- ,,� '. ,-, . , - -., '-��- '--",', , - , , � ��` � , ., , -, -, �l o " , '-'.;."'.-�... ,.". - -, , I - k . LI- " , I '. 1�- , �, ,'I�,, �,, ': � : 1, - 11 , � %t* r ', . ' , '7 1� -, r . .. .�,,,� I , 1- , _', - , . I --� - ". , .11, - I - . , , �r - . ; ., 4f, , -, - 4 -n,-" 'tl' " " f+, ;'* .,�1.1 I -. .. . ,. I- . '� -11 ,- ,- � . * - , 'L , � . - . I , I - " I - � .� , , , I I" I'-, `,., ". - M, .11 �-;,. 4,� e-, , .. �l , I , - , I , �,*, -- ." ;,:!� ,)�. , i *� "!". , �-$�� - - , , ., ,� I I � -, . �, �k C "".. "'. , ". , ;- -, ,e , �,, ,�, , ... ,� -.' , ., � �k� - , . . ,�'.- " ,�, - , , , -- ;j-, 11 , ,�,*.",- --�- , , , .4 � - I ,--,r�,f! , �-,!,:-,�:,` �.. I -,-, ��e! , ;il , , �,, J. X,t- , �11 1-1 , - . .", " . , , I- -� ,.- - ; 'j ' - " .1 " . " ; '� - " 1'� ." " I � - .,' j " ., !-� ",� " ��'- '4 --*�;-' ' "' - - - ".�t' � .1" ' �' "T - ":" ' ' . . � � -, , � , 'i, , , , - . " - � ,�r - *� . � , . - I . �, �,e, ;-; � , �:, , ". ,�,.' : �, " � �.- ,; - �.�: *--�-� c", - - .,- 1, �� , '. . �i " ;, 4 - - �1;n- �E � .�. , � . I t � I, I .11 � . , , " - , � . •- .�5-, I, - .. I , -, .- , , � � I , , - I �, -a."', - , -��---� -, -- . , `�-:-�`t '-, , ; � V,�t � I ., * �'. I � ; I. t�� ., , ;-, " - ;--I,.'. - —, .-.',-. ,., I . �,-- '. 14�11� �� - k ^ - ',"' � r , , �� :: , ."; . I . " - ,� ; - - I , � L, � . t'.1 �'Y''- -� : " � -,. --��. . �,, +,. " -, ", - - r ,- � , " ,,, , "I , + " . I . " . I . . "I,: . . I . , , , � , '4t, " '�, 4 , - " , X -�, --e- W,-;Sr -? :- .., . , -,, - -, �:+--,, '. -, � -� , - I , , -- -,--c . _ ,� , . �11� - I - :, , - ., :, " "� ,-,,, , I , �� I , . , � , �A � , , 'I , iI � , , I I, 1. " , , , . , , . � - I., . - t. ; .. * - , . ! I 11, I j . - �' , I , ,�,- � n,,� " I -� " , , '3"'I , �, .1 - - I .. - I I - V - , ,,, " , , " , - - -) , - - , . > � . . . 'l- I .. . I . -�. " . :�, , , . �,, 1�� � - , ,.. . ?-'.".4 - , ". ,i,�o,, , --,,� � , , , . I 1,1 - - -,:" ,� r%%i ,� - I ., - , . - - . - ,.:- �"�' , -'Ir -, - z . , . - . . "� " N 1 I- " 'j, ,,, .- `,�, I -� , , , � -, � � t � �', ,--. - -- , , . , _ �� , I -e� z -.., I , " 'I i� 1.1, , I , , .� - � ,4(".; - � I ' p -- �� �� . I , , " , - , - ,,, - I .,-,�-1 .'�'�', � - I I ., 4 1-1 I I 9, , " , , - : , 1 - � -Wv.,� �,, -�. . ,- -. , . , - 1� 1, 'j`�. "Z. '. .. .-�,.-,- -vv--�Jl '�' .17�,,_-Jei :-?:�,-,.'.,,�Z, ,,.-,-,�-,�,- ,;� ". !- . �r, I . . " I - , ,��, , -,� - L - , , . -- , . .. - ,�. t - , �11 �l -� ,Q, �,'-11�,,;�,.,, . ';'� -, ",*' �,- ;�,,.� - -,, - - � 44 - . � � . . . , - , .-, I . -;.�',,�.--� �', -A-4.:--1 , �.',, .!;,,,wz " Z�i�� � ,I c�, , - ,.r , , -, ;J� - , i - - , ", . - " I I I. I - -,, , �1. ,it,, , , � , -: +..G , %,,, , ,,,,, 4 � �,:�. `,� -,t*, - :, r-, -1/,�l I , - - - , - � .1 '� . I I rl - I I , � , ll, .f, , , I - �, , " vt,,-oz,� .1--.-k I " �f I l ' 7, * - , ." - , , J', --c , " . , . -.,.,-,. , � *- ., " �. . , '. ,, ,� , ,i' , 4� " _. , _ . ' - - irl �1, � . -, t 14�t' I � " , - � , .141,1 I - k , - - ✓- �'-� ,4 ,'e- ... ,I;- � " �,�� ", G '. f � , r- 17 i - ".. � , - , - -�,, � - j ,X"'k " , . , , , ( , � � - � A' N-',��-,,. - T � , . . I ., , I ., '-, ? 'A ,, .�'.� , lj��, � ,,, I 11 ` � I`!" 11 I I , ". � , , � -4, � , ,'l:'!;*-,p �-, • qr ;-,��' '� � ."", I '. ". , �,�'. , ,,k�, - , , ", ".,, � _ _,,-. � ,.V I 1- �lu" 14--�', 'i", "". � -, �� , ,- ,�r , , ,,,�f,1�4 , �, .. , , ��* .-. - ,� , � ,4,`�, -,y - - ,-�-','.',-�, , � -' . -,� ., . I I - � ' IF "' � ". ' -� ' I' I , '�:t' ` '"'. - , . , - "', ,i�"X,�,( �, 4 � I� � � ... �l - I , K , 'i �, . ,.; , , ,� , , .. , - ,J4 I., , r A " ^ , , , ,�O�,?,; .", , p f, p . - - e , I , . , , .rRai, ", ', , ;�,,�% , , ;$,q . . . , 1�4,7.. , -, �, , � , . , ,��', "" , , I K �l *1 ;, . K , �i,;�X,� ,�,� . -,�, , , , ,x � �'I , t � I '^,; I � ,� " %�. -.4, " , � , , t . �' . 4 ',�',',t , , 4. " k(< ". " I , � ,�.;* ,,�,.-,�,;., ;' � , , �,� , , " � , 1. :,, I � � - � � ", 15 ; � , I ." , , - , � , �- ,�, .'i P �i,4 j - �1, . �1� ,� - , T �.;,, ,f 5 . �;,� ,� � , .% ,�, I , - ") 1. I 1, � � I � - " I * 1. , 11, �f-.� , , , � I - " I " I , , - �, - L, '. �. -, - -, -� I - - "" , -1., , ., , , " %_`,�'. . � ,�; 1- , ZQ "-!", - -, , ,,.-, , ; , : - . , �, ,,`%�-- , I �`, .. ,?`�- q ,;;0I - '. I �Y` I - I 11 - - I t�f-jl � �, � _ ��,,,_l , _. '��.'-,,,,, ,:"-" , `� - �--- , , " � . 4 t , 14 " 'C� , I �;.�,.�l ., ,�; - , �,,, I -, . - �k� ", ,!, '. ,,I " �,,:�--� , �tI 1, � " �� I, I f. -, ,I - - . ,1. , ;�� , . 5 � ,, " - -� I �, I 7, --", ; " .., �, � - , .. - , . _ _ - -, , - �� 'V - " , . - . . � , - " ' ' , , " ., ,._ _ , _ , L, ,,.r ( �4 , `�;` ,1,,�, . " � � � .. ... .. ' L" � I , I ., - I , .�Pi 4 - I - - ., , 'T - .1� �Fll,� �, - � k`�-11- -li �,� �-�-,;`-,�! , ZZ, : I,, , I � " " " , - t "i , ) " , - , , , -,- -,� � ,,, "'i" ,;Rr�, V "j. � - �� ,,,��rl.,-2, , I , . ,� ", I " r" , , . , , ., ) _ " . , .1", ,.,�-", . , .. . � � , 4 ,, "; I ,L ltd -.��'i - - `� � - " , � - 4 `,, , , :�., � � . - " I -� .; � 4,-z-,'- ; - , -;t--'. _." � . , ,�, , . � " , � 'p. " �, -� , -,;;," . . ; - ., - - ,F�.` Y" .� , _ _ , �; , ,"". .1 I 1. 1��l - .. ---, " :� - t- - -g .. - , -: : Z- 4 "'. ."14 - - -;�'; � : !�'.l 111. /. 1-t . 1- , . * ". ,- " I , " - , I , .'O � � - " , -. ; "' -; L�.�7. I ; % - ,,, �,, I - ,,�. ".,?. I , � - . . .", , P ��I` �,--k - " . �.T r " , �� � .� -�, 11 1, 'il �?--'�. ,I , . v - , - � ,;� , �, z "(,, ?,�;,i,�,,,, �. , , .- - - , . , - - - - � 'I, - , - -- , - " . _,,,r__ .,�,.t�", � ; , , - I I .. , . .. - 'u- �*--� - , , -1 . I -�_,I-, - , - , , " ,� , - , , ,;, _ ,r I,, ._�(4",. _ _ � , -� ' I : - i, " �-, - � -.-j ��, � J, .� ," -� I - k - , �,., , '. . . - . , . . �, � ; _- � " ", 4 -- ' - - � I- L -� �%-.�,-,,, " , . .'. :, "� ,' ,," I - �� , - .. It'. ��- - -'�r ;O� L � I ! " I*. y , -, '� "- ; �' ', . - -,,6, f �_41.� 'i'l ' - I ,�,j "I., .1 � , � �' � , i - - , .1 , I �l I . -�,� � . . � r " , -;- "" , .), ,- � - � ,,�,,z ,,, _ , .. � - 11 , T, _ , r. � I - , "I I � I -1, - 1; , ,�- . " �'l , '.-.� '.. . ; .._ � I " I �. , ,�,:�,,�:, , -1 -,V , . ,.j, - , , -; " -4 -.- _ : '�� .' " , 'L, , ""I".t _ , " , -, ., . - -1 . -1 4' ,I ,��-�, , � , . ,- ", .� -,��,�-�l y ,.-, - - W.; �- ,,�� i ,;�, , k,* ♦ �' , -'� I , , . - - . , . 11 - I - - - I ,,� ,,, , -i .".. . , - - - Z, , -u '� V, ".., � . , , �,, .- 3 , - , I :�-7, , ., --� '---,'4',- .,z 41- ., I * , `:- , -- 't , , , -! : - - " , ; ',� , , - 4 � .4'1� � - - � " , +f, , , ., - .4 ;� , X- � - ,� ., , '., � : "? , , 4 -� , 4 ,. " . ,, i --� , !� *. - , -, �; �� -� , 1 -'2,� --,-. 1- .111 r ." , ; � ." �l .., -', , ', . - � -.",, -,� , � "4' , ?� � - � - , - , , -I . I - ,� ; � . ,� " i! - . I �,`., , . . �. , - �l I i,,�r - t' " I ! , ! �, I - ., .. I , -, � 1. , " 1�k, . .. ✓ , " ,�- " � . "j.,j.,X, � . -- - 1-71"'-- � , • � :•i ,�-,,. . - � It" ,�'. ,;,t , - � ,.,, - '. -1.7" . - ��- , I , , ,-; L., -. , " � � , - , " �.?, . t ,.�,:- , �:. � '�t� - � p ,�' ✓ I -1 - - ,4k � - - ? , .� ��! I - - , ,\s , " � -i,-'� � ,,'J" '1� ,I,- - , F,4 , . , I , ,�,, �', " � 1� 11 �v. , ':j,��. i"'; � " - *- �, '- . .-,;�-- 1, . ,�, .. - , , � , �w k , , O' - �� „, , :�, A,, Z � , I - , ��J- , , -'.,�_ ,,� I 1, .:� �� � .11 "I - " ” ' t " j", , � :,"��,-,%�,' �,'4' t �.-' 'm� ,. . -, , ^4; - �`)�,,' , - s�- 't- � &I v` -- -� *,�:. : ,j� , , ' ; - - � , '. , - : �,-- � .J'�L ';- -, � .... .. )" - � ',,�l I jA �,v I .1 " -� �. z. - - , , . " , , :. I � - �, .. � , - , 1'� �,,,'- �, -� , , ", . � . 1� I � 1�� I � , ", , " ',Y,� 4i' . , N,-�r,; - �; ". � ,,,, - . , . '. : . L , �� - ,;rj ",I "� -- ! - - -,,- , ,,-, ,� ',,� -.; I , " . " - - , - ;..-�,, " � �1,�,,X-� , 1�1 . .. ". . � .I -, .: 'k ,-A, � 1� Z., , � � . , ,A, It, ", " , '. �, � , 1:1-f-�,' I-, 4 . �!,rvl .", ,�,, ., , 11 �! � , .. .�, - ll -, �' 4 p V , , ��,-� �.�,. 1�, "I ;�r , � . � �', - , I , I j..", �.'--,�Rl , " " , " � "'!,�-'e"'4.�_;,p:, �: _ 1 4 " , 1. ,, ,I V 1, ', I � -* - � -,� I I ,;, .. '� "--V" ?.L_` � �g , , I ,,�, 1-.4 ,�,'�-, , ,,,,,,, ,� + � i � - - - . ,,, � -- , -, , I- 11 , 1. , .. , 1, ,,i� _.A . - , . - x V-,q,�- , - " 'L'_ ;'L , "- " r' -. -,ti -,, y: " - � t, . , , _l 'W'q - , ,.;. q, ., " �*:,,, � . -�le*sks,-,,,,,�M%-,- �-, � , �,.,-�.� r,�, ,.',lE'4�,,,,,, ,,,, ,,,�,, .,,,-�!�.7".. ..V. � . , t --%; �--,t, k ,4� � I , rrry - ,.� ;4 - . HYDROLOGY/HYDRAULIC REPORT for the TRADITION GOLF COURSE PROJECT IN THE CITY OF LA QUINTA TENTATIVE TRACT 27613 PREPARED BY: Loll KEITH INTERNATIONAL, INC. PREPARED FOR SIENNA WEST OCTOBER, 1996 HYDROLOGY/HYDRAULIC REPORT for the TRADITION GOLF COURSE PROJECT IN THE CITY OF LA QUINTA TENTATIVE TRACT 27613 WMAL'I'la-M1 KEITH INTERNATIONAL, INC. PREPARED FOR SIENNA WEST OCTOBER, 1996 Prepared under the supervision of Kris R. Schulze R.C.E. 46188 <) ESS /O,y\ 4 S R . SOyGgI c^ No. 46188 w Exp. 12/31/98 �Tq CIV TF OF TABLE OF CONTENTS I. INTRODUCTION PURPOSE AND SCOPE 1 i A 1 DESIGN CRITERIA SUMMARY AND CONCLUSIONS r�II. HYDROLOGY ANALYSIS A. HYDROLOGY OVERVIEW B. PEAK RUNOFF AREA SUNIlvIARY RATIONAL CALCULATIONS C. FLOOD VOLUME UNIT HYDROGRAPH CALCULATIONS BASIN CHARACTERISTICS (DEPTH/VOLUME CURVES) BASIN SIZING CALCULATIONS D. EXISTING DETENTION BASIN ANALYSIS III. HYDRAULIC ANALYSIS A. STREET CAPACITY CALCULATIONS B. PIPE SIZING CALCULATIONS C. CATCH BASIN SIZING CALCULATIONS D.. GOLF COURSE CHANNEL SIZING CALCULATIONS APPENDICES OFF SITE HYDROLOGY MAP ON SITE HYDROLOGY MAP RIVERSIDE COUNTY HYDROLOGY PLATES 1 i A 1 lJ SECTION I .INTRODUCTION PURPOSE AND SCOPE DESIGN CRITERIA SUMMARY AND CONCLUSIONS 1 1 i 1 1 1 t 1 1 i7 1 PURPOSE AND SCOPE The purpose of this report is to provide hydrology and hydraulic analysis for the Tradition project located in the City of La Quinta necessary for the design and construction of storm drain facilities to include streets, catch basins, pipe and open channel structures and retention and or detention basins. The development is planned to be a blend of desert landscape, luxury residential and golf resort areas. It is bounded by Avenida Bermudas to the west, Avenue 52 to the north and mountains to the south and east. As part of the East La Quinta Storm Drain system, major storm drain improvements have been constructed within this development. These improvements were coordinated with an earlier planned golf course development, formally referred to the "Heritage Country Club ". It is the intent of this project to fully utilize these existing improvements and integrate them into the overall development and drainage system. These existing structures and basins will remain in place. The design will maintain all structure capacities and volumes. The proposed Tradition development is significantly less dense than the "Heritage Country Club ", reducing the run off rate and flood volumes to these existing structures. A summary of the peak flow rates and flood volumes conveyed to these existing facilities are outlined in the "La Quinta Stormwater.Project" report prepared by Bechtel Civil, Inc. in April, 1989. As approved by the Coachella Valley Water District (CVWD), Keith International, Inc. (KII) will not be required to redevelop the hydrology calculations which sized the existing structures and onsite basins. Instead, KII was directed to provide the necessary calculations to show that the basin volumes and storm drain structure capacities have not been diminished. To do this, depth/volume calculations for both on site basins have been prepared for existing and proposed conditions. Since the on site development has a reduced density (compared with the original design assumptions used for the Heritage Country Club) with fewer homes and increased landscaping, peak run off flows and flood volumes will also be reduced. This report includes: The determination of off site and on site drainage areas. Hydrology maps for the off site and on site areas have been prepared and are included in the Appendix. 2. Determination of peak flow rates using the Riverside Rational Method. Peak flow rates for the 100 year event will be used for street capacity analysis, catch basin sizing and pipe and channel sizing. Determination of flood volumes for the 24 -hour, 100 year event. On site retention will be sized to accommodate these flood volumes. Riverside County Unit Hydrograph Method was used for flood volume calculations. 4. Determination of on site retention basin requirements. Based on the proposed grading of the golf course holes, depth/volume curves for each basin has been determined. Total run off volumes for the 24 hour, 100 year storm event produced by the tributary areas to each retention basin has been determined. A percolation rate of 1" per hour was used in determining the basin capacity. Water surface elevations for each basin has been determined. Determination of the type, location and sizes of proposed storm drainage structures. Supporting hydraulic calculations are provided. 6. Analysis of the existing detention basin. In accordance with'CVWD direction, the volume at each depth can not be substantially modified. The proposed grading plan provides for increased volume in this basin. DESIGN CRITERIA Peak flow rates for the 10 year and 100 year storm events have been calculated using the Riverside County Rational Method and AES rational software. The following parameters were used in the analysis 0.5 inches for the 2 year storm, 1.58 inches for the 100 year storm, hydrologic soil type `A' for all on -site areas and hydrologic soil type `D' for the area comprised of the surrounding off site hill side. Street capacities, catch basin sizing and pipe and channel sizing are based on the peak flows from the 100 year event. Since private streets are proposed (Right of way is located immediately behind the curb), the 100 year peak run off will be contained within the curbs. Flood volumes were determined using the Riverside County Unit Hydrograph method. A rainfall of 5" for the 24 hour -100 year event was used. The calculated flood volumes were used to determined retention basin sizing and ponding depths. SUMMARY AND CONCLUSIONS The development is split into two distinct drainage areas. The south area conveys run off, both on site and off site flows to the existing detention basin. Existing pipe structures (2 -78 ") RC Pipes convey runoff from the East La Quinta channel into the development. An existing rip rap lined channel conveys this run off to, the two detention basins. The off site mountain flows to the east is conveyed to the large detention basin via an open channel (which will be integrated into the golf course) and the existing 2 -90" RC pipes. These structures will be left in tact. The largest detention basin has, allowing for 1 foot of freeboard, about 520 A.F. at elevation 59.0. This figure is supported in Becthel's Design Report and confirmed through volume calculations taken from recent aerial topo. An additional 20 A.F. of detention storage is available in the two smaller basins located upstream of the large basin. This report provides the depth/volume calculations for each basin confirming that the total volume has not been diminished. The areas located north of the detention basin will provide on site retention. Runoff from the residential, club house and golf course areas will be conveyed to depressions located within the golf course. The retention areas have been integrated into the golf course grading plan as golfing amenities. The basin sizing is based on the total run off from a 24 hour - 100 year event. SECTION II HYDROLOGY ANALYSIS HYDROLOGY OVERVIEW PEAK RUNOFF AREA SUNMARY RATIONAL CALCULATIONS FLOOD VOLUME UNIT HYDROGRAPH CALCULATIONS BASIN CHARACTERISTICS BASIN SIZING CALCULATIONS AREA SUMMARIES 1 COMPARISON WITH BECHTEL ANALYSIS From Bechtel Study Report Concentration Point I: •2 Area = 1.75 mi = 1,120 acres Q10 = 2,500 cfs From Keith International - Rational Runs: RATIONAL RUN TOTAL AREA Q100 S 100A 773.0 1,375 S 100 B 346.0 1,188 S 100C 29.5 46 S 100D 16.0 34 S 100E 13.6 26 TOTALS 1,178.1 2,669 % Increase /Decrease 5.2 % Increase 6.8% Increase Summary - Rational Run S l OOA SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 02A. Offsite 15 205 65 02B Offsite 43 210 161 02C Offsite 2 105 7 O1 Offsite 14 105 58 CONFLUENCE 74 105 282 RI Residential 4 1110 11 R2 Residential 2 1110 6 R3 Residential 5 1110 11 CONFLUENCE 85 1115 305 User Input From Bechtel Analysis 653 1003 1020 • CONFLUENCE 738 1003 1308 GC1 Golf Course 17 1010 30 R4 Residential 9 1025 20 R5 Residential 2 1025 8 CONFLUENCE 766 1025 1364 GC2 Golf Course 7 1035 11 CONFLUENCE 773 1035 J 1375 Summary - Rational Run S 100B SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 03A Offsite 13 305 57 03B Offsite 101 310 382 03C Offsite 4 315 15 GC3 Golf Course 6 1205 13 CONFLUENCE 124 1215 467 R6 Residential 9 1215 23 04A Offsite 11 405 59 04B Offsite 22 415 98 04C Offsite 13 415 58 04D Offsite 13 425 62 04E Offsite 27 430.E 113 R7 Residential 3 440 11 04F Offsite 3 440 9 04G Offsite 2 445 10 CONFLUENCE 227 1215 832 05A Mite 9 505 38 05B Offsite 4 510 16 05C Offsite 11 520 50 05D Offsite 20 525 83 05E Offsite 6 530 27 05F Offsite 17 525 70 05G Offsite 6 540 24 CONFLUENCE 300 1220 1095 05H Offsite 6 550 30 05I Offsite 2 555 10 GC4 Golf Course 24 1225 43 CONFLUENCE 332 1225 1163 GC5 Golf Course 8 1240 9 05J Mite 2 565 11 05K Mite 2 570 11 05L Offsite 1 575 5 05M Offsite 1 580 5 CONFLUENCE 346 1 1240 1 1188 Summary - Rational Run S 100C SUB -AREA TYPE ACREAGE NODE FLOW (Q10o) Subarea Confluence R8 Residential 8 1315 19 GC6 Golf Course 14 1315 16 R10 Residential 7.5 1315 18 CONFLUENCE 29.5 1315 46 1 1 1 1 t 1 f 1 1 t 1 1 1 Summary - Rational Run S l OOD SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R9 Residential 2 1325 6 Rll Residential 14 1325 29 CONFLUENCE 1 16 1 1325 34 f [1 1 1 1 1 LI 1, 1 fl Summary - Rational Run S 100E SUB -AREA TYPE ACREAGE NODE FLOW (Q,00) Subarea Confluence R4B,C West Side of Street K 1.8 1300 5 R8A West Side of Street K 3.4 1401 7 R12A West Side of Street K 1.2 1401 2 R13A West Side of Street K .23 1401 1 CONFLUENCE 6.63 1401 15 R12 Residential 5 1410 12 R13 Residential 2 1410 5 CONFLUENCE 7 1410 17 CONFLUENCE 1 13.63 1 1410.1 26 I I 1 1 [I 1 1 1 1 I 1 G 1 1 Summary - Rational Run S 100F SUB -AREA TYPE ACREAGE NODE FLOW (Q, c.0) Subarea Confluence R14 Residential 4 1430 11 R15 Residential 5 1430 14 CONFLUENCE 9 25 R16 Residential 13 1435 22 CONFLUENCE 22 1435 47 1 ISummary - Rational Run S I OGG I I n P] 1 1 1 1 1 t 1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R17 Residential 7 1446 15 NW' /2 STREET `A' .2 1446 1 SW V2 STREET `A' .2 1446 1 2 GC 16 GOLF COURSE 3 1444 5 CI COMMERCIAL 2.5 1445 6 C2 COMMERCIAL 2 1446 4 1CONFLUENCE 14.9 1446 1 28 Summary - Rational Run S 100G1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence SE '/2 STREET `A' 1 1447 1 NE' /2 STREET `A' .2 1447 1 CONFLUENCE .4 1447 2 1 ISummary - Rational Run S 100H SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R20 Residential 1.5 1470 5 CONFLUENCE 1.5 1470 5 'J Summary - Rational Run S 1001 SUB -AREA TYPE ACREAGE NODE FLOW (Q,00) Subarea Confluence R18 Residential 6 1460 14 R19 Residential 1 1460 4 8 CONFLUENCE 7 1460 16 Summa - Rational Run S 100I1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R18A Residential 3 1456 8 ICONFLUENCE 1 3 1456 8 1 1 t 1 1 1 1 1 1 1 n 1 1 1 Summary - Rational Run S 1007 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R21 Residential 3 1477 8 C3 Commercial 3 1477 12 CONFLUENCE 6 1477 18 R21A Residential 2 1480 5 R22A Residential 2 1480 5 CONFLUENCE 10 1 1480 27 Summary - Rational Run S 1 OOK SUB -AREA TYPE ACREAGE NODE FLOW (Q,00) Subarea Confluence R22 Residential 6 1490 13 ICONFLUENCE 1 6 1490 1 1 13 1 Summary - Rational Run S 100L SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R23 Residential 5.6 1496 16 R24 Residential 19.5 1497 34 R25 Residential 1.7 1497 6 [CONFLUENCE 1 26.8 1497 53 1 ' Summary - Toe Drain Analysis Rational Run TDRN1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 06 Offsite 4.8 6005 22 07 CONFLUENCE 4.8 6005 1 22 Rational Run TDRN2 SUB -AREA TYPE ACREAGE NODE FLOW (Q,00) Subarea Confluence 07 Offsite 3.2 6015 16 07 ICONFLUENCE 1 3.2 6015 1 16 Rational Run TDRN3 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 07 Offsite 2 6025 11 07 CONFLUENCE 2 1 6025 1 1 11 Rational Run SDB 100 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 08 Offsite 2.6 6105 12 07 Mite 9.0 6115 34 Confluence 11.6 6115 45 07 Offsite 12.2 6125 46 Confluence 23.8 6125 90 07 Offsite 6.3 6135 23 CONFLUENCE 30.1 6135 113 I � I U U, � I Summary - Toe Drain Analysis Rational Run TDC 100 SUB -AREA TYPE ACREAGE NODE FLOW (Q,00) Subarea Confluence 012 Offsite 1.5 6205 8 012 Offsite 4.2 6215 20 Confluence 5.7 6215 1 28 O11 Offsite 1.5 6225 9 CONFLUENCE 1 7.2 1 6215 1 34 l Rational Run TDD 100 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 012 Offsite 1.5 6205 8 013 Offsite 2.3 6315 12 CONFLUENCE 1 3.8 1 6315 1 19 RATIONAL CALCULATIONS 1 Riverside County Rational. Hydrology Program ' CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/01/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100A '***0A Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 200.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** J ' Initial area flow distance = 942.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) ' Bottom (of initial area) elevation = 920.000(Ft.) Difference in elevation = 640.000(Ft.) Slope = 0.67941 s(percent)= 67.94 TC = k(0. 530) *[( length "3) /(elevation change)] ^0.2 ' Initial area time of concentration = 8.861 min. Rainfall intensity = 4.946(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 64.613(CFS) Total initial stream area = 15.000(Ac.) ' Pervious area fraction = 1.000 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **"* Ft) ' Top of natural channel elevation = 920.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 2300.000(Ft.) Estimated mean flow rate at midpoint of channel .= 157.225(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 16.42(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.3130 Corrected/adjusted channel slope = 0.3130 Travel time = 2.33 min. TC = 11.19 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.308(INHr) fora 100.0 year storm Subarea runoff = 160.590(CFS) for 43.000(Ac.) Total runoff = 225.203(CFS) Total area = 58.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 210.000 to Point/Station 105.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ""' OK- Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 140.000(Ft.) Length of natural channel = 600.000(Ft.) Estimated mean.flow rate at midpoint of channel = 229.086(CFS) Natural mountain channel type used ' L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow =. 10.61(Ft/s) ' Correction to map slope used on extremely rugged channels with drops.and waterfalls (Plate D-6.2) Normal channel slope = 0.1000 Corrected/adjusted channel slope= 0.1000 Travel time = 0.94 min. TC = 12.14 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.108(INHr) for a 100.0 year storm Subarea runoff = 7.109(CFS) for 2.000(Ac.) Total runoff = 232.312(CFS) Total area = 60.000(Ac.) 1 1 1 1 1 1 1 1 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 210.000 to Point/Station 105.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 60:000(Ac.) Runoff from this stream = 232.312(CFS) Time of concentration = 12.14 min. Rainfall intensity = 4.108(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 105.000 INITIAL AREA EVALUATION Initial area flow distance = 1030.000(Ft.) �J Top (of initial area) elevation = 760.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 620.000(Ft.) Slope = 0.60194 s(percent)= 60.19 TC = k(0.530)'[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 9.408 min. Rainfall intensity = 4.774(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 58.143(CFS) Total initial stream area = 14.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + ++ + + + + + + + + + + ++ + + +++ Process from Point/Station 100.000 to Point/Station 105.000 ""' CONFLUENCE OF MINOR STREAMS — ' Along Main Stream number. 1 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 58.143(CFS) ' Time of concentration = 9.41 min. Rainfall intensity = 4.774(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Area of streams before confluence: 1 232.312 12.14 4.108 2 58.143 9.41 4.774 Largest stream flow has longer time of concentration Op = 232.312 + sum of ' Qb la/lb 58.143 ' 0.860 = 50.029 Op = . 282.341 ' Total of 2 streams to confluence: Flow rates before confluence point: ' 232.312 58.143 Area of streams before confluence: 60.000 14.000 Results of confluence: Total flow rate = 282.341(CFS) Time of concentration = 12.138 min. Effective stream area after confluence = 74.000(Ac.) +++++++++.+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +. ++ Process from Point/Station 105.000 to Point/Station 1115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 140.00(Ft.) Downstream point/station elevation = 131.25(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 282.341(CFS) Nearest computed pipe diameter = 51.00(ln.) Calculated individual pipe flow = 282.341(CFS) Normal flow depth in pipe = 39.52(In.) Flow top width inside pipe= 42.61(In.) Critical depth could not be calculated. Pipe flow velocity = 23.93(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 12.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 1115.000 * ** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 74.000(Ac.) Runoff from this stream = 282.341(CFS) Time of concentration = 12.33 min. Rainfall intensity = 4.069(In/Hr) Program is now starting with Main Stream No. 2 ++++++++......+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1106.000 to Point/Station 1110.000 INITIAL AREA EVALUATION Initial area flow distance = 780.000(Ft.) 1� Top (of initial area) elevation = 156.000(Ft.) Bottom (of initial area) elevation = 132.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.03077 s(percent)= 3.08 TC = k(0. 420) *[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 12.091 min. Rainfall intensity = 4.117(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.680 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 11.196(CFS) Total initial stream area = 4.000(Ac.) Pervious.area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1106.000 to Point/Station 1110.000 **** CONFLUENCE OF MINOR STREAMS "" Along Main Stream number: 2 in normal stream number 1 Stream flow area 4.000(Ac.) Runoff from this stream = 11.196(CFS) Time of concentration =' 12.09 min. Rainfall intensity = 4.117(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1107.000 to Point/Station 1110.000 INITIAL AREA EVALUATION "" 2 Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 145.000(Ft.) Bottom (of initial area) elevation = 132.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.02364 s(percent)= 2.36 TC = k(0.420)•[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 11.084 min. Rainfall intensity = 4.334(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.687 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 5.951(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++.+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1107.000 to Point/Station 1110.000 *"" CONFLUENCE OF MINOR STREAMS ""' Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 5.951(CFS) Time of concentration = 11.08 min. Rainfall intensity = 4.334(INHr) ++++++++++++.++++.+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1100.000 to Point/Station 1105.000 *" INITIAL AREA EVALUATION'"` Qz Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 158.000(Ft.) Bottom (of initial area) elevation = 150.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.420)`[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 17.484 min. Rainfall intensity = 3.312(INHr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.651 ' Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 1 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 10.781(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.600 +++++++++++++±+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1105.000 to Point/Station 1110.000 IMPROVED CHANNEL TRAVEL TIME "'** Upstream point elevation = 150.00(Ft.) Downstream point elevation = 132.00(Ft.) Channel length thry subarea 550.00(Ft.) Channel base width 10.000(Ft.) Slope or'Z' of left channel bank = 2.500 Slope or'Z' of right channel bank= 2.500 Manning's 'N' = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 10.781(CFS) Depth of flow = 0.277(Ft.) Average velocity = 3.633(Ft/s) Channel flow top width = 11.387(Ft.) Flow Velocity = 3.63(FVs) Travel time = 2.52 min. . Time of concentration = 20.01. min. Critical depth = 0.320(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1105.000 to Point/Station 1110.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 2 in normal stream number 3 Stream flow area 5.000(Ac.) Runoff from this stream = 10.781(CFS) Time of concentration = 20.01 min. Rainfall intensity .= 3.059(in/W) Summary of stream data: Results of confluence: Stream Flow rate TC Rainfall Intensity 11.196 5.951 10.781 No. (CFS) (min) (In/Hr) 4.000 2.000 5.000 1 2 11.196 12.09 5.951 11.08 4.117 4.334 3 10.781 •20.01 3.059 Largest stream flow has longer or shorter time of concentration Qp = . 11.196 + sum of Qb la/lb 5.951 ' 0.950 = 5.653 Qa Tb(Ta 10.781 ` 0.604 = 6.515 Qp = 23.364 Results of confluence: Total of 3 streams to confluence: Flow rates before confluence point: . 11.196 5.951 10.781 Area of streams before confluence: 4.000 2.000 5.000 Results of confluence: Total flow rate = 23.364(CFS) Time of concentration = 12.091 min. Effective stream area after confluence = 11.000(Ac.) r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1110.000 to Point/Station 1115.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 132.00(Ft.) Downstream point/station elevation = 131.25(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.364(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 23.364(CFS) Normal flow depth in pipe = 20.39(ln.) Flow top width inside pipe = 28.00(ln.) Critical Depth = 19.76(ln.) Pipe flow velocity = 6.57(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 12.47 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1110.000 to Point/Station 1115.000 """_CONFLUENCE OF MAIN STREAMS """ The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 11.000(Ac.) Runoff from this stream = 23.364(CFS) Time of concentration = 12.47 min. Rainfall intensity = 4.042(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 282.341 12.33 4.069 2 23.364 12.47 4.042 Largest stream flow has longer or shorter time of concentration Qp = 282.341 + sum of Qa Tb/Ta 23.364 • 0.989 = 23.104 Qp = 305.445 Total of 2 main streams to confluence: Flow rates before confluence point: 282.341 23.364 Area of streams before confluence: 74.000 11.000 Results of confluence: Total flow rate.= 305.445(CFS) Time of concentration = 12.333 min. Effective stream area after confluence = 85.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1115.000 to Point/Station 1130.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ PIPEFLOW TRAVEL TIME (Program estimated size) i� IMPROVED CHANNEL TRAVEL TIME Upstream point/station elevation = 131.25(Ft.) Downstream point/station elevation = 128.00(Ft.) Pipe length = 320.00(Ft.) .Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 305.445(CFS) Nearest computed pipe diameter = 63.00(ln.) Calculated individual pipe flow = 305.445(CFS) Normal flow depth in pipe = 52.97(ln.) Flow top width inside pipe= 46.10(ln.) Critical Depth = 57.19(in.) Pipe flow velocity = 15.72(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 12.67 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1130.000 to Point/Station 1003.000 **** CONFLUENCE OF MAIN STREAMS ""' The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 85.000(Ac.) Runoff from this stream = 305.445(CFS) Time of concentration = 13.63 min. Rainfall intensity = 3.836(ln/Hr) Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1000.000 to Point/Station 1003.000 USER DEFINED FLOW INFORMATION AT A POINT Rainfall intensity 3.625 (In/Hr ) fora 100.0 ear storm UNDEVELOPED (poor cover) subarea c - �-a Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Process from Point/Station 1130.000 to Point/Station 1003.000 i� IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 128.00(Ft.) Downstream point elevation = 116.00(Ft.) Channel length thru subarea = 550.00(Ft.) Channel base width = 10.000(Ft.) Slope or'Z' of left channel bank = 2.500 Slope or'Z' of right channel bank= 2.500 Manning's 'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 305.445(CFS) Depth of flow = 2.093(Ft.) Average velocity = 9.582(FVs) Channel flow top width = 20.464(Ft.) Flow Velocity = 9.58(FVs) Travel time = 0.96 min. Time of concentration = 13.63 min. Critical depth = 2.469(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1130.000 to Point/Station 1003.000 **** CONFLUENCE OF MAIN STREAMS ""' The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 85.000(Ac.) Runoff from this stream = 305.445(CFS) Time of concentration = 13.63 min. Rainfall intensity = 3.836(ln/Hr) Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1000.000 to Point/Station 1003.000 USER DEFINED FLOW INFORMATION AT A POINT Rainfall intensity 3.625 (In/Hr ) fora 100.0 ear storm UNDEVELOPED (poor cover) subarea c - �-a Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 User specified values are as follows: TC = 15.00 min. Rain intensity = 3.63(INHr) Total area = 653.00(Ac.) Total runoff = 1020.00(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point/Station .1000.000 to Point/Station 1003.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 653.000(Ac.) Runoff from this stream = 1020.000(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.625(INHr) Summary of stream data: Stream Flow rate TC. Rainfall Intensity No. (CFS) (min) (In/Hr) 1 305.445 13.63 3.836 2 1020.000 15.00 3.625 Largest stream flow has longer time of concentration Qp = 1020.000 + sum of Qb la/lb 305.445* 0.945 = 288.643 Qp = 1308.843 Total of 2 main streams to confluence: Flow rates before confluence point: 305.445 1020.000 Area of streams before confluence: 85.000 653.000 Results of confluence: Total flow rate = 1308.643(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 738.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1003.000 to Point/Station 1010.000 *"* IMPROVED CHANNEL TRAVEL TIME ***' Upstream point elevation = 116.00(Ft.) Downstream point elevation = 104.00(Ft.) Channel length thru subarea 800.00(Ft.) Channel base width = 20.000(Ft.) Slope or'Z of left channel bank = 2.500 Slope or.'Z' of right channel bank= 2.500 Manning's'N' = 0.030 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1308.643(CFS) Depth of flow = 3.750(Ft.) Average velocity= 11.880(FVs) Channel flow top width = 38.749(Ft.) Flow Velocity = 11.88(Ft/s) Travel time = 1.12 min. Time of concentration = 16.12 min. Critical depth = 4.250(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1005.000 to Point/Station 1010.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ' Top of natural channel elevation = 154.000(Ft.) End of natural channel elevation = 104.000(Ft.) Length of natural channel = 1700.000(Ft.) Estimated mean flow rate at midpoint of channel = 1323.716(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope"0.5) Velocity using mean channel flow = 18.43(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0294 Corrected/adjusted channel slope = 0.0294 �. Travel time = 1.54 min. TC = 17.66 min. Adding area flow to channel - UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.542 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 3.292(ln/Hr) fora 100.0 year storm Subarea runoff'- 30.331(CFS) for 17.000(Ac.) Total runoff = 1338.975(CFS) Total area = 755.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1010.000 to Point/Station 1025.000 01-4 IMPROVED CHANNEL TRAVEL TIME r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1010.000 to Point/Station 1025.000 1 Covered channel Upstream point elevation = 104.00(Ft.) Downstream point elevation = 103.50(Ft.) Channel length thru subarea = 50.00(Ft.) Channel base width = 40.000(Ft.) Slope or'Z' of left channel bank= 0.000 Slope or'Z' of right channel bank= 0.000 Manning's'N' = 0.013 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 1338.975(CFS) Depth of flow = 1.979(Ft.) Average velocity = 16.918(FVs) Channel flow top width = 40.000(Ft.) Flow Velocity = 16.92(FVs) Travel time = 0:05 min. Time of concentration = 17.71 min. Critical depth = 3.250(Ft.) r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1010.000 to Point/Station 1025.000 1 **** CONFLUENCE OF MINOR STREAMS **** Along Main.Stream number. 1 in normal stream number 1 Stream flow area = 755.000(Ac.) Runoff from this stream = 1338.975(CFS) Time of concentration = 17.71 min. Rainfall intensity = 3.287(ln/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1016.000 INITIAL AREA EVALUATION Initial area flow distance = 388.000(Ft.) Top (of initial area) elevation = 156.000(Ft.) Bottom (of initial area} elevation = 151.000(Ft.) Difference in elevation = 5.000(Ft.) Slope= 0.01289 s(percent)= . 1.29 TC = k(0. 420) *[(length "3) /(elevation change)] "0.2 Initial area time.of concentration = 10.883 min. Rainfall intensity = 4.381(ln/Hr) fora 100.0 year storm SINGLE FAMILY (1 /2.Acre Lot) Runoff Coefficient = 0.688 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 3.014(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1016.000 to Point/Station 1025.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 151.000(Ft.) End df street segment elevation = 103.300(Ft.) Length of street segment = 1882.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfaU grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.068(CFS) Depth of flow = 0.477(Ft.) Average velocity = 5.037(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.997(Ft.) Flow velocity = 5.04(Ft/s) Travel time = 6.23 min. TC = 17.11 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) +++++++.+++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1025.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 20.529(CFS) Time of concentration= 17.11 min. Rainfall intensity = 3.354(In/Hr) +.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1020.000 to Point/Station 1025.000 INITIAL AREA EVALUATION J — Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 103.300(Ft.) Difference in elevation = 13.700(Ft.) Slope = 0.04567 s(percent)= 4.57 TC.= k(0. 420) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 7.624 min. Rainfall intensity = 5.404(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.714 1 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 7.720(CFS) Total initial stream area = 2.000(Ac.) ' Pervious area fraction = 0.600 +++++++++++.++++++++++++++++++++++++.... .. + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1020.000 to Point/Station 1025.000 CONFLUENCE OF MINOR STREAMS'"'"' Along Main Stream number. 1 in normal stream number 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 7.720(CFS) Time of concentration = 7.62 min. Rainfall intensity = 5.404(ln/Hr) Summary of stream data: Runoff Coefficient= 0.653 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 3.354(ln/Hr) fora 100.0 year storm Subarea runoff = 17.516(CFS) for 8.000(Ac.) Total runoff = 20.529(CFS) Total area = 9.000(Ac.) Street flow at end of street = 20.529(CFS) ' Half street flow at end of street =. 20.529(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.50(Ft.) Flow width (from curt towards crown)= 18.000(Ft.) +++++++.+++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1025.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 20.529(CFS) Time of concentration= 17.11 min. Rainfall intensity = 3.354(In/Hr) +.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1020.000 to Point/Station 1025.000 INITIAL AREA EVALUATION J — Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 103.300(Ft.) Difference in elevation = 13.700(Ft.) Slope = 0.04567 s(percent)= 4.57 TC.= k(0. 420) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 7.624 min. Rainfall intensity = 5.404(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.714 1 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 7.720(CFS) Total initial stream area = 2.000(Ac.) ' Pervious area fraction = 0.600 +++++++++++.++++++++++++++++++++++++.... .. + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1020.000 to Point/Station 1025.000 CONFLUENCE OF MINOR STREAMS'"'"' Along Main Stream number. 1 in normal stream number 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 7.720(CFS) Time of concentration = 7.62 min. Rainfall intensity = 5.404(ln/Hr) Summary of stream data: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1025.000 to Point/Station 1035.000 "" IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 103.50(Ft.) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1338.975 17.71 3.287 2 20.529 .17.11 3.354 1 3. 7.720 7.62 5.404 Largest stream flow has longer time of concentration Qp = 1338.975 + sum of Qb la/lb _ 20.529 ' 0.980 20.117 Qb ta/lb 7.720 ' 0.608 = 4.696 Qp = 1363.787 Total of 3 streams to confluence: Flow rates before confluence point: 1338.975 20.529 7.720 Area of streams before confluence: 755.000 9.000 2.000 Results of confluence: Total flow rate- 1363.787(CFS) Time of concentration = 17.709 min. Effective stream area after confluence = 766.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1025.000 to Point/Station 1035.000 "" IMPROVED CHANNEL TRAVEL TIME "" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1030.000 to Point/Station 1035.000 "" NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION �C? ' Top of natural channel elevation = 102.000(Ft.) End of natural channel elevation = 70.000(Ft.) Length of natural channel = 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 1370.019(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 t 8(q A.352)(slope "0.5) Velocity using mean channel flow = 16.43(Ft/s) Upstream point elevation = 103.50(Ft.) Downstream point elevation = 70.00(Ft.) Channel length thru subarea = 1000.00(Ft.) Channel base width = 20.000(Ft.) Slope or'Z of left channel bank = 2.000 1 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1363.787(CFS) Depth of flow = 3.158(Ft.) Average velocity = 16.411(Ft/s) Channel flow top width = 32.632(Ft.) Flow Velocity = 16.41(Ft/s) Travel time = 1.02 min. Time of concentration = 18.72 min. Critical depth = 4.500(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1030.000 to Point/Station 1035.000 "" NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION �C? ' Top of natural channel elevation = 102.000(Ft.) End of natural channel elevation = 70.000(Ft.) Length of natural channel = 1400.000(Ft.) Estimated mean flow rate at midpoint of channel = 1370.019(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 t 8(q A.352)(slope "0.5) Velocity using mean channel flow = 16.43(Ft/s) 1 Correction to map slope used on extremely rugged channels with Area averaged pervious area fraction(Ap) = 0.989 Area averaged RI index number = 85.8 1 drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0229 Corrected/adjusted channel slope = 0.0229 Travel time = 1.42 min. TC = 20.14 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.525 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 3.046(INHr) for a 100.0 year storm Subarea runoff = 11.196(CFS) for 7.000(Ac.) Total runoff = 1374.984(CFS). Total area = 773.000(Ac.) End of computations, total study area = 773.00 (Ac.) The following figures may be used for 'a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.989 Area averaged RI index number = 85.8 1 II 1_ J Riverside County Rational Hydrology Program 1 CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/06/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100B Hydrology Study Control Information'""**""`"*` Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: i 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ ++ Process from Point/Station 300.000 to Point/Station 305.000 INITIAL AREA EVALUATION — Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation= 1000.000(Ft.) Difference in elevation = 560.000(Ft.) Slope = 0.65882 s(percent)= 65.88 TC = k(0.530)`[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 8.556 min. Rainfall intensity = 5.049(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 57.202(CFS) Total initial stream area = 13.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 305.000 to Point/Station 310.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION "'" ' Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 200.000(Ft.) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.362(INHr) fora 100.0 year storm Subarea runoff = 382.068(CFS) for 101.000(Ac.) Total runoff = 439.270(CFS) Total area = 114.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 310.000 to Point/Station 315.000 "" NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 139.000(Ft.) Length of natural channel = 552.000(Ft.) Estimated mean flow rate at midpoint of channel = 446.977(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 13.89(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1105 Corrected/adjusted channel slope = 0.1105 Travel time = 0.66 min. TC = 11.62 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.214(INHr) fora 100.0 year storm Subarea runoff = 14.598(CFS) for 4.000(Ac.) Total runoff = 453.868(CFS) Total area = 118.000(Ac.) Length of natural channel = 2760.000(Ft.) Estimated mean flow rate at midpoint of channel = 279.412(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 19.12(FUs) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) ' Normal channel slope = 0.2899 Corrected/adjusted channel slope = 0.2899 Travel time = 2.41 min. TC = 10.96 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.362(INHr) fora 100.0 year storm Subarea runoff = 382.068(CFS) for 101.000(Ac.) Total runoff = 439.270(CFS) Total area = 114.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 310.000 to Point/Station 315.000 "" NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 139.000(Ft.) Length of natural channel = 552.000(Ft.) Estimated mean flow rate at midpoint of channel = 446.977(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 13.89(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1105 Corrected/adjusted channel slope = 0.1105 Travel time = 0.66 min. TC = 11.62 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.214(INHr) fora 100.0 year storm Subarea runoff = 14.598(CFS) for 4.000(Ac.) Total runoff = 453.868(CFS) Total area = 118.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 315.000 to Point/Station 1200.000 **** IMPROVED CHANNEL TRAVEL TIME Covered channel Upstream point.elevation = 139.00(Ft.) Downstream point elevation = 138.60(Ft.) Channel length thru subarea = 40.00(Ft.) Channel base width = 12.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or'Z' of right channel bank = 0.000 Manning's'N' = 0.015 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 453.868(CFS) Depth of flow = 2.577(Ft.) Average velocity = 14.675(Ft/s) Channel flow top width = 12.000(Ft.) Flow Velocity = 14.67(Ft/s) Travel time = 0.05 min. Time of concentration = 11.67 min. Critical depth = 3.563(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1200.000 to Point/Station 1205.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 138.60(Ft.) Downstream point elevation= 100.00(Ft.) Channel length thru subarea = 700.00(Ft.) Channel base width = 70.000(Ft.) Slope or'Z' of left channel bank= 2.500 Slope or'Z' of right channel bank= 2.500 Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 453.868(CFS) Depth of flow = 0.614(Ft.) Average velocity = 10.333(Ft/s) Channel flow top width = 73.070(Ft.) Flow Velocity = 10.33(Ft/s) Travel time = 1.13 min. Time of concentration = 12.80 min. Critical depth = 1.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1203.000 to Point/Station 1205.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION'*"' Cc� Top of natural channel elevation = 140.000(Ft.) End of natural channel elevation= 100.000(Ft.) Length of natural channel = 710.000(Ft.) Estimated mean flow rate at midpoint of channel = 465.407(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope "0.5) Velocity using mean channel flow = 18.16(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope =. 0.0563 Corrected/adjusted channel slope= 0.0563 Travel time = 0.65 min. TC = 13.45 min. Adding area flow to channel UNDEVELOPED (good cover) subarea ' Runoff Coefficient = 0.576 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 3.866(ln/Hr) fora 100.0 year storm Subarea runoff = 13.359(CFS) for 6.000(Ac.) Total runoff = 467.228(CFS) Total area = 124.000(Ac.) 1 ++++++++++++.4....+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1205.000 to Point/Station 1215.000 *"* IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.00(Ft.) Downstream point elevation = 99.50(Ft.) Channel length thru subarea = 25.00(Ft.) Channel base width = 60.000(Ft.) Slope or'T of left channel bank = 15.000 Slope or'Z of right channel bank = 10.000 Manning's'N' = 0.020 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 467.228(CFS) Depth of flow = 0.789(Ft.) Average velocity = 8.639(Ft/s) !lWaming: Water is above left or right bank elevations Channel flow top width = 72.500(Ft.) Flow Velocity = 8.64(Ft/s) Travel time = 0.05 min. Time of concentration = 13.50 min. Critical depth =. 1.125(Ft.) ERROR - Channel depth exceeds maximum allowable depth +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 Process from Point/Station 1205.000 to Point/Station 1215.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 124.000(Ac.) Runoff from this stream = 467.228(CFS) Time of concentration = 13.50 min. Rainfall intensity = 3.858(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1213.000 to Point/Station 1215.000 **** INITIAL AREA EVALUATION **** -` Initial area flow distance = .950.000(Ft.) Top (of initial area) elevation= 119.000(Ft.) ' Bottom (of initial area) elevation = 99.500(Ft.) Difference in elevation = 19.500(Ft.) Slope= 0.02053 s(percent)= 2.05 TC = k(0.420)•[(length "3) /(elevation change)] "0.2 ' Initial area time of concentration = 14.187 min. Rainfall intensity = 3.746(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.667 ' Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 22.506(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.600 ++++++++++++++++++++++++++++++++ +++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1213.000 to Point/Station 1215.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 22.506(CFS) Time of concentration = 14.19 min. Rainfall intensity = 3.746(In/Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 400.000 to Point/Station 405.000 INITIAL AREA EVALUATION Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1160.000(Ft.) ' Bottom (of initial area) elevation = 1000.000(Ft.) Difference in elevation = 160.000(Ft.) Slope = 0.50000 s(percent)= 50.00 TC = k(0.530)`[(length ^3) /(elevation change)] "0.2 Initial area time of concentration= 6.117 min. Rainfall intensity = 6.154(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea ' Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 59.337(CFS) Total initial stream area = 11.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 405.000 to Point/Station 415.000 *"* NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION'"" Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 210.000(Ft.) Length of natural channel = 2225.000(Ft.) Estimated mean flow rate at midpoint of channel= 118.675(CFS) Natural m, ounlain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 15.92(Ft/s). Correction to map slope used on extremely rugged channels with ' drops and waterfalls (Plate D-6.2) Normal channel -slope = 0.3551 Corrected/adjusted channel slope = 0.3551 Travel time = , 2.33 min. TC = 8.45 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 5.088(In/Hr) fora 100.0 year storm Subarea runoff = 97.574(CFS) for 22.000(Ac.) Total runoff = 156.911(CFS) Total area = 33.000(Ac.) '. ++++++++++++++.++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 410.000 to Point/Station 415.000 SUBAREA FLOW ADDITION **** CAL UNDEVELOPED (poor cover) subarea `J �. Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Time of concentration = 8.45 min. Rainfall intensity = 5.088(INHr) fora 100.0 year storm Subarea runoff = . 57.657(CFS) for 13.000(Ac.) Total runoff = 214.569(CFS) Total area = 46.000(Ac.) ++++++++++++*++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 415.000 to Point/Station 435.000 ***' IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 210.00(Ft.) Downstream point elevation= 180.00(Ft.) Channel length thru subarea = 330.00(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or'Z of right channel bank = 2.000. Manning's'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 214.569(CFS) Depth of flow = 0.811(Ft.) Average velocity= 12.240(Ft/s) Channel flow top width = 23.243(Ft.) Flow Velocity = 12.24(Ft/s) Travel time = 0.45 min. Time of concentration = 8.90 min. Critical depth = 1.453(Ft.) 1 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 415.000 to Point/Station 435.000 **** CONFLUENCE OF MINOR STREAMS'*** ' Along Main Stream number. 3 in normal stream number 1 Stream flow area = 46.000(Ac.) Runoff from this stream = 214.569(CFS) Time of concentration = . 8.90 min. 1 Rainfall intensity = 4.934(ln/Hr) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from PoinVStation 420.000-to Point/Station 425.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 640.000(Ft.) ' Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation= 1000.000(Ft.) Difference in elevation = 482.000(Ft.) Slope = 0.75313 s(percent)= 75.31 TC = k(0.530) *[( length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.437 min. Rainfall intensity = 5.484(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 Decimal fraction soil group A = -0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 62.294(CFS) Total initial stream area = 13.000(Ac.) Pervious area fraction = 1.000 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 425.000 to Point/Station 430.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 200.000(Ft.) 1 Length of natural channel = 1937.000(Ft.) Estimated mean flow rate at midpoint of channel = 126.984(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(q ".33) (slope ".492) Velocity using mean channel flow = 17.54(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.4130 ' Corrected/adjusted channel slope = 0.4130 Travel time = 1.84 min. TC = 9.28 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.813(ln/Ho fora 100.0 year storm Subarea runoff = 113.096(CFS) for 27.000(Ac.) Total runoff = 175.390(CFS) Total area = 40.000(Ac.) Process from Point/Station 430.000 to Point/Station 435.000 *'*` IMPROVED CHANNEL TRAVEL TIME "*"* ' +++++++++++++±+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 430.000 to Point/Station 435.000 CONFLUENCE OF MINOR STREAMS *"*" 1 Along Main Stream number. 3 in normal stream number 2 Stream flow area = 40.000(Ac.) Runoff from this 'stream = 175.390(CFS) Time of concentration = 9.44 min. Rainfall intensity = 4.765(INHr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Flr) 1 214.569 8.90 4.934 ,2 175.390 9.44 4.765 Largest stream flow has longer or shorter time of concentration Qp = 214.569.+ sum of Qa Tb/Ta 175.390 * 0.942 = 165.297 Qp = 379.865 ' Total of 2 streams to confluence: Flow rates before confluence point: 214.569 175.390 ' Area of streams before confluence: 46.000 40.000 Results of confluence: Total flow rate = 379.865(CFS) Time of concentration = 8.895 min. Upstream point elevation = 200.00(Ft.) ' Downstream point elevation = 180.00(Ft.) Channel length thin subarea = 150.00(Ft.) Channel base width = 10.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 175.390(CFS) Depth of flow = 0.950(Ft.) Average velocity = 15.506(Ft/s) Channel flow top width = 13.802(Ft.) Flow Velocity = 15.51(FUs) Travel time = 0.16 min. Time of concentration = 9.44 min. ' Critical depth = 1.859(Ft.) ' +++++++++++++±+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 430.000 to Point/Station 435.000 CONFLUENCE OF MINOR STREAMS *"*" 1 Along Main Stream number. 3 in normal stream number 2 Stream flow area = 40.000(Ac.) Runoff from this 'stream = 175.390(CFS) Time of concentration = 9.44 min. Rainfall intensity = 4.765(INHr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Flr) 1 214.569 8.90 4.934 ,2 175.390 9.44 4.765 Largest stream flow has longer or shorter time of concentration Qp = 214.569.+ sum of Qa Tb/Ta 175.390 * 0.942 = 165.297 Qp = 379.865 ' Total of 2 streams to confluence: Flow rates before confluence point: 214.569 175.390 ' Area of streams before confluence: 46.000 40.000 Results of confluence: Total flow rate = 379.865(CFS) Time of concentration = 8.895 min. Effective stream area after confluence = 86.000(Ac.) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 435.000 to Point/Station 440.000 "" IMPROVED CHANNEL TRAVEL TIME ' Upstream point elevation = 180.00(Ft.) Downstream point elevation = 140.00(Ft.) Channel length thru subarea 550.00(Ft.) Channel base width = 20.000(Ft.) Slope or'T of left channel bank = 2.000 Slope or'Z' of right channel bank = 2.000 ' Manning's 'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 379.865(CFS) Depth of flow = 1.213(Ft.) ' Average velocity= 13.971(Ft/s) Channel flow top width = 24.850(Ft.) Flow Velocity = 13.97(Ft/s) Travel time = 0.66 min. Time of concentration = 9.55 min. Critical depth = 2.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 435.000 to Point/Station 440.000 CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number. 3 in normal stream number 1 Stream flow area = 86.000(Ac.) ' Runoff from this stream = 379.865(CFS) Time of concentration = 9.55 min. Rainfall intensity = 4.731(INHr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1210.000 to Point/Station 440.000 INITIAL.AREA EVALUATION Initial area flow distance = 535.000(Ft.) Top (of initial area) elevation = 182.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 42.000(Ft.) Slope = 0.07850 s(percent)= 7.85 TC = k(0.420)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 8.622 min. Rainfall intensity = 5.026(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.705 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00: Initial subarea runoff = 10.635(CFS) ' Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1210.000 to Point/Station 440.000 1 I**** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 10.635(CFS) Time of concentration = 8.62 min. ' Rainfall intensity = 5.026(ln/Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 437.000 to Point/Station 440.000 INITIAL AREA EVALUATION ' Initial area flow distance = 1232.000(Ft.) Top (of initial area) elevation = 210.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 70.000(Ft.) ' Slope = 0.05682 s(percent)= 5.68 TC = k(0. 530) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 16.204 min. Rainfall intensity = 3.464(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.859 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 8.928(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 437.000 to Point/Station 440.000 CONFLUENCE OF MINOR STREAMS "**" Along Main Stream number. 3 in normal stream number 3 ' Stream flow area = 3.000(Ac.) Runoff from this stream = 8.928(CFS) Time of concentration = 16.20 min. Rainfall intensity = 3.464(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 379.865 9.55 4.731 ' 2 10.635 8.62 5.026 3 8.928 16.20 3.464 Largest stream flow has longer or shorter time of concentration Qp = 379.865 + sum of Qb la/lb 10.635 * 0.941 = 10.012 Qa Tb/Ta ' 8.928 * 0.589 = 5.262 Qp = 395.139 Total of 3 streams to confluence: ' Flow rates before confluence point: 379.865 10.635 8.928 Area of streams before confluence: 86.000 - 3.000 3.000 Results of confluence: Total flow rate = 395.139(CFS) Time of concentration = 9.551 min. Effective stream area after confluence = 92.000(Ac.) +++++++++.+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 440.000 to Point/Station 445.000 a a IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 140.00(Ft.) Downstream point elevation= 110.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 20.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'T of right channel bank = 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 395.139(CFS) Depth of flow = 1.230(Ft.) Average velocity = 14.307(Ft/s) Channel flow top width = 24.919(Ft.) Flow Velocity = 14.31(Ft/s) Travel time = 0.47.min. Time of concentration = 10.02 min. Critical depth = 2.125(Ft.) +.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 440.000 to Point/Station 445.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 3 in normal stream number 1 ' Stream flow area = ' 92.000(Ac.) Runoff from this stream = 395.139(CFS) Time of concentration = 10.02 min. ' Rainfall intensity = 4.600(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 443.000 to Point/Station 445.000 INITIAL AREA EVALUATION Initial area flow distance = 302.000(Ft.) Top (of initial area) elevation = 200.000(Ft.) Bottom (of initial area) elevation= 110.000(Ft.) Difference in elevation = 90.000(Ft.) Slope = 0.29801 s(percent)= 29.80 TC = k(0.530)'[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 6.629 min. Rainfall intensity = .5.869(In/Hr) fora 100.0 year storm ' UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 Decimal fraction soit group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 10.276(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station - 443.000 to Point/Station 445.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 3 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 10.276(CFS) ' Time of concentration = 6.63 min. Rainfall intensity = 5.869(INHr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 395.139 10.02 4.600 2 10.276 6.63 5.869 Largest stream flow has longer time of concentration Qp = 395.139 + sum of Qb la/lb 10.276 * 0.784 = 8.054 Op = 403.194 Total of 2 streams to confluence: Flow rates before confluence point: 395.139 10.276 Area of streams before confluence: 92.000 2.000 Results of confluence: Total flow rate = 403.194(CFS) Time of concentration= 10.017 min. Effective stream area after confluence = 94.000(Ac.) 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 445.000 to Point/Station 1215.000 IMPROVED CHANNEL TRAVEL TIME *'*' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 445.000 to Point/Station 1215.000 "CONFLUENCE OF MAIN STREAMS'*'' Upstream point elevation= 110.00(Ft.) Downstream point elevation = 99.50(Ft.) ' Channel length thru subarea = 200.00(Ft.) Channel base width = 30.000(Ft.) Slope or'Z' of left channel bank = 2.500 t Slope or'Z' of right channel bank= 2.500 Manning's'N' = 0.024 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 403.194(CFS) ' Depth of flow = 0.955(Ft.) Average velocity = 13.032(Ft/s) Channel flow top width = 34.776(Ft.) Flow Velocity = 13.03(Ft/s) ' Travel time = 0.26 min. Time of concentration = 10.27 min. ' Critical depth = 1.688(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 445.000 to Point/Station 1215.000 "CONFLUENCE OF MAIN STREAMS'*'' IJ The following data inside Main Stream is listed: ' In Main Stream number. 3 Stream flow area = 94.000(Ac.) Runoff from this stream = 403.194(CFS) Time of concentration = 10.27 min. ' Rainfall intensity = 4.532(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) ' Results of confluence: Total flow rate = 831.835(CFS) Time of concentration = 13.499 min. Effective stream area after confluence = 227.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1215.000 to Point/Station 1220.000 IMPROVED CHANNEL TRAVEL TIME "" 1 467.228 13.50 3.858 ' 2 22.506 14.19 3.746 ' 3 403.194 10.27 4.532 Largest stream flow has longer or shorter time of concentration ' Qp = 467.228 + sum of Slope or'Z of right channel bank = 5.000 Qa Tb/Ta 22.506 ' 0.952 = 21.415 Flow(q) thru subarea = 831.835(CFS) Ob la/lb Depth,of flow = 1.298(Ft.) 403.194 ' 0.851 = 343.192 Op - 831.835 ' Total of 3 main streams to confluence: ' Flow rates before confluence point: 467.228 22.506 403.194 Area of streams before confluence: ' 124.000 9.000 94.000 ' Results of confluence: Total flow rate = 831.835(CFS) Time of concentration = 13.499 min. Effective stream area after confluence = 227.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1215.000 to Point/Station 1220.000 IMPROVED CHANNEL TRAVEL TIME "" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1215.000 to Point/Station 1220.000 '*•* CONFLUENCE OF MAIN STREAMS """ Upstream point elevation = 99.50(Ft.) Downstream point elevation = 82.00(Ft.) ' Channel length thru subarea = 900.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z' of left channel bank = 5.000 ' Slope or'Z of right channel bank = 5.000 Manning's 'N' = 0.024 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 831.835(CFS) Depth,of flow = 1.298(Ft.) Average velocity = 9.635(Ft/s) Channel flow top width = 72.985(Ft.) ' Flow Velocity = 9.63(Ft/s) Travel time = 1.56 min. Time of concentration = 15.06 min. Critical depth = 1.719(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1215.000 to Point/Station 1220.000 '*•* CONFLUENCE OF MAIN STREAMS """ �II �J The following data inside Main Stream is listed: ' In Main Stream number. 1 Stream flow area = 227.000(Ac.) Runoff from this stream = 831.835(CFS) Time of concentration = 15.06 min. Rainfall intensity = 3.617(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 500.000 to Point/Station 505.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 946.000(Ft.) Top (of initial area) elevation = 800.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 600.000(Ft.) Slope = 0.63425 s(percent)= 63.42 TC = k(0.530) *[( length "3) /(elevation change)]^0.2 Initial area time of concentration = 8.999 min. Rainfall intensity = 4.901(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil, group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 38.405(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 505.000 to Point/Station 510.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 104.000(Ft.) Length of natural channel = 447.000(Ft.) Estimated mean flow rate at midpoint of channel = 46.939(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 9.16(FUs) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.2148 Corrected/adjusted channel slope = 0.2148 Travel time-= 0.81 min. TC = 9.81 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.869 Decimal fradion soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Li RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.857(In/Hr) fora 100.0 year storm Subarea runoff = 16.191(CFS) for 4.000(Ac.) Total runoff = 54.596(CFS) Total area = 13.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 510.000 to Point/Station 1220.000 "" IMPROVED CHANNEL TRAVEL TIME *"' Upstream point elevation = 104.00(Ft.) Downstream point elevation = 82.00(Ft.) Channel length thru subarea = 700.00(Ft.) Channel base width = 100.000(Ft.) Slope or'Z' of left channel bank= 12.500 Slope or'Z of right channel bank = 12.500 Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 54.596(CFS) Depth of flow = 0.165(Ft.) Average velocity = 3.252(Ft/s) Channel flow top width = 104.113(Ft.) Flow Velocity = 3.25(Ft/s) Travel time = 3.59 min. Time of concentration = 13.40 min. Critical depth = 0.207(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 510.000 to Point/Station 1220.000 **** CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.000(Ac.) Runoff from this stream = 54.596(CFS) Time of concentration = 13.40 min. Rainfall intensity = 3.875(INHr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 515.000 to Point/Station 520.000 INITIAL AREA EVALUATION Initial area flow distance = 823.000(Ft.) Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation = 800.000(Ft.) Difference in elevation = 682.000(Ft.) Slope = 0.82868 s(percent)= 82.87 TC = k(0. 530) "[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.068 min. Rainfall intensity = 5.227(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 50.164(CFS) Total initial stream area = 11.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 520.000 to Point/Station 525.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ' Top of natural channel elevation = 800.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 1326.000(Ft.) Estimated mean flow rate at midpoint of channel = 95.768(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 16.72(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.4525 Corrected/adjusted channel slope = 0.4525 Travel time = 1.32 min. TC = 9.39 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.779(INHr) fora 100.0 year storm Subarea runoff = 83.159(CFS) for 20.000(Ac.) Total runoff = 133.323(CFS) Total area = 31.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 520.000 to Point/Station 525.000 CONFLUENCE OF MINOR STREAMS'"" Along Main Stream number. 3 in normal stream number 1 Stream flow area = 31.000(Ac.) Runoff from this stream = 133.323(CFS) Time of concentration = 9.39 min. Rainfall intensity = 4.779(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 515.000 to Point/Station 530.000 INITIAL AREA EVALUATION Initial area flow distance = 855.000(Ft.) ■ Top (of initial area) elevation = 1482.000(Ft.) s Bottom (of initial area) elevation = 800.000(Ft.) Difference in elevation = 682.000(Ft.) Slope = 0.79766 s(percent)= 79.77 TC = k(0.530)'[(length" 3) /(elevation change)] "0.2 Initial area time of concentration = 8.255 min. Rainfall intensity = 5.157(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 1 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 26.984(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 530.000 to Point/Station 525.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION''"` Top of natural channel elevation = 800.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 1193.000(Ft.) Estimated mean flow rate at midpoint of channel = 65.212(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 15.51(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.5029 Corrected/adjusted channel slope = 0.5029 Travel time = 1.28 min. TC = 9.54 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4:.736(INHr) fora 100.0 year storm Subarea runoff = 70.021(CFS) for 17.000(Ac.) Total runoff = 97.005(CFS) Total area = 23.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 530.000 to Point/Station 525.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 3 in normal stream number 2 Stream flow area = 23.000(Ac.) Runoff from this stream = 97.005(CFS) Time of concentration = 9.54 min. Rainfall intensity = 4.736(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In /Hr) 1 133.323 9.39 4.779 2 97.005 9.54 4.736 Largest stream flow has longer or shorter time of concentration Qp = 133.323 + sum of Qa Tb/Ta 97.005 • 0.985 = 95.514 Qp = 228.837 Total of 2 streams to confluence: Flow rates before confluence point: 133.323 97.005 Area of streams before confluence: 31.000 23.000 Results of confluence: Total flow rate = 228.837(CFS) Time of concentration = 9.390 min. Effective stream area after confluence = 54.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 525.000 to Point/Station 540.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 92.000(Ft.) Length of natural channel = 715.000(Ft.) Estimated mean flow rate at midpoint of channel = 241.550(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(sloW.492) Velocity using mean channel flow = 13.22(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope= 0.1510 Corrected/adjusted channel slope= 0.1510 Travel time = 0.90 min. TC = 10.29 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 4.528(In/Hr) fora 100.0 year storm Subarea runoff = 23.591(CFS) for 6.000(Ac.) Total runoff = 252.428(CFS) Total area = 60.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 540.000 to Point/Station 1220.000 "" IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 92.00(Ft.) Downstream point elevation = 82.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 40.000(Ft.) Slope or'Z' of left channel bank= 7.500 Slope or'Z' of right channel bank = 7.500 Manning's 'N' = 0.024 Maximum depth of channel = 6.000(Ft.) ' The following data inside Main Stream is listed: Flow(q) thru subarea = 252.428(CFS) Depth of flow = 0.745(Ft.) Average velocity = 7.437(Ft/s) Channel flow top width = 51.169(Ft.) Flow Velocity = 7.44(Ft/s) Travel time = 0.90 min. Time of concentration= 11.19 min. Critical depth = 1.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 540.000 to Point/Station 1220.000 "*** CONFLUENCE OF MAIN STREAMS **** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1220.000 to Point/Station 1225.000 **** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 82.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea = 650.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z of left channel bank = 5.000 Slope or'Z of right channel bank = 5.000 ' Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 60.000(Ac.) Runoff from this stream = 252.428(CFS) Time of concentration = 11.19 min. Rainfall intensity = 4.310(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 831.835 15.06 3.617 2 54.596 13.40 3.875 3 252.428 11.19 4.310 Largest stream flow has longer time of concentration Qp = 831.835 + sum of Qb la/lb ' 54.596 * 0.934 = 50.969 Qb la/lb 252.428 * 0.839 = 211.859 1 Qp = 1094.664 Total of 3 main streams to confluence: Flow rates before confluence point: 831.835 54.596 252.428 Area of streams before confluence: 227.000 13.000 60.000 Results of confluence: Total flow rate = 1094.664(CFS) Time of concentration = 15.056 min. Effective stream area after confluence = 300.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1220.000 to Point/Station 1225.000 **** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 82.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea = 650.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z of left channel bank = 5.000 Slope or'Z of right channel bank = 5.000 ' Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) ' Flow(q) thru subarea = 1094.664(CFS) Depth of flow = 1.892(Ft.) Average velocity = 8.331(Ft/s) Channel flow top width = 78.918(Ft.) Flow Velocity = 8.33(FVs) Travel time = 1.30 min. Time of concentration = 16.36 min. Critical depth = . 2.063(Ft.) 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1220.000 to Point/Station 1225.000 ""' CONFLUENCE OF MINOR STREAMS **" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 300.000(Ac.) Runoff from this stream = 1094.664(CFS) Time of concentration = 16.36 min. Rainfall intensity = 3.445(In/Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 545.000 to Point/Station 550.000 ""' INITIAL AREA EVALUATION'""' Initial area flow distance = 544.000(Ft.) Top (of initial area) elevation = 600.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 400.000(Ft.) Slope = 0.73529 s(percent)= 73.53 TC = k(0.530)•((lengthA3 )/(elevation change))"0.2 ' Initial area time of concentration = 7.002 min. Rainfall intensity = 5.683(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 29.821(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 550.000 to Point/Station 555.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION "'" 0�— Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 80.000(Ft.) Length of natural channel = 242.000(Ft.) Estimated mean flow rate at midpoint of channel = 34.791(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) . Velocity using mean channel flow = 12.52(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope .7 0.4959 � I � I Corrected/adjusted channel slope= 0.4959 Travel time = .0.32 min. TC = 7.32 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 5.534(INHr) fora 100.0 year storrn Subarea runoff = 9.673(CFS) for 2.000(Ac.) Total runoff = 39.494(CFS) Total area = 8.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 555.000 to Point/Station 1225.000 ""* IMPROVED CHANNEL TRAVEL TIME ""* Upstream point elevation = 80.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea 200.00(Ft.) Channel base width = 15.000(Ft.) Slope or'Z of left channel bank = 20.000 Slope or'Z' of right channel bank= 20.000 Manning's 'N' = 0.024 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 39.494(CFS) Depth of flow = 0.421 (Ft.) Average velocity = 4.006(FUs) Channel flow top width = 31.839(Ft.) Flow Velocity = 4.01(Ft/s) Travel time = 0.83 min. Time of concentration = 8.16 min. Critical depth = 0.480(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 555.000 to Point/Station 1225.000 **" CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 39.494(CFS) Time of concentration = 8.16 min. Rainfall intensity = 5.193(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1094.664 16.36 3.445 2 39.494 8.16 5.193 Largest stream flow has longer time of concentration Qp = 1094.664 + sum of Qb la/lb 39.494,* 0.663 = 26.196 Op = 1120.860 Total of 2 streams to confluence: Flow rates before confluence point: 1094.664 39.494 Area of streams before confluence: 300.000 8.000 Results of confluence: Total flow rate = 1120.860(CFS) Time of concentration = 16.356 min. Effective stream area after confluence = 308.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1223.000 to Point/Station 1225.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 156.000(Ft.) End of natural channel elevation = 76.000(Ft.) Length of natural channel = 2000.000(Ft.) Estimated mean flow rate at midpoint of channel = 1164.530(CF8) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope"0.5) Velocity using mean channel flow = 20.60(FUs) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0400 Corrected/adjusted channel slope = 0.0400 Travel time = 1.62 min. TC = 17.97 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.540 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 3.258(INHr) fora 100.0 year storm Subarea runoff = 42.202(CFS) for 24.000(Ac.) Total runoff = 1163.062(CFS) Total area = 332.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1225.000 to Point/Station 1240.000 ""' IMPROVED CHANNEL TRAVEL TIME "" t Flow Velocity = 8.01(FUs) Upstream point elevation = 76.00(Ft.) Downstream point elevation = 70.00(Ft.) Channel length thru subarea = 780.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z' of left channel bank= 5.000 Slope or'T of right channel bank = 5.000 Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1163.062(CFS) Depth of flow = 2.065(Ft.) Average velocity = 8.010(FUs) Channel flow top width = 80.648(Ft.) t Flow Velocity = 8.01(FUs) ' Travel time = 1.62 min. Time of concentration.= 19.60 min. ' Critical depth = 2.125(Ft.) +++.+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1225.000 to Point/Station 1240.000 ""' CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 332.000(Ac.) Runoff from this stream = 1163.062(CFS) Time of concentration = 19.60 min. Rainfall intensity = 3.096(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1235.000 to Point/Station 1240.000 "" INITIAL AREA EVALUATION "" Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 88.000(Ft.) Bottom (of initial area) elevation = 70.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01957 s(percent)= 1.96 TC = k(0.940)•[(length ^3) /(elevation change)] "0.2 Initial area time of concentratibn = 31.648 min. Rainfall intensity = 2.334(In/Hr) fora 100.0 year storm UNDEVELOPED (good cover) subarea ' Runoff Coefficient = 0.466 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 1 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 8.696(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 1.000 +++ t+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1235.000 to Point/Station 1240.000 CONFLUENCE OF MAIN STREAMS 1 The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 8.000(Ac.) ' Runoff from this stream = 8.696(CFS) Time of concentration = 31.65 min. Rainfall intensity = 2.334(In/Hr) Program is now starting with Main Stream No. 3 ++++++.+++++++++++++++++++++++++++.++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 560.000 to Point/Station 565.000 INITIAL AREA EVALUATION'""' Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 440.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) ' Difference in elevation = 240.000(Ft.) Slope = 0.73846 s(percent)= 73.85 ' TC = k(0. 530) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 5.693 min. Rainfall intensity = 6.420(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea ' Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 11.268(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 565.000 to Point/Station 570.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 82.000(Ft.) Length of natural channel = 216.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.901(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 10.35(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.5463 Corrected/adjusted channel slope = 0.5463 ' Travel time = 0.35 min. TC = 6.04 min. 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 570.000 to Point/Station 580.000 **** IMPROVED CHANNEL TRAVEL TIME'**' Upstream point elevation = 82.00(Ft.) Downstream point elevation = 78.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.024 Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A,= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Rainfall intensity = 6.200(In/Ho fora 100.0 year storm Subarea runoff = 10.870(CFS) for 2.000(Ac.) Total runoff = 22.138(CFS) Total area = 4.000(Ac.) 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 570.000 to Point/Station 580.000 **** IMPROVED CHANNEL TRAVEL TIME'**' Upstream point elevation = 82.00(Ft.) Downstream point elevation = 78.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.024 ' Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 22.138(CFS) Depth of flow = 1.520(Ft.) Average velocity = 4.788(Ft/s) Channel flow top width = 6.082(Ft.) Flow Velocity = 4.79(Ft/s) Travel time = 1.39 min. Time of concentration = 7.43 min. Critical depth = 1.500(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 570.000 to Point/Station 580.000 CONFLUENCE OF MINOR STREAMS'*'` �L Along Main Stream number. 3 in normal stream number 1 Stream flow area = 4.000(Ac.) Runoff from this stream = 22.138(CFS) Time of concentration = 7.43 min. Rainfall intensity = 5.486(INHr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station - 560.000 to Point/Station 575.000 INITIAL AREA EVALUATION Initial area flow distance = 463.000(Ft.) 1 Top (of initial area) elevation = 440.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 240.000(Ft.) Slope = 0.51836 s(percent)= 51.84 TC = k(0.530)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 7.040 min. Rainfall intensity = 5.664(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 4.954(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 1.000 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 575.000 to Point/Station 580.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ' Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 78.000(Ft.) Length of natural channel = 170.000(Ft.) Estimated mean flow rate at midpoint of channel = 7.431(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 9.02(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.7176 Corrected/adjusted channel slope= 0.7176 Travel time = 0.31 min. TC = 7.35 min. Adding area flow to channel ' UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2), = 89.00 I Rainfall intensity = 5.520(In/Hr) fora 100.0 year storm Subarea runoff = 4.824(CFS) for 1.000(Ac.) Total runoff = 9.778(CFS) Total area = 2.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 575.000 to Point/Station 580.000 *"* CONFLUENCE OF MINOR STREAMS'"" Along Main Stream number. 3 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 9.778(CFS) Time of concentration = 7.35 min. Rainfall intensity = 5.520(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) " (In/Hr) 1 22.138 7.43 5.486 2 9.778 7.35 5.520 Largest stream flow has longer time of concentration Qp = 22.138 + sum of Qb la/lb 9.778 * 0.994 = 9.716 Qp = 31.854 Total of 2 streams to confluence: Flow rates before confluence point: 22.138 9.778 Area of streams before confluence: 4.000 2.000 Results of confluence: Total flow rate = 31.854(CFS) Time of concentration = 7.434 min. Effective stream area after confluence = 6.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 580.000 to Point/Station 1230.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 78.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea 180.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 2.000 Slope or'Z' of right channel bank= 2.000 1 Manning's 'N' = 0.024 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 31.854(CFS) Depth of flow = 1.709(Ft.) Average velocity = 5.455(Ft/s) Channel flow top width = 6.835(Ft.) Flow Velocity = 5.46(Ft/s) Travel time = 0.55 min. Time of concentration = 7.98 min. Critical depth = 1.734(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1230.000 to Point/Station 1240.000 **** PIPEFLOW TRAVEL TIME (User specified size)'""` Upstream point/station elevation = 76.00(Ft.) Downstream point/station elevation = 70.00(Ft.) Pipe length = 170.00(Ft.) Manning's N = 0.024 No. of pipes = 1 Required pipe flow = 31.854(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 31.854(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 35.98(In.) ' Critical Depth = 21.97(In.) Pipe flow velocity = 9.45(Ft/s) Travel time through pipe = 0.30 min. ' Time of concentration (TC) = 8.28 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1230.000 to Point/Station 1240.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 6.000(Ac:) Runoff from this stream = 31.854(CFS) ' Time of concentration = 8.28 min. Rainfall intensity = 5.146(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1163.062 19.60 3.096 2 8.696 31.65 2.334 3 31.854 8.28 5.146 ' Largest stream flow has longer or shorter time of concentration Qp = 1163.062 + sum of Qa Tbrra 8.696 * 0.619 = 5.384 Qb la/lb 31.854 * 0.602 = 19.166 Qp = 1187.612 Total of 3 main streams to confluence: Flow rates before confluence point: 1163.062 8.696 31.854 ' Area of streams before confluence: 332.000 8.000 6.000 J 1 rl L 1 t 1 is 17 j Results of confluence: ' Total flow rate = 1187.612(CFS) Time of concentration = 19.597 min. Effective stream area after confluence = 346.000(Ac.) End of computations, total study area = 346.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.986 Area averaged RI index number = 81.4 1 rl L 1 t 1 is 17 j i LJ Riverside County Rational Hydrology Program ' CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 ' THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S1 Doc ' ********* Hydrology Study Control Information ' Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, t hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1300.000 to Point/Station 1301.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 124.000(Ft.) Bottom (of initial area) elevation= 110.000(Ft.) ' Difference in elevation = 14.000(Ft.) Slope = 0.02333 s(percent)= 2.33 TC = k(0.420)*[(length ^3) /(elevation change)]"0.2 Initial area time of concentration = 11.506 min. Rainfall intensity = 4.239(ln/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.684 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 5.797(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1301.000 to Point/Station 1315.000 '*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ' Top of street segment elevation = 110.000(Ft.) End of street segment elevation = 67.000(Ft.) Length of street segment = 1315.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curt) to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1 ] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.491(CFS) Depth of flow = 0.454(Ft.) Average velocity = 5.515(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.891 (Ft.) Flow velocity = 5.51(Ft/s) Travel time = 3.97 min. TC = 15.48 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.661 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction so 4l group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 3.558(In/Hr) for a 100.0 year storm Subarea runoff = 14.105(CFS) for 6.000(Ac.) Total runoff = 19.902(CFS) Total area = 8.000(Ac.) Street flow at end of street = 19.902(CFS) Half street flow at end of street = 19.902(CFS) Depth of flow = 0.498(Ft.) Average velocity = 5.925(FUs) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1300.000 to Point/Station 1315.000 ""` CONFLUENCE OF MINOR STREAMS **" Along Main Stream number. 1 in normal stream number 1 Stream flow area - 8.000(Ac.) Runoff from this stream = 19.902(CFS) Time of concentration = 15.48 min. Rainfall intensity = 3.558(In/Hr) +.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1315.000 **" INITIAL AREA EVALUATION "" -P,1(0 Initial area flow distance = 1100.000(Ft.) Top (of initial area) elevation = 92.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.02273 s(percent)= 2.27 TC = k(0.420)•[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 14.740 min. Rainfall intensity = 3.663(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.664 Decimal fraction soil group A = 1.000 Decimal fraction so 4i group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 18.254(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1310.000 to Point/Station 1315.000 **" CONFLUENCE OF MINOR STREAMS ""'" Along Main Stream number 1 in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream = 18.254(CFS) Time of concentration = 14.74 min. Rainfall intensity = 3.663(In/Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1305.000 to Point/Station 1306.000 """" INITIAL AREA EVALUATION **** g(:I(, Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 120.000(Ft.) Bottom (of initial area) elevation = 90.000(Ft.) ' Difference in elevation = 30.000(Ft.) Slope = 0.03529 s(percent)= 3.53 TC = k(0.940) "[(IengthA3 )/(elevation change)]"0.2 Initial area time of concentration = 27.249 min. ' Rainfall intensity = 2.549(IN1-10 fora 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.486 Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) _ 38.00 Initial subarea runoff = 8.664(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1306.000 to Point/Station 1315.000 NATURAL CHANNEL TIME+ SUBAREA FLOW ADDITION'*'*��, Top of natural channel elevation = 90.000(Ft.) End .of natural channel elevation = 67.000(Ft.) Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.996(CFS) ' Natural valley channel type used L.A. County flood control district formula for channet velocity: Velocity = (7 + 8(q A.352)(slope "0.5) ' Velocity using mean channel flow = 4.05(Ft/s) 1 1 1 1 1 1 1 Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Norrnal channel slope = 0.0230 Corrected/adjusted channel slope = 0.0230 Travel time = 4.11 min. TC = 31.36 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.467 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 2.346(INHr) fora 100.0 year storm Subarea runoff = 7.670(CFS) for 7.000(Ac.) Total runoff = 16.334(CFS) Total area = 14.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1306.000 to Point/Station 1315.000 "" CONFLUENCE OF MINOR STREAMS '"" Along Main Stream number. 1 in normal stream number 3 ' Stream flow area = 14.000(Ac.) Runoff from this stream = 16.334(CFS) Time of concentration = 31.36 min. ' Rainfall intensity = 2.346(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.902 15.48 3.558 ' 2 18.254 14.74 3.663 3 16.334 31.36 2.346 Largest stream flow has longer or shorter time of concentration Qp = 19.902 + sum of Qb la/lb 18.254 " 0.972 = 17.734 Qa Tb/Ta 16.334 ' 0.494 = 8.063 Op = 45.698 Total of 3 streams to confluence: Flow rates before confluence point: 19.902 18.254 16.334 Area of streams before confluence: 8.000 7.500 14.000 Results of confluence: Total flow rate = 45.698(CFS) Time of concentration = 15.480 min. ' Effective stream area after confluence = 29.500(Ac.) End of computations, total study area = 29.50 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.790 ' Area averaged RI index number = 34.8 1 Riverside County Rational Hydrology Program ' CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/04/96 ' THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT Hydrology Study Control Information'""^'`*"""' ' Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1320.000 to Point/Station 1325.000 INITIAL AREA EVALUATION Initial area flow distance = 1430.000(Ft.) Top (of initial area) elevation = 92.000(Ft.) ' Bottom (of initial area) elevation = 73.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.01329 s(percent)= 1.33 TC = k(0.420) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 18.226 min. Rainfall intensity = 3.232(ln /Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.648 — Decimal fraction soil group A = 1.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 29.305(CFS) Total initial stream area = 14.000(Ac.) ' Pervious area fraction = 0.600 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1325.000 """ CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 14.000(Ac.) ' Runoff from this stream = 29.305(CFS) Time of concentration = 18.23 min. ' Rainfall intensity = 3.232(ln /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1326.000 to Point/Station 1325.000 INITIAL AREA EVALUATION ' Initial area flow distance = 815.000(Ft.) Top (of initial area) elevation = 92.000(Ft.) Bottom (of initial area) elevation = 73.000(Ft.) Difference in elevation = 19.000(Ft.) t Slope = 0.02331 s(percent)= 2.33 TC = k(0.420) "[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.007 min. Rainfall intensity = 3.943(ln/Hr) fora 100.0 year storm ' SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.674 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 ' Initial subarea runoff = 6.115(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.600 1 1 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 6.115(CFS) Time of concentration = 13.01 min. Rainfall intensity = 3.943(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 29.305 18.23 3.232 2 6.115 13.01 3.943 Largest stream flow has longer time of concentration Qp = 29.305 + sum of Qb la /lb 6.115 * 0.820 = 5.011 Qp = 34.316 Total of 2 streams to confluence: ' Flow rates before confluence point: 29.305 6.115 Area of streams before confluence: ' 14.000 2.300 Results of confluence: Total flow rate = 34.316(CFS) Time of concentration = 18.226 min. Effective stream area after confluence = 16.300(Ac.) ' End of computations, total study area = 16.30 (Ac.) ' The following figures may 9 ures 9 Y be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.600 Area averaged RI index number = 32.0 1 1 1 i 1 1 A r e m 1 Riverside County Rational Hydrology Program ' CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 1 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100E Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) .= 100.00 Antecedent Moisture Condition = 2 1 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1016.000 ***` INITIAL AREA EVALUATION /L f Initial area flow distance = 500.000(Ft.) J Top (of initial area) elevation = 156.000(Ft.) Bottom (of initial area) elevation = 151.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.277) *[( length "3) /(elevation change)]"0.2 Initial area time of concentration = 8.356 min. Rainfall intensity = 5.120(ln/Hr) fora 100.0 year storm USER INPUT of soil data for subarea 1 Runoff Coefficient = 0.897 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 0.919(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.010 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1016.000 to Point/Station 1300.000 **'* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 151.000(Ft.) End of street segment elevation = 124.000(Ft.) ' Length of streets segment = 1305.000 Ft. 9t e9 ( ) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.594(CFS) Depth of flow = 0.352(Ft.) Average velocity = 3.630(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.785(Ft.) Flow velocity = 3.63(Ft/s) Travel time = 5.99 min. TC = 14.35 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.681 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 3.721(INHr) fora 100.0 year storm ' Subarea runoff = 4.054(CFS) for 1.600(Ac.) Total runoff = 4.973(CFS) Total area = 1.800(Ac.) Street flow at end of street = .4.973(CFS) Half street flow at end of street = 4.973(CFS) Depth of flow = 0.360(Ft.) Average velocity = 3.685(Ft/s) Flow width (from curb towards crown)= 11.167(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1300.000 to Point/Station 1400.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 124.000(Ft.) End of street segment elevation = 78.000(Ft.) Length of street segment = 1888.000(Ft.) Height of curb above gutter flowline - 6.0(ln.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) ' Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.669(CFS) Depth of flow ,= 0.423(Ft.) Average velocity = 4.503(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.300(Ft.) Flow velocity = 4.50(Ft/s) Travel time = 6.99 min. TC = 21.34 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.736 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 67.00 Rainfall intensity = 2.945(INHr) fora 100.0 year storm Subarea runoff = 7.368(CFS) for 3.400(Ac.) Total runoff = 12.340(CFS) Total area = 5.200(Ac.) Street flow at end of street = 12.340(CFS) Half street flow at end of street = 12.340(CFS) Depth of flow = 0.453(Ft.) Average velocity = 4.746(Ft/s) Flow width (from curb towards crown)= 15.804(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1401.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION'"*' 1 <CZ� Top of street segment elevation = 78.000(Ft.) End of street segment elevation = 60.400(Ft.) Length of street segment = 1027.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.764(CFS) Depth of flow = 0.491 (Ft.) Average velocity= 4.241(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.729(Ft.) Flow velocity = 4.24(Ft/s) Travel time = 4.04 min. TC = 25.37 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.637 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C =_ 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Rainfall intensity = 2.659(ln/Hr) for a 100.0 year storm Subarea runoff = 2.031(CFS) for 1.200(Ac.) Total runoff = 14.372(CFS) Total area = 6.400(Ac.) Street flow at end of street = 14.372(CFS) Half street flow at end of street = 14.372(CFS) 17 Ll Depth of flow = 0.497(Ft.) Average velocity = 4.285(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1401.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 1 in normal stream number 1 Stream flow area = 6.400(Ac.) Runoff from this stream = 14.372(CFS) Time of concentration = 25.37 min. Rainfall intensity = 2.659(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station "" INITIAL AREA EVALUATION "" Initial area flow distance = 548.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 60.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.01022 s(percent)= 1.02 TC = k(0.277)`[(length ^3) /(elevation change)] ^0:2 Initial area time of concentration = 8.631 min. Rainfall intensity = 5.023(In/Hr) fora 100.0 year storm USER INPUT of soil data for - subarea Runoff Coefficient = 0.897 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil grouq,D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 1.037(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.010 1401.000 +++++++++++++++++++. q+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station • 1405.000 to Point/Station 1401.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 1 in normal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.037(CFS) Time of concentration = 8.63 min. Rainfall intensity = 5.023(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.372 25.37 2.659 2 1.037 8.63 5.023 Largest stream flow has longer time of concentration Qp = 14.372 + sum of Qb la/lb 1.037 • 0.529 = 0.549 IOp = 14.920 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1401.000 to Point/Station 1410.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 60.40(Ft.) Downstream point/station elevation = 60.00(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 14.920(CFS) Nearest computed pipe diameter = 21.00(ln.) Calculated individual pipe flow = 14.920(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 14.98(ln.) Critical Depth = 17.18(ln.) Pipe flow velocity = 6.84(FUs) Travel time through pipe = 0.09 min. Time of concentration (TC) = 25.46 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1401.000 to Point/Station 1410.100 CONFLUENCE OF MAIN STREAMS'"` The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 6.630(Ac.) Runoff from this stream = 14.920(CFS) Time of concentration = 25.46 min. Rainfall intensity = 2.653(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1410.000 INITIAL AREA EVALUATION Initial area flow distance = 1031.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01746 s(percent)= 1.75 TC = k(0.420)•[(length ^3) /(elevation change)]"0.2 Initial area time of concentration = 15.141 min. Rainfall intensity = 3.605(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.662 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Total of 2 streams to confluence: Flow rates before confluence point: 14.372 1.037 Area of streams before confluence: 6.400 0.230 Results of confluence: Total flow rate = 14.920(CFS) Time of concentration = 25.374 min. Effective stream area after confluence = 6.630(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1401.000 to Point/Station 1410.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 60.40(Ft.) Downstream point/station elevation = 60.00(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 14.920(CFS) Nearest computed pipe diameter = 21.00(ln.) Calculated individual pipe flow = 14.920(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 14.98(ln.) Critical Depth = 17.18(ln.) Pipe flow velocity = 6.84(FUs) Travel time through pipe = 0.09 min. Time of concentration (TC) = 25.46 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1401.000 to Point/Station 1410.100 CONFLUENCE OF MAIN STREAMS'"` The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 6.630(Ac.) Runoff from this stream = 14.920(CFS) Time of concentration = 25.46 min. Rainfall intensity = 2.653(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1410.000 INITIAL AREA EVALUATION Initial area flow distance = 1031.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01746 s(percent)= 1.75 TC = k(0.420)•[(length ^3) /(elevation change)]"0.2 Initial area time of concentration = 15.141 min. Rainfall intensity = 3.605(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.662 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 11.940(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1410.000 *"'* CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 2 in normal stream number 1 Stream flow area = 5.000(Ac.) Runoff from this stream = 11.940(CFS) Time of concentration = 15.14 min. Rainfall intensity = 3.605(In/Hr) ++++++++++++ +++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1410.000 INITIAL AREA EVALUATION'""" Initial area flow distance = 613.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00979 s(percent)= 0.98 TC = k(0.420)'[(length "3) 1(elevation change)]"0.2 Initial area time of concentration= 13.807 min. Rainfall intensity = 3.807(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.670 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 5.098(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1410.000 CONFLUENCE OF MINOR STREAMS'""' Along Main Stream number. 2 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 5.098(CFS) Time of concentration = 13.81 min. Rainfall intensity = 3.807(INHr) Summary of stream data: Stream Flow rate TC RainfaU Intensity No. (CFS) (min) (In/Hr) 1 11.940 15.14 3.605 2 - 5.098 13.81 3.807 Largest stream flow has longer time of concentration Qp = 11.940 + sum of Ob la/lb 5.098 ' 0.947 = 4.828 I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1410.000 to Point/Station 1410.100 ""` CONFLUENCE OF MAIN STREAMS `*** The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 16.768(CFS) Time of concentration = 15.14 min. Rainfall intensity = 3.605(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.920 25.46 2.653 2 16.768 15.14 3.605 ' Largest stream flow has longer or shorter time of concentration Qp = 16.768 + sum of Qa Tb/Ta 14.920 • 0.595 = 8.872 Qp = 25:641 Total of 2 main streams to confluence: Flow rates before confluence point: 14.920 16.768 Area of streams before confluence: 6.630 7.000 Results of confluence: ' Total flow rate = 25.641(CFS) Time of concentration = 15.141 min. Effective stream area after confluence = 13.630(Ac.) 1 End of computations, total study area = 13.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.693 Area averaged RI index number = 42.2 1 = 16.768 Op Total of 2 streams to confluence: Flow rates before confluence point: 11.940 5.098 Area of streams before confluence: 5.000 2.000 1 Results of confluence: Total flow rate = 16.768(CFS) Time of concentration = 15.141 min. Effective stream area after confluence = 7.000(Ac.) I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1410.000 to Point/Station 1410.100 ""` CONFLUENCE OF MAIN STREAMS `*** The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 16.768(CFS) Time of concentration = 15.14 min. Rainfall intensity = 3.605(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.920 25.46 2.653 2 16.768 15.14 3.605 ' Largest stream flow has longer or shorter time of concentration Qp = 16.768 + sum of Qa Tb/Ta 14.920 • 0.595 = 8.872 Qp = 25:641 Total of 2 main streams to confluence: Flow rates before confluence point: 14.920 16.768 Area of streams before confluence: 6.630 7.000 Results of confluence: ' Total flow rate = 25.641(CFS) Time of concentration = 15.141 min. Effective stream area after confluence = 13.630(Ac.) 1 End of computations, total study area = 13.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.693 Area averaged RI index number = 42.2 1 ICI L_ J Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 ' THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100F '""""' Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 (y ) 2 year, 1 hour precipitation = .0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1430.000 INITIAL AREA EVALUATION Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 55.000(Ft.) Difference in elevation = 11.000(Ft.) Slope = 0.01774 s(percent)= 1.77 TC = k(0.420)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 12.314 min. Rainfall intensity = 4.073(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 11.053(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1420.000 to Point/Station 1430.000 *"* CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 4.000(Ac.) ' Runoff from this stream = 11.053(CFS) Time of concentration = 12.31 min. Rainfall intensity = 4.073(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1425.000 to Point/Station 1430.000 INITIAL AREA EVALUATION Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 55.000(Ft.) Difference in elevation = 11.000(Ft.) Slope = 0.01774 s(percent)= 1.77 TC = k(0.420)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 12.314 min. Rainfall intensity = 4.073(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil, group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 13.816(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1425.000 to Point/Station 1430.000 CONFLUENCE OF MINOR STREAMS'"" Along Main Stream number. 1 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 13.816(CFS) Time of concentration = 12.31 min. Rainfall intensity = 4.073(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.053 12.31 4.073 2 13.816 12.31 4.073 Largest stream flow has longer time of concentration Qp = 13.816 + sum of Qb la/lb 1 11.053 ' 1.000 = 11.053 Qp = 24.869 Total of 2 streams to confluence: Flow rates before confluence point: 11.053 .13.816 Area of streams before confluence: 4.000 5.000 Results of confluence: Total flow rate = 24.869(CFS) Time of concentration = 12.314 min. - Effective stream area after confluence 9.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1430.000 to Point/Station 1435.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 55.000(Ft.) End of street segment elevation = 40.000(Ft.) Length of street segment = 2470.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) J� Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 42.830(CFS) Depth of flow = 0.641 (Ft.) Average velocity = 3.610(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.61(FUs) Travel time = 11.40 min. TC = 23.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.627 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 2.766(In/Hr) fora 100.0 year storm Subarea runoff = 22.541(CFS) for 13.000(Ac.) Total runoff = 47.410(CFS) Total area = 22.000(Ac.) Street flow at end of street = 47.410(CFS) Half street flow at end of street = 23.705(CFS) Depth of flow = 0.662(Ft.) Average velocity = 3.755(FUs) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) End of computations, total study area = 22.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100H Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1455.000 to Point/Station 1470.000 INITIAL AREA EVALUATION Initial area flow distance = 575.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01217 s(percent)= 1.22 TC = k(0.390)i[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 11.963 min. Rainfall intensity = 4.143(INHr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.717 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 4.457(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 1.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S1001 """"' Hydrology Study Control Information'""*"'""* Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) _ Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 ++++++++++.++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1450.000 to Point/Station 1460.000 INITIAL AREA EVALUATION'"" 2�a Initial area flow distance = 1220.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 34.800(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.00754 s(percent)= 0.75 TC = k(0. 390) "[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 17.788 min. Rainfall intensity = 3.278(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.691 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 13.600(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1450.000 to Point/Station 1460.000 """ CONFLUENCE OF MINOR STREAMS'""' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 13.600(CFS) Time of concentration = 17.79 min. Rainfall intensity = 3.278(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1455.000 to Point/Station 1460.000 INITIAL AREA EVALUATION Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) Bottom (of initial area) elevation = 34.800(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01714 s(percent)= 1.71 TC = k(0.390)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 7.942 min. Rainfall intensity = 5.276(INHr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.743 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 3.919(CFS) Total initial stream area = I 1.000(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1455.000 to Point/Station 1460.000 CONFLUENCE OF MINOR STREAMS — Along Main Stream number. 1 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 3.919(CFS) Time of concentration = 7.94 min. Rainfall intensity = 5.276(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.600 17.79 3.278 2 3.919 '7.94 5.276 Largest stream flow has longer. time of concentration Qp = 13.600 + sum of Qb la/lb 3.919 ' 0.621 = 2.435 Qp = 16.035 Total of 2 streams to confluence: Flow rates before confluence point: 13.600 3.919 Area of streams before confluence: ' 6.000 1.000 Results of confluence: Total flow rate = 16.035(CFS) Time of concentration = 17.788 min. Effective stream area after confluence = 7.000(Ac.) End of computations, total study area = 7.00 (Ac.) The following figures may be used. for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 �I 1 1 �1 1 J L 1 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S10011 1 ********* Hydrology Study Control Information ' Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1450.000 to Point/Station 1456.000 **** INITIAL AREA EVALUATION **** A �8 7k Initial area flow distance = 581.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 40.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00688 s(percent)= 0.69 TC = k(0.390) *[( length "3) /(elevation change)J"0.2 Initial area time of concentration = 13.464 min. Rainfall intensity = 3.864(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.710 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil.group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 8.226(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.00 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 ' Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program ' CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100J '*•'*"`' Hydrology Study Control Information ' Rational Method Hydrology Program based on Riverside County Flood Control S Water Conservation District ' 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1475.000 to Point/Station 1477.000 ' **** INITIAL AREA EVALUATION **** ZZ Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00926 s(percent)= 0.93 ' TC = k(0. 420) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 13.271 min. Rainfall intensity = 3.897(INHr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.673 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 7.864(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1475.000 to Point/Station 1477.000 **'* CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 7.864(CFS) Time of concentration = 13.27 min. ' Rainfall intensity = 3.897(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1476.000 to Point/Station 1477.000 *** INITIAL AREA EVALUATION **** �- ' Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 3.000(Ft.) ' Slope = 0.00545 s(percent)= 0.55 TC = k(0. 300) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 10.615 min. Rainfall intensity = 4.446(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction sod group C = 0.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 11.536(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1476.000 to Point/Station 1477.000 "** CONFLUENCE OF MINOR STREAMS "**' Along Main Stream number. 1 in normal stream number 2 ' Stream flow area = 3.000(Ac.) Runoff from this stream = 11.536(CFS) Time of concentration= 10.61 min. Rainfall intensity = 4.446(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) ' 1 7.864 13.27 3.897 2 11.536 10.61 4.446 Largest stream flow has longer or shorter time of concentration Qp = 11.536 + sum of ' Qa Tb/Ta 7.864 * 0.800 = 6.290 Qp = 17.826 ' Total of 2 streams to confluence: Flow rates before confluence point: 7.864 11.536 ' Area of streams before confluence: 3.000 3.000 Results of confluence: Total flow rate = 17.826(CFS) Time of concentration = 10.615 min. Effective stream area after confluence = 6.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 1477.000 to Point/Station 1480.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 41.000(Ft.) End of street segment elevation = 38.000(Ft.) Length of street segment = 606.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) ' Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) ' . Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 ' Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.797(CFS) Depth of flow = 0.536(Ft.) ' Average velocity = 2.571(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) ' Flow velocity = 2.57(FUs) Travel time = 3.93 min. TC = 14.54 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) ' Runoff Coefficient = 0.666 Decimal fraction soil group A,= 1.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 ' Rainfall intensity = 3.692(ln/Hr) fora 100.0 year storm Subarea runoff = 4.914(CFS) for 2.000(Ac.) Total runoff - 22.740(CFS) Total area - 8.000(Ac.) Street flow at end of street = 22.740(CFS) ' Half street flow at end of street = 11.370(CFS) Depth of flow = 0.549(Ft.) Average velocity = 2.659(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1477.000 to Point/Station 1480.000 "" CONFLUENCE OF MAIN STREAMS ' The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 8.000(Ac.) Runoff from this stream = 22.740(CFS) ' Time of concentration.= 14.54 min. Rainfall intensity = 3.692(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1478.000 to Point/Station .1480.000 INITIAL AREA EVALUATION Initial area flow distance = 1033.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.01839 s(percent)= 1.84 TC = k(0.420)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 14.995 min. Rainfall intensity = 3.626(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.663 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 4.088(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1478.000 to Point/Station 1480.000 **** CONFLUENCE OF MAIN STREAMS "'• ' The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 4.088(CFS) ' Time of concentration = 15.00 min. Rainfall intensity = 3.626(INHr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 22.740 14.54 3.692 2 4.088 15.00 3.626 Largest stream flow has longer or shorter time of concentration Qp = 22.740 + sum of Qa Tb/Ta 4.088 " 0.970 = 3.964 'Op = 26.705 Total of 2 main streams to confluence: ' Flow rates before confluence point: 22.740 4.088 Area of streams before confluence: 8.000 1.700 Results of confluence: ' Total flow rate = 26.705(CFS) - Time of concentration = 14.544 min. Effective stream area after confluence - 9.700(Ac.) End of computations, total study area = 9.70 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. 1 Area averaged pervious area fraction(Ap) = 0.445 Area averaged RI index number = 32.0 1 1 1] 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 09/11/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100K Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++.+++++++++++++++++++++++++++ + + + + + + + + + + + + +. + + + + + + + + + + + + + + + ++ Process from Point/Station 1485.000 to Point/Station 1490.000 INITIAL AREA EVALUATION Initial area flow distance = 955.000(Ft.) Top (of initial area) elevation = 55.000(Ft.) Bottom (of initial area) elevation = 49.500(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00576 s(percent) 0.58 TC = k(0.420) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 18.331 min. Rainfall intensity = 3.221(ln /Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.647 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 12.508(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.600 End of computations, total study area = 6.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program ' CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 09/11/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT ' S1 00L Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District ' 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1495.000 to Point/Station 1496.000 ' **** INITIAL AREA EVALUATION **** R 23 Initial area flow distance = 633.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 64.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02212 s(percent)= 2.21 ' TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.881 min. Rainfall intensity = 4.160(In /Hr) fora 100.0 year storm ' SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.681 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 15.868(CFS) ' Total initial stream area = 5.600(Ac.) Pervious area fraction = 0.600 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1496.000 to Point/Station 1497.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 64.000(Ft.) End of street segment elevation = 49.000(Ft.) Length of street segment = 2433.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0160 Manning's N from gutter to grade break = 0.0160 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street = 43.496(CFS) Depth of flow = 0.655(Ft.) Average velocity = 3.507(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.51(Ft/s) Travel time = 11.56 min. TC = 23.44 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.628 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 2.786(ln /Hr) fora 100.0 year storm Subarea runoff = 34.096(CFS) for 19.500(Ac.) Total runoff = 49.964(CFS) Total area = 25.100(Ac.) Street flow at end of street = 49.964(CFS) Half street flow at end of street = 24.982(CFS) Depth of flow = 0.694(Ft.) Average velocity = 3.611(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.38(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1496.000 to Point/Station 1497.000 **** CONFLUENCE OF MINOR STREAMS `*** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 25.100(Ac.) Runoff from this stream = 49.964(CFS) Time of concentration = 23.44 min. Rainfall intensity = 2.786(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1498.000 to Point/Station 1497.000 !� ""' INITIAL AREA EVALUATION **** Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 53.000(Ft.) Bottom (of initial area) elevation = 49.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01739 s(percent)= 1.74 TC = k(0.420) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.315 min. Rainfall intensity = 5.135(ln /Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient:-- 0.708 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 6.180(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1498.000 to Point/Station 1497.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 6.180(CFS) Time of concentration = 8.32 min. Rainfall intensity = 5.135(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 1 1 1 49.964 23.44 2.786 2 6.180 8.32 5.135 Largest stream flow has longer time of concentration Qp = 49.964 + sum of Qb la/lb 6.180 * 0.543 = 3.353 Op = 53.317 Total of 2 streams to confluence: Flow rates before confluence point: 49.964 6.180 ' Area of streams before confluence: 25.100 1.700 Results of confluence: Total flow rate = 53.317(CFS) Time of concentration = 23.444 min. Effective stream area after confluence = 26.800(Ac.) End of computations, total study area = 26.80 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 1 1 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100G ftad 1v (a -�(� Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1440.000 to Point/Station 1446.000 INITIAL AREA EVALUATION Initial area flow distance = 1200.000(Ft.) Top (of initial area) elevation = 53.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 11.200(Ft.) Slope = 0.00933 s(percent)= 0.93 TC = k(0.420) *[(lengthA3 %elevation change)M.2 Initial area time of concentration = 18.235 min. Rainfall intensity = 3.231(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.648 - Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 14.647(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1440.000 to Point/Station 1446.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 7.000(Ac.) Runoff from this stream = 14.647(CFS) Time of concentration = 18.24 min. Rainfall intensity = 3.231(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1446.000 INITIAL AREA EVALUATION **** ,,` I f ,-J"y�\ Initial area flow distance = 675.000(Ft.) 'V /7 Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00474 s(percent)= 0.47 TC = k(0.300) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 11.849 min. Rainfall intensity = 4.166(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 0.828(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1446.000 "" CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.828(CFS) Time of concentration = 11.85 min. Rainfall intensity = 4.166(INHr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1446.000 INITIAL AREA EVALUATION Initial area flow distance = 481.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00457 s(percent)= 0.46 TC = k(0.300)"[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 4.494(ln/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32:00 Initial subarea runoff = 0.778(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1446.000 **** CONFLUENCE OF MAIN STREAMS'*** Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope "0.5) Velocity using mean channel flow = 1.62(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0051 Corrected /adjusted channel slope = 0.0051 Travel time = 4.00 min. TC = 24.24 min. The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 0.200(Ac.) Runoff from this stream =' 0.778(CFS) Time of concentration = 10.42 min. Rainfall intensity = 4.494(INHr) Program is now starting with Main Stream No. 4 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + Process. from Point/Station 1443.000 to Point/Station 1444.000 + + + + + + + + + + + + + + + ++ `*** INITIAL AREA EVALUATION Initial area flow distance= 210.000(Ft.) ' Top (of initial area) elevation = 48.000(Ft.) Bottom (of initial area) elevation = 46.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00952 s(percent)= 0.95 TC = k(0. 940) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 20.242 min. Rainfall intensity =- 3.038(INHr) fora 100.0 year storm I UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.524 . Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 M RI index for soil(AMC 2) = 38.00 Initial subarea runoff= "4.779(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1444.000 to Point/Station 1445.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 46.000(Ft.) End of natural channel elevation = 44.000(Ft.) Length of natural channel = 390.000(Ft.) Estimated mean flow rate at midpoint of channel = 6.770(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope "0.5) Velocity using mean channel flow = 1.62(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0051 Corrected /adjusted channel slope = 0.0051 Travel time = 4.00 min. TC = 24.24 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.854 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 2.731(In /Hr) fora 100.0 year storm Subarea runoff = 5.832(CFS) for 2.500(Ac.) Total runoff = 10.611(CFS) Total area = 5.500(Ac.) r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1445.000 to Point/Station 1446.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION C-2- Top of natural channel elevation = 44.000(Ft.) End of natural channel elevation = 41.800(Ft.) Length of natural channel = 365.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.540(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope "0.5) Velocity using mean channel flow. = 2.06(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0060 Corrected/adjusted channel slope = 0.0060 Travel time = 2.96 min. TC = 27.20 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.853 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 2.552(IrUHr) fora 100.0 year storm Subarea runoff = 4.351(CFS) for 2.000(Ac.) Total runoff, = 14.962(CFS) Total area= 7.500(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1445.000 to Point/Station 1446.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 4 Stream flow area = 7.500(Ac.) Runoff from this stream = 14.962(CFS) Time of concentration = 27.20 min. Rainfall intensity = 2.552(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity 1 . Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S1ooG1 F� �U �a 4 10 Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1447.000 `*** INITIAL AREA EVALUATION **** Sr 11 C� �T /# � 1 +++++++++++++++++++++++++.+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1447.000 CONFLUENCE OF MAIN STREAMS ***" The following data inside Main Stream is listed: In Main Stream number. 1 1 Initial area flow distance = 481.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00457 s(percent)= 0.46 TC = k(0.277)*[(length "3) /(elevation change)] "0.2 1 Initial area time of concentration = 9.621 min. Rainfall intensity = 4.711(INHr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 0.845(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.010 1 +++++++++++++++++++++++++.+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1447.000 CONFLUENCE OF MAIN STREAMS ***" The following data inside Main Stream is listed: In Main Stream number. 1 1 Stream flow area = 0.200(Ac.) Runoff from this stream = 0145(CFS) Time of concentration = 9.62 min. Rainfall intensity = 4.711(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1447.000 INITIAL AREA EVALUATION **** ( / Initial area flow distance = 675.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00474 s(percent)= . 0.47 TC = k(0.277)*[(length ^3) /(elevation change)]"0.2 Initial area time of concentration = 10.939 min. Rainfall intensity = 4.367(INHr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 0.901(CFS) ' Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.010 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1447.000 **** CONFLUENCE OF MAIN STREAMS **** rThe following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.901(CFS) Time of concentration = 10.94 min. Rainfall intensity = 4.367(INHr) 1 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.845 9.62 4.711 2 0.901 10.94 4.367 Largest stream flow has longer time of concentration op = 0.901 + sum of Qb la/lb 0.845 * 0.927 = 0.784 Qp = 1.685 ' Total of 2 main streams to confluence: Flow rates before confluence point: 0.845 0.901 Area of streams before confluence: 0.200 0.230 Results of confluence: Total flow rate= 1.685(CFS) Time of concentration = 10.939 min. Effective stream area after confluence = 0.430(Ac.) End of computations, total study area = 0.43 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.010 ' Area averaged RI index number = 38.0 1 I L 1 L Riverside County Rational Hydrology Program ' CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/14/96 TRADITION GOLF COURSE HYDROLOGY - TOE DRAIN ANALYSIS PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDRN1 ********* Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6000.000 to Point/Station 6005.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 643.000(Ft.) Top (of initial area) elevation = 440.000(Ft.) Bottom (of initial area) elevation = 69.000(Ft.) Difference in elevation = 371.000(Ft.) Slope = 0.57698 s(percent)= 57.70 TC = k(0. 530) *[( length "3) /(elevation change)] "0.2 Initial area time of concentration = 7.858 min. Rainfall intensity = 5.309(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 22.243(CFS) Total initial stream area = 4.800(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 4.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = l.00 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/14/96 TRADITION GOLF COURSE HYDROLOGY - TOE DRAIN ANALYSIS PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDRN2 **"***** Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 I+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 Process from Point/Station 6010.000 to Point/Station 6015.000 **" INITIAL AREA EVALUATION **" Initial area flow distance = 507.000(Ft.) Top (of initial area) elevation = 400.000(Ft.) Bottom (of initial area) elevation = 57.000(Ft.) Difference in elevation = 343.000(Ft.) Slope = 0.67653 s(percent)= 67.65 TC = k(0. 530) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 6.922 min. Rainfall intensity = 5.721(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fract ion soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Initial subarea runoff = 16.303(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 3.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area frac ti"Ap) = 1.0W Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/14/96 TRADITION GOLF COURSE HYDROLOGY - TOE DRAIN ANALYSIS PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDRN3 Hydrology Study Control Information ' Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6020.000 to Point/Station 6025.000 **'* INITIAL AREA EVALUATION *'** Initial area flow distance = 272.000(Ft.) ' Top (of initial area) elevation = 200.000(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 146.000(Ft.) Slope = 0.53676 s(percent)= 53.68 ' TC = k(0.530) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 5.651 min. Rainfall intensity = 6.449(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff =_ 11.318(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 2.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/08/96 TRADITION GOLF COURSE HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT SDB100 - TOE DRAIN ANALYSIS Hydrology Study Control Information'^"^`*****" Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6100.000 to Point/Station 6105.000 *`** INITIAL AREA EVALUATION "**` Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 400.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 333.000(Ft.) Slope = 0.51231 s(percent)= 51.23 TC = k(0. 530) *[( length ^3) /(elevation change)] "0.2 Initial area time of concentration = 8.082 min. Rainfall intensity = 5.221(In1Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 11.844(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6105.000 to Point/Station 6115.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.00(Ft.) Downstream point elevation = 55.00(Ft.) ' Channel length thru subarea = 322.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 1.800 Slope or'Z' of right channel bank = 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 11.844(CFS) Depth of flow = 0.975(Ft.) Average velocity = 6.552(Ft/s) Channel flow top width = 3.707(Ft.) Flow Velocity = 6.55(Ft/s) Travel time = 0.82 min. Time of concentration = 8.90 min. ' Critical depth = 1.195(Ft.) .++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6105.000 to Point/Station 6115.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number. 1 in normal stream number 1 Stream flow area = 2.600(Ac.) Runoff from this stream = 11.844(CFS) Time of concentration = 8.90 min. Rainfall intensity = 4.932(In/Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6110.000 to Point/Station 6115.000 *&"" INITIAL AREA EVALUATION **** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6110.000 to Point/Station 6115.000 '*** CONFLUENCE OF MINOR STREAMS — Along Main Stream number. 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 34:431(CFS) Time of concentration = 10.76 min. Rainfall intensity = 4.410(INHr) Summary of stream data: Initial area flow distance = 1462.000(Ft.) Top (of initial area) elevation = 960.000(Ft.) Bottom (of initial area) elevation = 55.000(Ft.) Difference in elevation = 905.000(Ft.) ' Slope = 0.61902 s(percent)= 61.90 TC = k(0. 530) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 10.763 min. Rainfall intensity = 4.410(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 34.431(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6110.000 to Point/Station 6115.000 '*** CONFLUENCE OF MINOR STREAMS — Along Main Stream number. 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 34:431(CFS) Time of concentration = 10.76 min. Rainfall intensity = 4.410(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.844 8.90 4.932 ' 2 34.431 10.76 4.410 Largest stream flow has longer time of concentration Qp = 34.431 + sum of Qb la/lb ' 11.844 * 0.894 = 10.589 Qp = 45.020 ' Total of 2 streams to confluence: Flow rates before confluence point: 11.844 34.431 Area of streams before confluence: 2.600 9.000 Results of confluence: Total flow rate = 45.020(CFS) Time of concentration = 10.763 min. Effective stream area after confluence = 11.600(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6115.000 to Point/Station 6125.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 55.00(Ft.) Downstream point elevation = 54.00(Ft.) Channel length thru subarea = 60.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 1.700 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.025 ' Maximum depth of channel = 2.000(Ft.) Flow(q) thry subarea = 45.020(CFS) Depth of flow = 1.893(Ft.) Average velocity = 6.790(Ft/s) Channel flow top width = 7.005(Ft.) Flow Velocity = 6.79(Ft/s) Travel time = 0.15 min. Time of concentration = 10.91 min. Critical depth = 2.047(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6115.000 to Point/Station 6125.000 *" CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 11.600(Ac.) Runoff from this stream = 45.020(CFS) Time of concentration = 10.91 min. Rainfall intensity = 4.374(INHr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6120.000 to Point/Station 6125.000 **** INITIAL AREA EVALUATION **** ' Initial area flow distance = 1507.000(FQ Top (of initial area) elevation = 880.000(Ft.) Bottom of initial area elevation = 54.000 Ft. Difference in elevation = 826.000(Ft.) Slope = 0.54811 s(percent)= 54.81 TC = k(0.530) *[( length ^3) /(elevation change) ".2 Initial area time of concentration = 11.162 min. Rainfall intensity = 4.316(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.867 . Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 45.644(CFS) Total initial stream area = 12.200(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6120.000 to Point/Station 6125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 ' Stream flow area = ' 12.200(Ac.) Runoff from this stream = 45.644(CFS) Time of concentration = 11.16 min. Rainfall intensity = 4.316(INHr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.020 10.91 4.374 ' 2 45.644 11.16 4.316 Largest stream flow has longer time of concentration Qp = 45.644 + sum of Qb la/lb 45.020 * 0.987 = 44.417 Qp = 90.061 ' Total of 2 streams to confluence: Flow rates before confluence point: 45.020 45.644 Area of streams before confluence: 11.600 12.200 Results of confluence: Total flow rate = 90.061(CFS) Time of concentration = 11.162 min. Effective stream area after confluence = 23.800(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6125.000 to Point/Station 6135.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 54.00(Ft.) Downstream point elevation = 50.00(Ft.) Channel length.thru subarea = 252.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 2.400 Slope or'Z' of right channel bank= 2.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 6125.000 to Point/Station 6135.000 CONFLUENCE OF MINOR STREAMS — ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.800(Ac.) Runoff from this stream = 90.061(CFS) Time of concentration = 11.71 min. Rainfall intensity = 4.198(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6130.000 to Point/Station 6135.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1373.000(Ft.) Top (of initial area) elevation- = 520.000(Ft.) Bottom (of initial area) elevation = 50.000(Ft.) Difference in elevation = 470.000(Ft.) Slope = 0.34232 s(percent)= 34.23 TC = k(0. 530) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 11.816 min. Rainfall intensity = 4.173(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 Decimal fraction soil group. A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 22.764(CFS) Total initial stream area = 6.300(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6130.000 to Point/Station 6135.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 ' Stream flow area = 6.300(Ac.) Runoff from this stream = 22.764(CFS) Time of concentration = 11.82 min. Rainfall intensity = 4.173(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 'N' Manning's = 0.025 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 90.061(CFS) ' Depth of flow = 2.302(Ft.) Average velocity = 7.723(Ft/s) Channel flow top width= 10.130(Ft.) Flow Velocity = 7.72(Ft/s) Travel time = 0.54 min. Time of concentration= 11.71 min. Critical depth = 2.531 (Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point/Station 6125.000 to Point/Station 6135.000 CONFLUENCE OF MINOR STREAMS — ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.800(Ac.) Runoff from this stream = 90.061(CFS) Time of concentration = 11.71 min. Rainfall intensity = 4.198(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6130.000 to Point/Station 6135.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1373.000(Ft.) Top (of initial area) elevation- = 520.000(Ft.) Bottom (of initial area) elevation = 50.000(Ft.) Difference in elevation = 470.000(Ft.) Slope = 0.34232 s(percent)= 34.23 TC = k(0. 530) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 11.816 min. Rainfall intensity = 4.173(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 Decimal fraction soil group. A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 22.764(CFS) Total initial stream area = 6.300(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6130.000 to Point/Station 6135.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 ' Stream flow area = 6.300(Ac.) Runoff from this stream = 22.764(CFS) Time of concentration = 11.82 min. Rainfall intensity = 4.173(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 90.061 11.71 4.196 2 22.764 11.82 4.173 Largest stream flow has longer or shorter time of concentration Op = 90.061 + sum of Qa Tb/Ta 22.764 ' 0.991 = 22.552 Qp = 112.613 Total of 2 streams to confluence: Flow rates before confluence point: 90.061 22.764 Area of streams before confluence: 23.800 6.300 Results of confluence: Total flow rate = 112.613(CFS) Time of concentration = 11.706 min. Effective stream area after confluence = 30.100(Ac.) End of computations, total study area = 30.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program ' CiviICADD /Civil DES IGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/08/96 1 FI 1 1 1 1 1 1 1 11 TRADITION GOLF COURSE HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT TDC100 - TOE DRAIN ANALYSIS Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6200.000 to Point/Station 6205.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 360.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 293.000(Ft.) Slope = 0.76501 s(percent)= 76.50 TC = k(0. 530) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 6.037 min. Rainfall intensity = 6.202(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 8.156(CFS) Total initial stream area = . 1.500(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6205.000 to Point/Station 6215.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.00(Ft.) Downstream point elevation = 65.50(Ft.) Channel length thru subarea = 133.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 1.400 Slope or'Z' of right channel bank = 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.156(CFS) Depth of flow = 1.114(Ft.) Average velocity = 3.863(Ft/s) Channel flow top width = 3.789(Ft.) Flow Velocity = 3.86(Ft/s) Travel time = 0.57 min. Time of concentration = 6.61 min. Critical depth = 1.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6205.000 to Point/Station 6215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 1.500(Ac.) Runoff from this stream = 8.156(CFS) Time of concentration = 6.61 min. Rainfall intensity = 5.879(ln/Hr) +++++++.+*+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6210.000 to Point/Station 6215.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 615.000(Ft.) Top (of initial area) elevation = 480.000(Ft.) Bottom (of initial area) elevation = 65.500(Ft.) Difference in elevation = 414.500(Ft.) Slope = 0.67398 s(percent)= 67.40 TC = k(0.530) *[( length ^3) /(elevation change)] "0.2 Initial area time of concentration = 7.483 min. Rainfall intensity = 5.464(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 20.049(CFS) Total initial stream area = 4.200(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6210.000 to Point/Station 6215.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.200(Ac.) Runoff from this stream = 20.049(CFS) Time of concentration = 7.48 min. ' Rainfall intensity = 5.464(INHr) Summary of stream data: ' Upstream point elevation = 65.50(Ft.) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 1.300 1 8.156 6.61 5.879 2 20.049 7.48 5.464 ' Largest stream flow has longer time of concentration Qp = 20.049 + sum of Qb la/lb ' 8.156 • 0.929 = 7.581 ' Op = 27.630 Total of 2 streams to confluence: ' Flow rates before confluence point: Critical depth = 1.766(Ft.) 8.156 20.049 Area of streams before confluence: 1.500 4.200 ' Results of confluence: Total flow rate = 27.630(CFS) Time of concentration = 7.483 min. ' Effective stream area after confluence = 5.700(Ac.) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6215.000 to Point/Station 6225.000 IMPROVED CHANNEL TRAVEL TIME ' Upstream point elevation = 65.50(Ft.) Downstream point elevation = 61.60(Ft.) Channel length thru subarea = 355.00(Ft.) ' Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 1.300 Slope or'Z' of right channel bank= 2.000 Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 27.630(CFS) Depth of flow = 1.794(Ft.) ' Average velocity = 5.205(Ft/s) Channel flow top width= 5.919(Ft.) Flow Velocity = 5.20(Ft/s) Travel time = 1.14 min. Time of concentration = 8.62 min. ' Critical depth = 1.766(Ft.) 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6215.000 to Point/Station 6225.000 ""' CONFLUENCE OF MINOR STREAMS'""' Along Main Stream number. 1 in normal stream number 1 Stream flow area = 5.700(Ac.) Runoff from this stream = 27.630(CFS) Time of concentration = 8.62 min. Rainfall intensity = 5.027(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6220.000 to Point/Station 6225.000 ""' INITIAL AREA EVALUATION "" Initial area flow distance = 311.000(Ft.) Top (of initial area) elevation = 320.000(Ft.) ' Bottom (of initial area) elevation = 61.600(Ft.) Difference in elevation = 258.400(Ft.) ' Slope = 0.83087 s(percent)= 83.09 TC = k(0.530) "[(length "3) /(elevation change)j ^0.2 Initial area time of concentration = 5.464 min. Rainfall intensity = 6.578(INHr) fora 100.0 year storm ' UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 8.664(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 1.000 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6220.000 to Point/Station 6225.000 ' '""'' CONFLUENCE OF MINOR STREAMS'"* Along Main Stream number. 1 in normal stream number 2 ' Stream flow area = 1.500(Ac.) Runoff from this stream = 8.664(CFS) Time of concentration = 5.46 min. Rainfall intensity = 6.578(ln/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.630 8.62 5.027 ' 2 8.664 5.46 6.578 Largest stream flow has longer time of concentration Qp = 27.630 + sum of Qb la/lb 8.664 " 0.764 = 6.620 Qp = 34.250 t 1 Effective stream area after confluence = 7.200(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6225.000 to Point/Station 6230.000 ""`" IMPROVED CHANNEL TRAVEL TIME """' Upstream point elevation = 61.60(Ft.) Downstream point elevation = 56.00(Ft.) Channel length thru subarea = 275.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 1.200 Slope or'Z' of right channel bank = 2.000 Total of 2 streams to confluence: ' Flow rates before confluence point: 27.630 8.664 Area of streams before confluence: 5.700 1.500 Results of confluence: Total flow rate = 34.250(CFS) ' Time of concentration = 8.620 min. t 1 Effective stream area after confluence = 7.200(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6225.000 to Point/Station 6230.000 ""`" IMPROVED CHANNEL TRAVEL TIME """' Upstream point elevation = 61.60(Ft.) Downstream point elevation = 56.00(Ft.) Channel length thru subarea = 275.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 1.200 Slope or'Z' of right channel bank = 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 34.250(CFS) Depth of flow = . 1. Average velocity = 6.939(Ft/s) Channel flow top width = 5.621 (Ft.) Flow Velocity = 6.94(Ft/s) Travel time = 0.66 min. Time of concentration = 9.28 min. Critical depth = 1.953(Ft.) End of computations; total study area = 7.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/08/96 TRADITION GOLF COURSE HYDROLOGY - 100 YR/1 HR STORM EVENT . PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDD100 - TOE DRAIN ANALYSIS Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) _ 100.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++.+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6300.000 to Point/Station 6305.000 "" INITIAL AREA EVALUATION """ Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 360.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 293.000(Ft.) Slope = 0.76501 s(percent)= 76.50 TC = k(0.530)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 6.037 min. Rainfall intensity = 6.202(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 8.156(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6305.000 to Point/Station 6315.000 **** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 67.00(Ft.) Downstream point elevation = 54.00(Ft.) r 1 1 1 1 1 t 1 1 Channel length thru subarea = 498.00(Ft.) Channel base width = -0.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'Z' of right channel bank= 1.300 Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.156(CFS) Depth of flow = 0.965(Ft.) Average velocity = 5.307(FUs) Channel flow top width = 3.185(Ft.) Flow Velocity = 5.31(Ft/s) Travel time = 1.56 min. Time of concentration = . 7.60 min. Critical depth = 1.086(Ft.) .++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + +. + + + + + + ++ Process from Point/Station 6305.000 to Point/Station 6315.000 " * * " CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.500(Ac.) Runoff from this stream = 8.156(CFS) Time of concentration = 7.60 min. Rainfall intensity = 5.414(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6310.000 to Point/Station 6315.000 *"* INITIAL AREA EVALUATION **** Initial area flow distance = 395.000(Ft.) Top (of initial area) elevation = 360.000(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 306.000(Ft.) Slope = 0.77468 s(percent)= 77.47 TC = k(0. 530) *[(length ^3) /(elevation change)j "0.2 Initial area time of concentration = 6.097 min. Rainfall intensity = 6.166(In /Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Initial subarea runoff = 12.432(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6310.000 to Point/Station 6315.000 * ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 12.432(CFS) Time of concentration = 6.10 min. Rainfall intensity = 6.166(In/Hr) Summary. of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.156 7.60 5.414 2 12.432 6.10 6.166 Largest stream flow has longer or shorter time of concentration Qp = 12.432 + sum of Qa Tb/Ta I 8.156 ' 0.802 = 6.542 Qp = 18.974 Total of 2 streams to confluence: Flow rates before confluence point: 8.156 12.432 Area of streams before confluence: 1.500 2.300 Results of confluence: Total flow rate = 18.974(CFS) Time of concentration = 6.097 min. Effective stream area after confluence = 3.800(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6315.000 to Point/Station 6320.000 IMPROVED CHANNEL TRAVEL TIME r Upstream point elevation = 54.00(Ft.) Downstream point elevation = 50.00(Ft.) Channel length thru subarea = 220.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 2.000 Slope or'Z' of right channel bank = 1.300 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 18.974(CFS) Depth of flow = 1.417(Ft.) Average velocity = 5.723(Ft/s) Channel flow top width = 4.678(Ft.) Flow Velocity = 5.72(Ft/s) Travel time = 0.64 min. Time of concentration = 6.74 min. Critical depth = 1.523(Ft.) End of computations, total study area = 3.80 (Ac.) The following figures may be used for a unit hydrograph, study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 r 1 FLOOD VOLUME CALCULATIONS Flood volumes have been calculated for each drainage area contributing run off to a retention basin area. These retention basin areas are depressions integrated and blended into the golf course design. The following table summarizes the description of the retention basin, drainage sub -areas which contribute runoff to the basin, basin capacity and flood volumes, and ponding depth elevation. Supporting this summary table are the Unit Hydrograph calculation sheets, the unit hydrograph calculations, basin/volume calculations, and ponding depth calculations are included for each basin. If flood volumes exceed the design frequency, overflow from the retention basins will be directed to Basin 4. Basin 4 includes an emergency overflow at elevation 34.8, approximately 2 -feet lower than the lowest pad elevation. 1 1 1 t i 1 1 r 1 1 t 1 Bassin Summary BASIN AREA HOLE BASIN INFLOW DEPTH WSEL SUB -AREAS # CAPACITY (acre -ft) (acre -ft) (ft) (ft) 1 A -1 16 7.90 11.12' 6.27 48.27 06,07,08.1-- 08.3,GC 17 2 A -2 Driving 83.50 1.25 0.44 32.44 GC 8 Range 3 A -3 4 14.50 0.77 1.26 35.26 GC9,GC 10 4 A-4 2&3 31.30 5.26 4.53 30.53 012('/:),013,014,GC 11, GC 12,GC 13,GC 16,C 1, C2,C2,R14,R15,R16,R17, R18,R19,R20,R21 5 A -5 1 41.80 16.78, 6.66 34.66' 08.4 -- 08.6,09,010,011, 012(' /z),GC 14,GC 15,R22, R23,R24,R25 1 Overflow directed to Basin 5 2 Storm flow inundetw lake I AREA 1 ' HOLE 16 RCFCBWCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM DESIGNATION CODES OFFSITE 1 PROJECT THE TRADITION GOLF COURSE 2 DESCRIPTION NORTHEAST PORTION: AREA A -1 RESIDENTIAL 3 AMC 2 COMMERCIAL 4 DATE 02- Oct -96 AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E-8.1 PERVIOUS AREA INFILTRATION RATE Gnfhd PLATE EB.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E$.3 ADJUSTED INFILTRATION RATE (in/ho AREA (acnx) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE (nfh� AVERAGE ADJUSTED INFILTRATION RATE (in/hr) 0-8 OFFSITE 1 D 93 0.09 0 0.09 5 0.00 0.01 0.01 0-7 OFFSITE 1 D 93 0.09 0 0.09 34 0.00 0.05 0.05 0- 8.1 -8.3 OFFSITE 1 D 93 0.09 0 0.09 14 0.00 0.02 0.02 GC-17 GOLF COURSE 2 A 33 0.74 0 0.74 12 0.00 0.14 0.14 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 TOTAL AREA 65 0.00 0.21 0.21 LAG TIME DATA LENGTH (f) 2000 LA (ft) 900 AVE W 0.035 HEIGHT HI LO RIFF 1000 42 958 M r r mom m m m m a m PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE: 13 -Sep-96 R.C_F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 . LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION A-1 ADJUSTED LOSS RATE 0.210 LENGTH (FT) 2000 FLOOD VOLUMES: 3 DRAINAGE AREA 65 L.R. FOR PERV. AREA 0.210 LA (FT) 9D0 EFFECTIVE RAIN -(IN.) 2.07 4 ULTIMATE DISCHARGE - CFS -HRSAN IMPERVIOUS AREA 0.000 AVE. 'N*- 0.035 FLOOD VOLUME =(AC.FT) 11.21 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.105 HEIGHT -FT 958 FLOOD VOLUME =(CU.FT) 488411.01 6 LAG TIME - MINUTES 4.01 'C' 0.00194 SLOPE FTMI 2529.12 REQ. STORAGE (AC FT) 11.12 7 UNIT TIME - PERCENT OF LAG 373.61 AVE PERC RATE CFS 0.000 REQ. STORAGE (CU FT) 484374.56 8 S -CURVE WA 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.21 12 MINIMUM LOSS RATE 0.105 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INAiR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR INMR INAAR INMR (CFS) (CF) 1 15 0.20 0.040 0.369 0.036 0.036 0.004 0.26 234.00 2 30 0.30 0.060 0.364 0.054 0.054 0.006 0.39 351.00 3 45 0.30 0.060 0.360 0.054 .0.054 0.006 0.39 351.00 4 60 0.40 0.080 0.356 0.072 0.072 0.008 0.52 468.00 5 75 0.30 0.060 0.352 0.054 0.054 0.006 0.39 351.00 6 90 0.30 0.060 0.347 0.054 0.054 0.006 0.39 351.00 7 105 0.30 0.060 0.343 0.054 0.054 0.006 0.39 351.00 8 120 0.40 0.080 0.339 0.072 0.072 0.008 0.52 468.00 9 135 0.40 .0.080 0.335 0.072 0.072 0.008 0.52 468.00 10 150 0.40 0.080 0.331 0.072 0.072 0.008 0.52 468.00 11 165 0.50 0.100 0.327 0.090 0.090 0.010 0.65 585.00 12 180 0.50 0.100 0.323 0.090 0.090 0.010 0.65 585.00 13 195 0.50 0.100 0.319 0.090 0.090 0.010 0.65 585.00 14 210 0.50 0.100 0.315 0.090 0.090 0.010 0.65 585.00 15 225 0.50 0.100 0.311 0.090 0.090 0.010 0.65 585.00 16 240 0.60 0.120 0.307 0.108 0.108 0.012 0.78 702.00 17 255 0.60 0.120 0.303 0.108 0.108 0.012 0.78 702.00 18 270 0.70 0.140 0299 0.126 0.126 0.014 0.91 _ 819.00 19 285 0.70 0.140 0.295 0.126 0.126 0.014 0.91 819.00 20 300 0.80 0.160 0292 0.144 0.144 0.016 1.04 936.00 21 315 0.60 0.120 0.288 0.108 0.108 0.012 0.78 702.00 22 330 0.70 0.140 0.284 0.126 0.126 0.014 0.91 819.00 23 345 0.80 0.160 0.280 0.144 0.144 0.016 1.04 936.00 24 360 0.80 0.160 0.277 0.144 0.144 0.016 1.04 936.00 25 375 0.90 0.180 0.273 0.162 0.162 0.018 1.17 1053.00 26 390 0.90 0.180 0.269 0.162 0.162 0.018 1.17 1053.00 27 405 1.00 0.200 0.266 0.180 0.180 0.020 1.30 1170.00 28 420 1.00 0.200 0262 0.180 0.180 0.020 1.30 1170.00 29 435 1.00 0.200 0.256 0.180 0.180 0.020 1.30 1170.00 30 450 1.10 0.220 0.255 0.198 0.198 0.022 1.43 1287.00 31 465 1.20 0.240 0.251 0.216 0.216 0.024 1.56 1404.00 32 480 1.30 0.260 0.248 0.234 0.248 0.012 0.78 704.98 33 495 1.50 0.300 0.245 0.270 0.245 0.055 3.61 3246.63 34 510 1.50 0.300 0.241 0.270 0.241 0.059 3.83 3446.54 35 525 1.60 0.320 0.238 0.288 0.238 0.082 5.35 4814.68 m 36 37 540 1.70 0.340 0.234 0.306 0.234 0.106 6.87 6181.04 38 555 570 1.90 0.380 0.231 0.342 0.231 0.149 9.68 8715.61 39 585 2.00 0.400 0.228 0.360 0.228 0.172 11.20 10078.37 10 2.10 0.420 0.224 0.378 0.224 0.196 12.71 11439.31 41 600 615 2.20 0.440 0.221 0.396 0.221 0.219 14.22 12798.42 42 1.50 0.300 0.218 0.270 0.218 0.082 5.33 4795.69 630 1.50 0.300 0.215 0.270 0.215 0.085 5.53 4981.09 43 44 645 2.00 0.400 0.212 0.360 0.212 0.188 12.24 11014.61 660 2.00 0.400 0.209 0.360 0.209 0.191 12.44 1119623 45 675 1.90 0.380 0.206 0.342 0.206 0.174 11.34 10205.94 46 47 690 1.90 0.380 0.203 0.342 0.203 0.177 11.54 10383.73 705 1.70 0.340 0.199 0.306 0.199 0.141 9.13 8219.57 48 49 720 1.80 0.360 0.197 - 0.324 0.197 0.163 10.63 9563.45 50 735 2.50 0.500 0.194 0.450 0.194 0.306 19.92 17925.35 51 750 2.60 0.520 0.191 0.468 0.191 0.329 21.41 19265.25 52 765 2.80 0.560 0.188 0.504 0.188 0.372 24.19 21773.12 780 - 2.90 0.580 0.185 0.522 0.185 0.395 25.68 23108.96 53 51 795 3.40 0.680 0.182 0.612 0.182 0.498 32.36 29122.74 55 810 3.40 0.680 0.179 0.612 0.179 0.501 32.54 29284,44 56 825 2.30 0.460 0.177 0.414 0.177 0.263 18.42 16574.03 57 640 2.30 0.460 0.174 0.414 0.174 0.286 18.59 16731.50 855 2.70 0.540 0.171 0.486 0.171 0.369 23.96 21566.81 58 59 870 2.60 0.520 0.169 0.468 0.169 0.351 22.83 20549.95 60 885 2.60 0.520 0.166 0.468 0.166 0.354 23.00 20700.89 900 2.50 0.500 0.164 0.450 0.164 0.336 21.87 19679.61 61 62 915 2.40 0.480 0.161 0.432 0.161 0.319 20.73 18656.06 63 930 2.30 0.460 0.159 0.414 0.159 0.301 19.59 17630.24 64 945 1.90 0.380 0.156 0.342 0.156 0.224 14.55 13092.10 65 960 1.90 0.380 0.154 0.342 0.154 0.226 14.70 13231.61 975 - 0.40 0.080 0.151 0.072 0.072 0.008 0.52 468.00 66 990 0.40 0.080 0.149 0.072 0.072 0.008 0.52 468.00 67 68 1005 0.30 0.060 0.147 0.054 0.054 0.006 0.39 351.00 1020 0.30 0.060 0.145 0.054 0.054 0.006 0.39 351.00 . 69 1035 0.50 0.100 0.143 0.090 0.090 0.010 0.65 585.00 70 1050 0.50 0.100 0.140 0.090 0.090 0.010 0.65 585.00 71 1065 0.50 0.100 0.138 0.090 0.090 0.010 0.65 585.00 72 1080 0.40 0.080 0.136 0.072 0.072 0.008 0.52 468.00 . 73 74 1095 0.40 0.080 0.134 0.072 0.072 0.008 0.52 468.00 1110 0.40 0.080 0.132 0.072 0.072 0.008 0.52 468.00 75 76 1125 0.30 0.060 0.130 0.054 0.054 0.006 0.39 351.00 1140 0.20 0.040 0.129 0.036 0.036 0.004 0.26 234.00 77 78 1155 0.30 0.060 0.127 0.054 0.054 0.006 0.39 351.00 79 1170 0.40 0.080 0.125 0.072 0.072 0.008 0.52 1185 0.30 0.060 0.123 0.054 0.054 0.006 0.39 .468.00 351.00 80 1200 0.20 0.040 0.122 0.036 0.036 0.004 0.26 234.00 81 82 1215 0.30 0.060 0.120 0.054 0.054 0.006 0.39 351.00 1230 0.30 0.060 0.119 0.054 0.054 0.006 0.39 351.00 83 1245 0.30 0.060 0.117 0.054 0.054 0.006 0.39 351.00 84 1260 0.20 0.040 0.116 0.036 0.036 0.004 0.26 234.00 85 1275 0.30 0.060 0.114 0.054 0.054 0.006 0.39 351.00 86 1290 0.20 0.040 0.113 0.036 0.036 0.004 0.26 234.00 87 1305 0.30 0.060 0.112 0.054 0.054 0.006 0.39 351.00 88 1320 0.20 0.040 0.111 0.036 0.036 0.004. 0.26 234.00 89 1335 0.30 0.060 0.110 0.054 0.054 0.006 0.39 351.00 90 1350 0.20 0.040 0.109 0.036 0.036 0.004 0.26 234.00 91 1365 0.20 0.040 0.108 0.036 0.036 0.004 0.26 234.00 92 1380 0.20 0.040 0.107 0.036 0.036 0.004 0.26 234.00 93 1395 0.20 0.040 0.106 0.036 0.036 0.004 0.26 234.00 94 1410 0.20 0.040 0.106 0.036 0.036 0.004 0.26 234.00 95 1425 0.20 0.040 0.105 0.036 0.036 0.004 0.26 234.00 96 1440 0.20 0.040 0.105 0.036 0.036 0.004 0.26 234.00 100.0000 20.000 - TOTAL 11.720 8.280 - 484374.56 m THE TRADITION PROPOSED BASIN 1 - HOLE 16 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cult cult acre -ft 42 0 9893 0 0.0 2 34618 44 2 42034 34618 0.8 2 117899 46 4 75865 152517 3.5 2 191473 48 6 115608 343990 7.9 1 131891 49 7 148174 475881 10.9 Weir overflow caD contour 48 Overflow directed to Basin #5 s 1 1 1 r- I n 1 THE TRADITION JOB #:. 40256 DATE 01- Nov-96 AREA A -1 PERCOLATION RATE 1 irNu TIME min FLOW IN cfs VOLUME TOTAL IN PERC IN BASIN OUT cult cult area PERC OUT cuff BASIN DEPTH ft ) FLOW OUT (cfs) VOL OUT (cuff BALANCE IN BASIN cult aae-ft ol 15 0.26 2341 234 10110 211 0.00 0.00 0 23 0.00 15 30 0.39 351 374 10241 213 0.01 0.00 0 161 0.00 30 45 0.39 351 512 10368 216 0.02 0.00 0 296 0.01 45 60 0.52 468 764 10602 221 0.03 0.00 0 543 0.01 60 75 0.39 351 894 10723 223 0.04 0.00 0 671 0.02 75 90 0.39 351 1022 10842 226 0.05 0.00 0 796 0.02 90 105 0.391 351 1147 10958 228 0.05 0.00 0 919 0.02 105 120 0.52 468 1387 11180 233 0.07 0.00 0 1154 0.03 120 135 0.52 468 1622 11399 237 0.08 0.00 0 1384 0.03 135 150 0.52 468 1852 11613 242 0.09 0.00 0 1610 0.04 150 165 0.65 585 2195 11931 249 0.11 0.00 0 1947 0.04 165 180 0.65 585 2532 12244 255 0.13 0.00 0 2277 0.05 180 195 0.65 585 2862 12550 261 0.15 0.00 0 2600 0.06 195 210 0.651 585 3185 12850 268 0.17 0.00 0 2917 0.07 210 225 0.65 585 3502 13145 274 0.19 0.00 0 3229 0.07 225 240 0.78. 702 3931 13542 282 0.21 0.00 0 3648 0.08 240 255 0.78 702 4350 13932 290 0.23 0.00 0 4060 0.09 255 270 0.91 819 4879 14423 300 0.26 0.00 0 4579 0.11 270 285 0.91 819 5398 14905 311 0.291 0.00 0 5087 0.12 285 300 1.04 936 6023 15485 323 0.33 0.00 0 5701 0.13 300 315 0.78 702 6403 15837 330 0.35 0.00 0 6073 0.14 315 330 0.91 819 6892 18292 339 0.38 0.00 0 8552 0.15 330 345 1.04 936 7488 16845 351 0.41 0.00 0 7137 0.16 345 360 1.04 936 8073 17389 362 0.45 0.00 0 7711 0.18 360 375 1.17 10531 8764 18030 376 0.48 0.00 0 8388 0.19 375 390 1.17 1053 9441 18659 389 0.52 0.00 0 9053 0.21 390 405 1.30 1170 10223 19384 404 0.57 0.00 0 9819 0.23 405 420 1.30 1170 10989 20096 419 0.61 0.00 0 10570 0.24 420 435 1.30 1170 11740 20793 433 0.65 0.00 0 11307 0.26 435 450 1.43 1287 12594 21586 450 0.70 0.00 0 12144 0.28 450 465 1.56 1404 13548 22472 468 0.76 0.00 0 13080 0.30 465 480 0.78 7021 13782 22689 473 0.771 0.00 0 13309 0.31 480 495 3.61 3249 16558 25267 526 0.93 0.00 0 16032 0.37 495 510 3.83 3447 19479 27978 583 1.09 0.00 0 18896 0.43 510 525 5.35 4815 23711 31908 665 1.33 0.00 0 23046 0.53 525 540 6.87 6183 29229 37031 771 1.64 0.00 0 28458 0.65 540 555 9.68 8712 37170 42766 891 2.03 0.00 0 36279 0.83 555 570 11.20 10080 46359 45403 946 2.18 0.00 0 45413 1.04 570 585 12.71 114391 56852 48414 1009 2.36 0.00 0 55843 1.28 585 600 14.22 12798 68641 51797 1079 2.56 0.00 0 67562 1.55 600 615 5.33 4797 72359 52864 1101 2.62 0.00 ol 71258 1.64 615 630 5.53 4977 76235 53976 1124 2.69 0.00 0 75111 1.72 630 645 12.24 11016 86127 56814 1184 2.85 0.00 0 84943 1.95 645 660 12.44 11196 96139 59687 1243 3.02 0.00 0 94895 2.18 660 675 11.34 10206 105101 62259 1297 3.17 0.00 0 103804 2.38 675 690 11.54 10386 114190 64867 1351 3.33 0.00 0 112839 2.59 690 705 9.13 8217 121056 66837 1392 3.44 0.001 0 119664 2.75 705 720 10.63 9567 129231 69183 1441 3.58 0.00 0 127789 2.93 720 735 19.92 17928 145717 73914 1540 3.86 0.00 0 144177 3.31 735 750 21.41 19269 163446 78134 1628 4.10 0.00 0 161819 3.71 750 765 24.19 21771 183590 82315 1715 4.31 0.00 0 181875 4.18 765 780 25.68 23112 204987 86756 1807 4.53 0.00 0 203179 4.86 780 795 32.36 29124 232303 92426 1926 4.81 0.00 0 230378 5.29 795 810 32.54 29286 259664 98105 2044 5.10 0.00 0 257620 5.91 810 825 18.42 16578 274198 101122 2107 5.25 0.00 0 272091 6.25 825 840 18.59 16731 288822 104157 2170 5.40 0.00 0 286652 6.58 840 855 23.96 215641 308216 108183 2254 5.60 0.00 0 305962 7.02 855 870 22.83 20547 326509 111980 2333 5.791 0.00 0 324177 7.44 870 885 23.00 20700 344877 115827 2413 5.98 0.00 0 342463 7.86 885 900 21.87 19683 362146 120091 2502 6.12 3.44 3098 356547 8.19 900 915 20.73 18657 375204 123315 2569 6.22 8.52 7668 364967 8.38 915 930 19.59 17631 382598 125141 2607 6.27 12.00 10804 369187 8.48' 930 945 14.551 13095 382282 125063 2605 6.27 11.65 10663 369014 8.47 9451 960 14.701 13230 382244 125054 2605 6.27 11.83 10646 368993 8.47 9601 975 0.521 4681 369461 121897 2WI 6.17 6.10 492 54921- 3614291 8.30 1 1 1 1 1 t 975 990 0.52 468 361897 120030 2501 6.12 3.36 3025 356372 8.18 990 1005 0.39. 351 356723 118752 2474 6.08 1.83 1643 352606 8.09 1005 1020 0.39 351 352957 117822 2455 6.05 0.92 831 349671 8.03 1020 1035 0.65 585 350256 117155 2441 6.03 0.42 374 347441 7.98 1035 1050 0.65 585 348026 116605 2429 6.01 0.11 102 345495 7.93 1050 1065 0.65 585 346080 116124 2419 6.00 0.00 0 343661 7.89 1065 1080 0.52 468 344129 115642 24091 5.98 0.00 0 3417191 7.84 1080 1095 0.52 468 342187 115234 2401 5.96 0.00 0 339787 7.80 1095 1110 0.52 468 340255 114833 2392 5.94 0.00 0 337862 7.76 1110 1125 0.39 351 338213 114409 2384 5.91 0.00 0 335830 7.71 1125 1140 0.26 234 336064 113963 2374 5.89 0.00 0 333690 7.66 1140 1155 0.39 351 334041 113543 2365 5.87 0.001 0 331675 7.61 1155 1170 0.52 468 332143 113149 2357 5.85 0.00 0 329786 7.57 1170 1185 0.39 351 330137 112733 2349 5.83 0.00 0 327788 7.52 1185 1200 0.26 234 328022 112294 2339 5.81 0.00 0 325683 7.48 1200 1215 0.39 351 326034 111881 2331 5.79 0.00 0 323703 7.43 1215 1230 0.39 351 324054 111470 2322 577 0.00 0 321732 7.39 1230 1245 0.391 351 322083 111061 2314 5.75 0.00 0 319769 7.34 1245 1260 0.26 234 320003 110629 2305 5.73 0.00 0 317698 7.29 1260 1275 0.39 351 318049 110224 2296 5.71 0.00 0 3157531 7.25 1275 1290 0.26 234 315987 109796 2287 5.68 0.00 0 313699. 7.20 1290 1305 0.39 351 314050 109394 2279 5.66 0.00 0 311771 7.16 1305 1320 0.26 234 312005 108969 2270 5.64 0.00 0 309735 7.11 1320 1335 0.39 351 310086 108571 2262 5.62 0.00 0 307824 7.07 1335 1350 0.26 234 308058 108150 2253 5.60 0.00 0 305805 7.02 1350 1365 0.26 234 306039 107731 2244 5.58 0.00 0 303795 6.97 1365 1380 0.26 234 304029 107313 2236 5.56 0.00 0 301793 6.93 1380 1395 0.26 234 302027 106898 2227 5.54 0.00 0 299800 6.88 1395 14101 0.261 234 300034 1064841 2218 5.52 0.00 0 297816 6.84 1410 14251 0.261 2341 298050 1060721 2210 5.501 0.00 0 295840 6.79 1425 1440 0.26 234 296074 105662 2201 5.48 0.00 0 293872 6.75 AREA 2 DRIVING RANGE rr r r rr rr r� rr �r rr ar r ar ar s rr rr r �r rr RCFC &WCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM DESIGNATION CODES OFFSITE 1 PROJECT THE TRADITION GOLF COURSE 2 DESCRIPTION NORTHEAST PORTION: AREA A-2 RESIDENTIAL 3 AMC 2 COMMERCIAL 4 DATE 02- Oct -96 AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E-8.1 PERVIOUS AREA INFILTRATION RATE (in/hr) PLATE E-8.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E -6.3 ADJUSTED INFILTRATION RATE (in/hr) AREA (acres) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE (in/hd AVERAGE ADJUSTED INFILTRATION RATE Cad GC-4 GOLF COURSE 2 A 33 0.74 01. 0.74 31 0.00 0.74 0.74 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 - TOTAL AREA 311 0.00 1 0.74 0.74 LAG TIME DATA LENGTH (R) 1000 LA (f) 300 AVE W 0.035 HEIGHT HI LO DIFF 58 32 V11 r� �r r� r rr r�■ rr r � r r aa� r rr r� �r r� r■r r� PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE: 02- Oct-96 R.C.F.C10 SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME EFFECTIVE RAIN 8 2 AREA DESIGNATION A-2 ADJUSTED LOSS RATE 0.740 LENGTH (FT) 1000 FLOOD VOLUMES: 3 DRAINAGE AREA 31 L.R. FOR PERU. AREA 0.740 LA (FT) 300 EFFECTIVE RAIN -(IN.) 0.49 4 ULTIMATE DISCHARGE - CFS -HRSAN IMPERVIOUSAREA 0.000 AVE.'" 0.035 FLOOD VOLUME= (AC.FT) 126 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.370 HEIGHT -FT 26 FLOOD VOLUME= (CU.FT) 54853.80 6 LAG TIME - MINUTES 3.54 'C' 0.00685 SLOPE FTIMI 137.28 REQ. STORAGE (AC FT) 1.25 7 UNIT TIME - PERCENT OF LAG 424.33 AVE PERC RATE CFS 0.000 REQ. STORAGE (CU FT) 54400.46 8 S -CURVE N/A 9 STORM FREQUENCY 6 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM - INCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.74 12 MINIMUM LOSS RATE 0.37 - 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 _ '. UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INIHR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR INh1R (CFS) (CF) 1 15 0.20 0.040 1.299 0.036 0.036 0.004 0.12 111.60 2 30 0.30 0.060 1.284 0.054 0.054 0.006 0.19 167.40 3 45 0.30 0.060 1.269 0.054 0.054 0.006 0.19 167.40 4 60 0.40 0.080 1.254 0.072 0.072 0.008 0.25 223.20 5 75 0.30 0.060 1.239 0.054 0.054 0.006 0.19 167.40 6 90 0.30 0.060 1.224 0.054 0.054 0.006 0.19 167.40 7 105 0.30 0.060 1.210 0.054 0.054 0.006 0.19 167.40 8 120 0.40 0.080 1.195 0.072 0.072 0.008 0.25 223.20 9 135 0.40 0.080 1.181 0.072 0.072 0.008 0.25 223.20 10 150 0.40 0.080 1.166 0.072 0.072 0.008 0.25 223.20 11 165 0.50 0.100 1.152 0.090 0.090 0.010 0.31 279.00 - 12 180 0.50 0.100 1.138 0.090 0.090 0.010 0.31 279.00 13 195 0.50 0.100 1.124 0.090 0.090 0.010 0.31 279.00 14 210 0.50 0.100 1.110 0.090 0.090 0.010 0.31 279.00 15 225 0.50 0.100 1.096 0.090 0.090 0.010 0.31 279.00 16 240 0.60 0.120 1.082 0.108 0.108 0.012 0.37 334.80 17 255 0.60 0.120 1.068 0.108 0.108 0.012 0.37 334.80 18 270 0.70 0.140 1.054 0.126 0.126 0.014 0.43 390.60 19 2115 0.70 0.140 1.041 0.126 0.126 0.014 0.43 390.60 20 300 0.80 0.160 1.027 0.144 0.144 0.016 0.50 446.40 21 315 0.60 0.120 1.014 0.108 0.108 0.012 0.37 334.80 22 330 0.70 0.140 1.001 0.126 0.126 0.014 0.43 390.60 23 345 0.80 0.160 0.988 0.144 0.144 0.016 0.50 446.40 24 360 0.80 0.160 0.975 0.144 0.144 0.016 0.50 446.40 25 375 0.90 0.180 0.962 0.162 0.162 0.018 0.56 502.20 26 390 0.90 0.180 0.949 0.162 0.162 0.018 0.56 502.20 27 405 1.00 0.200 0.936 0.180 0.180 0.020 0.62 558.00 28 420 1.00 0.200 0.923 0.180 0.180 0.020 0.62 558.00 29 435 1.00 0.200 0.911 0.180 0.180 0.020 0.62 558.00 30 450 1.10 0.220 0.898 0.198 0.198 0.022 0.68 613.80 31 465 1.20 0.240 0.886 0.216 0.216 0.024 0.74 669.60 32 480 1.30 0.260 0.874 0.234 0.234 0.026 0.81 725.40 33 495 1.50 0.300 0.862 0.270 0.270 0.030 0.93 837.00 34 510 1.50 0.300 0.850 0.270 0.270 0.030 0.93 837.00 35 525 1.60 0.320 0.838 0.288 0.288 0.032 0.99 892.80 36 540 1.70 0.340 0.826 0.306 0.306 0.034 1.05 948.60 37 555 1.90 0.380 0.814 0.342 0.342 0.038 1.18 1060.20 38 570 2.00 0.400 0.802 0.360 0.360 0.040 1.24 1116.00 39 585 2.10 0.420 0.791 0.378 0.378 0.042 1.30 1171.80 40 600 2.20 0.440 0.780 0.396 0.396 0.044 1.36 1227.60 41 615 1.50 0.300 0.768 0.270 0.270 0.030 0.93 837.00 42 630 1.50 0.300 0.757 0.270 0.270 0.030 0.93 837.00 43 645 2.00 0.400 0.746 0.360 0.360 0.040 1.24 1116.00 44 660 2.00 0.400 0.735 0.360 0.360 0.040 1.24 1116.00 45 675 1.90 0.380 0.724 0.342 0.342 0.038 1.18 1060.20 46 . 690 1.90 0.380 0.714 0.342 0.342 0.038 1.18 1060.20 47 705 1.70 0.340 0.703 0.306 0.306 0.034 1.05 948.60 48 720 1.80 0.360 0.693 0.324 0.324 0.036 1.12 1004.40 49 735 250 0.500 0.682 0.450 0.450 0.050 1.55 . 1395.00 50 750 2.60 0.520 0.672 0.468 0.468 0.052 1.61 1450.80 51 765 2.80 0.560 0.662 0.504 0.504 0.056 1.74 1562.40 52 780 2.90 0.580 0.652 0.522 0.522 0.058 1.60 1618.20 53 795 3.40 0.680 0.642 0.612 0.642 0.038 1.18 1061.56 54 810 3.40 0.680 0.632 0.612 0.632 0.048 1.48 1333.31 - 55. 825 2.30 0.460 0.623 0.414 0.414 0.046 1.43 1283.40 ' 56 840 2.30 0.460 0.613 0.414 0.414 0.046 1.43 1283.40 57 855 2.70 0.540 0.604 0.486 0.486 0.054 1.67 1506.60 58 870 2.60 0.520 0.595 0.468 0.468 0.052 1.61 1450.80 59 885 .2.60 0.520 0.585 0.468 0.468 0.052 1.61 1450.80 60 900 2.50 0.500 0.576 0.450 0.450 0.050 1.55 1395.00 61 915 2.40 0.480 0.568 0.432 0.432 0.048 1.49 1339.20 62 930 2.30 0.460 0.559 0.414 0.414 0.046 1.43 1283.40 63 945 1.90 0.380 0.550 0.342 0.342 0.038 1.18 1060.20 64 960 1.90 0.380 0.542 0.342 0.342 0.038 1.18 1060.20 65 975 0.40 0.080 0.534 0.072 0.072 0.008 0.25 223.20 66 990 0.40 0.080 0.526 0.072 0.072 0.008 0.25 223.20 67 1005 0.30 0.060 0.518 0.054 0.054 0.006 0.19 167.40 68 1020 0.30 0.060 0.510 0.054 0.054 0.006 0.19 167.40 69 1035 0.50 0.100 0.502 0.090 0.090 0.010 0.31 279.00 70 1050 0.50 0.100 0.495 0.090 0.090 0.010 0.31 279.00 71 1065 0.50 0.100 0.487 0.090 0.090 0.010 0.31 279.00 72 1080 0.40 0.080 0.480 0.072 0.072 0.008 0.25 223.20 73 1095 0.40 0.080 0.473 0.072 0.072 0.008 0.25 223.20 74 .1110 0.40 0.080 0.466 0.072 0.072 0.008 0.25 223.20 75 1125 0.30 0.060 0.460 0.054 0.054 0.006 0.19 167.40 76 1140 0.20 0.040 0.453 0.036 0.036 0.004 0.12 111.60 77 1155 0.30 0.060 0.447 0.054 0.054 0.006 0.19 167.40 78 1170 0.40 0.080 0.441 0.072 0.072 0.008 0.25 223.20 79 1185 0.30 0.060 0.435 0.054 0.054 0.006 0.19 167.40 80 1200 0.20 0.040 0.429 0.036 0.036 0.004 0.12 111.60 81 1215 0.30 0.060 0.423 0.054 0.054 0.006 0.19 167.40 82 1230 0.30 0.060 0.418 0.054 0.054 0.006 0.19 167.40 83 1245 0.30 0.060 0.413 0.054 0.054 0.006 0.19 167.40 84 1260 0.20 0.040 0.408 0.036 0.036 0.004 0.12 111.60 85 1275 0.30 0.060 0.403 0.054 0.054 0.006 0.19 167.40 86 1290 0.20 0.040 0.398 0.036 0.036 0.004 0.12 111.60 87 1305 0.30 0.060 0.394 0.054 0.054 0.006 0.19 167.40 88 1320 0.20 0.040 0.390 0.036 0.036 0.004 0.12 111.60 89 1335 0.30 0.060 0.386 0.054 0.054 0.006 0.19 167.40 90 1350 0.20 0.040 0.383 0.036 0.036 _ 0.004 0.12 111.60 - 91 1365 0.20 0.040 0.380 0.036 0.036 0.004 0.12 111.60 92 1360 0.20 0.040 0.377 0.036 0.036 0.004 0.12 111.60 93 1395 0.20 0.040 0.374 0.036 0.036 0.004 0.12 111.60 94 1410 0.20 0.040 0.372 0.036 0.036 0.004 0.12 111.60 95 1425 0.20 0.040 0.371 0.036 0.036 0.004 0.12 111.60 96 1440 0.20 0.040 0.370 0.036 0.036 0.004 0.12 111.60 100,0000 20,000 TOTAL 18.050 1.950 54400.46 THE TRADITION PROPOSED BASIN 2 - DRIVING RANGE BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cuft acre -ft 32 0 19044 0 0.0 2 84365 34 2 107504 84365 1.9 2 266112 36 4 158608 350477 8.0 2 368666 38 6 210058 719143 16.5 2 472662 40 8 .262604 1191805 27.4 2 603039 42 10 340435 1794844 41.2 2 795020 44 12 454585 2589864 59.5 2 1048041 46 14 593456 3637905 83.5 1 1 1 1 1 1 1 1 1 L 1! 1 1 THE TRADITION JOB #: 40256 DATE 04- Oct -96 AREA: A -2 PERCOLATION RATE 1 in /hr TIME (min) FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult) PERC OUT cult) BASIN DEPTH (ft) BALANCE IN BASIN cult) (acre -ft) 0 15 0.12 108 108 399 0.00 0 0.00 15 30 0.19 171 171 400 0.00 0 0.00 30 45 0.19 171 171 400 0.00 0 0.00 45 60 0.25 225 225 402 0.00 0 0.00 60 75 0.19 171 171 400 0.00 0 0.00 75 90 0.19 171 171 400 0.00 0 0.00 90 105 0.19 171 171 400 0.00 0 0.00 105 120 0.25 225 225 402 0.00 0 0.00 1201 135 0.25 225 225 402 0.00 0 0.00 135 150 0.25 225 225 402 0.00 0 0.00 150 165 0.31 279 279 403 0.00 0 0.00 165 180 0.31 279 279 403 0.00 0 0.00 180 195 0.31 279 279 403 0.00 0 0.00 195 210 0.31 279 279 403 0.00 0 0.00 210 225 0.31 279 279 403 0.00 0 0.00 225 240 0.37 333 333 404 0.00 0 0.00 240 255 0.37 333 333 404 0.00 0 0.00 255 270 0.43 387 387 405 .0.00 0 0.00 270 285 0.43 387 387 405 0.00 0 0.00 285 300 0.50 450 450 407 0.00 43 0.00 300 315 0.37 333 376 405 0.00 0 0.00 315 330 0.43 387 387 405 0.00 0 0.00 330 345 0.50 450 450 407 0.00 43 0.00 345 360 0.50 450 493 408 0.00 86 0.00 360 375 0.56 504 590 410 0.00 180 0.00 375 390 0.56 504. 684 412 0.01 273 0.01 390 405 0.62 558 831 415 0.01 416 0.01 405 420 0.62 558 974 418 0.01 556 0.01 420 435 0.62 558 1114 421 0.02 693 0.02 435 450 0.68 612 1305 425 0.02 879 0.02 450 465 0.74 666 1545 431. 0.03 1115 0.03 465 480 0.81 729 1844 437 0.03 1407 0.03 480 495 0.93 837 2244 446 0.04 1798 0.04 495 510 0.93 837 2635 454 0.05 2181 0.05 510 525 0.99 891 3072 464 0.06 2608 0.06 525 540 1.05 945 3553 474 0.07 3079 0.07 540 555 1.18 1062 4141 487 0.09 3653 0.08 555 570 1.24 1116 4769 501 0.10 4268 0.10 570 585 1.30 1170 5438 516 0.12 4923 0.11 585 600 1.36 1224 6147 531 0.13 5616 0.13 600 615 0.93 837 6453 538 0.14 5915 0.14 615 .630 0.93 837 6752 544 0.15 6208 0.14 630 645 1.24 1116 7324 557 0.16 6767 0.16 645 660 1.24 1116 7883. 569 0.17 7314 0.171 660 675 1.18 1062 8376 580 0.18 7796 0.18 1 1 1 1 1 1 1 1 1 1 ILI 675 690 1.18 1062 8858 590 0.20 8268 0.19 690 705 1.05 945 9213 598 0.20 8615 0.20 705 720 1.12 1008 9623 607 0.21 9016 0.21 720 735 1.55 1395 10411 624 0.23 9787 0.22 735 750 1.61 1449 11236 642 0.25 10594 0.24 750 765 1.74 1566 12160 662 0.27 11497 0.26 765 780 1.80 1620 13117 683 0.29 12434 0.29 780 795 1.18 1062 13496 692 0.30 12805 0.29 795 810 1.48 1332 14137 706 0.32 13431 0.31 810 825 1.43 1287 14718 718 0.33 14000 0.32 825 840 1.43 1287 15287 731 0.35 14556 0.33 840 855 1.67 1503 16059 748 0.36 15312 0.35 855 870 1.61 1449 16761 763 0.38 15998 0.37 870 885 1.61 1449 17447 778 0.40 16669 0.38 885 900 1.55 1395 18064 791 0.41 17272 0.40 900 915 1.49 1341 18613 803 0.42 17810 0.41 915 930 1.43 1287 19097 814 0.43 18283 0.42 930 945 1.18 1062 19345 819 0.44 18526 0.43 945 960 1.18 1062 19588 825 0.44 18763 0.43 960 975 0.25 225 18988 812 0.43 18177 0.42 975 990 0.25 225 18402 799 0.42 17603 0.40 990 1005 0.19 171 17774 785 0.40 16989 0.39 1005 1020 0.19 171 17160 772 0.39 16388 0.38 1020 1035 0.31 279 16667 761 0.38 15907 0.37 1035 1050 0.31 279 16186 750 0.37 15435 0.35 1050 1065 0.31 279 15714 740 0.35 14974 0.34 1065 1080 0.25 225 15199 729 0.34 14470 0.33 1080 1095 0.25 225 14695 718 0.33 13978 0.32 1095 1110 0.25 225 14203 707 0.32 13496 0.31 1110 1125 0.19 171 13667 695 0.31 12971 0.30 1125 1140 0.12 108 13079 682 0.29 12397 0.28 1140 1155 0.19 171 12568 671 0.28 11897 0.27 1155 1170 0.25 225 12122 662 0.27 11460 0.26 1170 1185 0.19 171 11631 651 0.26 10980 0.25 1185 1200 0.12 108 11088 639 0.25 10449 0.24 1200 1215 0.19 171 10620 629 0.24 9992 0.23 1215 1230 0.19 171 10163 619 0.23 9544 0.22 1230 1245 0.19 171 9715 609 0.22 9106 0.21 1245 1260 0.12 108 9214 598 0.20 8616 0.20 1260 1275 0.19 171 8787 589 0.19 8198 0.19 1275 1290 0.12 108 8306 578 0.18 7728 0.18 1290 .1305 0.19 171 7899 569 0.17 7330 0.17 1305 1320 0.12 108 7438 559 0.16 6878 0.16 1320 1335 0.19 171 7049 551 0.15 6499 0.15 1335 1350 0.12 108 6607 .541 0.14 6066 0.14 1350 1365 0.12 108 6174 532 0.13 5642 0.13 1365 1380 0.12 108 5750 522 0.12 5228 0.12 1380 1395 0.12 108 5336 513 0.11 4822 0.11 1395 1410 0.12 108 4930 504 0.10 4426 0.10 1410 1425 0.12 108 4534 496 0.10 4038 0.09 1425 1440 0.12 108 4146 487 0.09 3659 0.08 D 1 1 1 1 1 1 1 AREA 3 HOLE 4 RCFC &WCD SYNTHETIC UNIT HYDROGRAPH METHOD LAND USE BASIC DATA CALCULATION FORM DESIGNATION CODES RI NUMBER PLATE E-6.1 OFFSITE 1 PROJECT THE TRADITION GOLF COURSE 2 DESCRIPTION NORTHEAST PORTION: AREA A -3 RESIDENTIAL 3 AMC 2 COMMERCIAL 4 DATE 02 -Od-96 GOLF COURSE AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E-6.1 PERVIOUS AREA INFILTRATION RATE Gmlhd PLATE E-8.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E-8.3 ADJUSTED INFILTRATION RATE (in/ho AREA (acres) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE Gn/nd AVERAGE ADJUSTED INFILTRATION RATE OrdhU GC -9 GOLF COURSE 2 A 33 0.74 0 0.74 13 0.00 0.51 0.51 GC-10 IGOLF COURSE 2 A 33 0.74 0 0.74 8 0.00 0.23 0.23 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.001 0.00 0.00 TOTAL AREA 191 0.74 0.74 LAG TIME DATA LENGTH (11) LA (1U AVE W HEIGHT HI 1000 200 0.035 LO 58 DIFF 26 30 UNIT TIME PERIOD PROJECT: THE TRADITION STORM RAIN (IN/HR) SYNTHETIC UNIT HYDROGRAPH DATE: 02- Oct -96 R.C.F.C.D SHORTCUT METHOD 1 PROJECT NO.. 40256 0.040 VARIABLE LOSS RATE 2 CHECKED BY: DLS 0.060 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: _ 2 AREA DESIGNATION A-3 ADJUSTED LOSS RATE 0.740 3 DRAINAGE AREA 19 L.R. FOR PERU. AREA 0.740 4 ULTIMATE DISCHARGE-CFS -HRSAN 0.30 IMPERVIOUSAREA 0.000 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.370 6 LAG TIME - MINUTES 2.95 'C' 0.00685 7 UNIT TIME- PERCENT OF LAG 508.66 AVE PERC RATE CFS 0.000 8 S -CURVE WA 0.080 1.166 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 0.100 1.152 10 TOTAL ADJUSTED STORM - INCHES 5.00 0.100 1.138 11 VARIABLE LOSS RATE (AVG) 0.74 0.100 1.124 12 MINIMUM LOSS RATE 0.37 - 1.110 13 CONSTANT LOSS RATE N/A 0.100 1.096 14 LOW LOSS RATE ( %) 0.9 0.120 1.082 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE (MIN.) INIHR 1 15 0.20 0.040 1.299 2 30 0.30 0.060 1.284 3 45 0.30 0.060 1.269 4 60 0.40 0.060 1.254 5 75 0.30 0.060 1.239 6 90 0.30 0.060 1.224 7 105 0.30 0.060 1.210 8 120 0.40 0.080 1.195 9 135 0.40 0.080 1.181 10 150 0.40 0.080 1.166 11 165 0.50 0.100 1.152 12 180 0.50 0.100 1.138 13 195 0.50 0.100 1.124 14 210 0.50 0.100 1.110 15 225 0.50 0.100 1.096 16 240 0.60 0.120 1.082 17 255 0.60 0.120 1.068 18 270 0.70 0.140 1.054 19 2155 0.70 0.140 1.041 20 300 0.80 0.160 1.027 21 315 0.60 0.120 1.014 22 330 0.70 0.140 1.001 23 345 0.80 0.160 0.988 24 360 0.80 0.160 0.975 25 375 0.90 0.180 0.962 26 390 0.90 0.180 0.949 27 405 1.00 0.200 0.936 28 420 1.00 0.200 0.923 29 435 1.00 0.200 0.911 30 450 1.10 0.220 0.898 31 465 1.20 0.240 0.886 32 480 1.30 0.260 0.874 33 495 1.50 0.300 0.862 34 510 1.50 0.300 0.850 35 525 1.60 0.320 0.838 MIN LOSS RATE INIHR 0.036 0.054 0.054 0.072 0.054 0.0,54 0.054 0.072 0.072 0.072 0.090 0.090 0.090 0.090 0.090 0.108 0.108 0.126 0.126 0.144 0.108 0.126 0.144 0.144 0.162 0.162 0.180 0.180 0.180 0.198 0216 0.234 0.270 0.270 0.288 LAG TIME: LENGTH(FT) LA (FT) AVE. 'N- HEIGHT-FT SLOPE FTANI LOSS RATE USED INAIR 0.036 0.054 0.054 0.072 0.054 0.054 0.054 0.072 0.072 0.072 0.090 0.090 0.090 0.090 0.090 0.108 0.108 0.126 0.126 0.144 0.108 0.126 0.144 0.144 0.162 0.162 0.180 0.180 0.160 0.198 0.216 0.234 0.270 0.270 0.288 EFFECTIVE RAIN 6 1000 FLOOD VOLUMES: 200 EFFECTIVE RAIN =(IN.) 0.035 FLOOD VOLUME= (AC.FT) 30 FLOOD VOLUME- (CU.FT) 158.40 REQ. STORAGE (AC FT) REQ. STORAGE (CU FT) EFFECTIVE RAIN IN/HR 0.004 0.006 0.006 0.008 0.006 0.006 0.006 0.006 0.008 0.008 0.010 0.010 0.010 0.010 0.010 0.012 0.012 0.014 0.014 0.016 0.012 0.014 0.016 0.016 0.018 0.018 0.020 0.020 0.020 0.022 0.024 0.026 0.030 0.030 0.032 FLOW RATE (CFS) 0.08 0.11 0.11 0.15 0.11 0.11 0.11 0.15 0.15 0.15 0.19 0.19 0.19 0.19 0.19 0.23 0.23 0.27 0.27 0.30 0.23 0.27 0.30 0.30 0.34 0.34 0.38 0.38 0.36 0.42 0.46 0.49 0.57 0.57 0.61 0.49 0.77 33620.07 0.77 33342.22 REQUIRED VOLUME (CF) 68.40 102.60 102.60 136.80 102.60 102.60 102.60 136.80 136.80 136.60 171.00 171.00 171.00 171.00 171.00 205.20 205.20 239.40 239.40 273.60 205.20 239.40 273.60 273.60 307.80 307.80 342.00 342.00 342.00 376.20 410.40 444.60 513.00 513.00 547.20 36 540 1.70 0.340 0.826 0.306 0.306 0.034 0.65 581.40 37 555 1.90 0.380 0.814 0.342 0.342 0.038 0.72 649.80 38 570 2.00 0.400 0.802 0.360 0.360 0.040 0.76 684.00 39 585 2.10 0.420 0.791 0.378 0.378 0.042. 0.80 718.20 40 600 2.20 0.440 0.780 0.396 0.396 0.044 0.84 752.40 41 615 1.50 0.300 0.768 0.270 0.270 0.030 0.57 513.00 42 630 1.50 0.300 0.757 0.270 0.270 0.030 0.57 513.00 43 645 2.00 0.400 0.746 0.360 0160 0.040 0.76 664.00 44 660 2.00 0.400 0.735 0.360 0.360 0.040 0.76 684.00 45 675 1.90 0.360 0.724 0.342 0.342 0.038 0.72 649.80 46 690 1.90 0.380 0.714 0.342 0.342 0.038 0.72 649.80 47 705 1.70 0.340 0.703 0.306 0.306 0.034 0.65 581.40 48 720 1.80 0.360 0.693 0.324 0.324 0.036 0.68 615.60 49 735 2.50 0.500 0.662 0.450 0.450 0.050 0.95 855.00 50 750 2.60 0.520 0.672 0.468 0.468 0.052 0.99 889.20 51 765 2.80 0.560 0.662 0.504 0.504 0.056 1.06 957.60 52 780 2.90 0.580 0.652 0.522 0.522 0.058 1.10 991.80 53 795 3.40 0.680 0.642 0.612 0.642 0.038 0.72 650.63 54 810 3.40 0.680 0.632 0.612 0.632 0.048 0.91 817.19 55 825 2.30 0.460 0.623 0.414 0.414 0.046 0.87 786.60 56 840 2.30 0.460 0.613 0.414 0.414 0.046 0.87 786.60 57 855 2.70 0.540 0.604 0.486 0.486 0.054 1,03 923.40 58 870 2.60 0.520 0.595 0.468 0.468 0.052 0.99 889.20 59 885 2.60 0.520 0.585 0.468 0.468 0.052 0.99 889.20 60 900 2.50 0.500 0.576 0.450 0.450 0.050 0.95 855.00 61 915 2.40 0.480 0.568 0.432 0.432 0.048 0.91 820.80 62 930 2.30 0.460 0.559 0.414 0.414 0.046 0.87 786.60 63 945 1.90 0.380 0.550 0.342 0.342 0.038 0.72 649.80 64 960 1.90 0.380 0.542 0.342 0.342 .0.038 0.72 649.80 65 975 0.40 0.080 0.534 0.072 0.072 0.008 0.15 136.80 66 990 0.40 0.080 0.526 0.072 0.072 0.008 0.15 136.80 67 1005 0.30 0.060 0.518 0.054 0.054 0.006 0.11 102.60 68 1020 0.30 0.060 0.510 0.054 0.054 0.006 0.11 102.60 69 1035 0.50 0.100 0.502 0.090 0.090 0.010 0.19 171.00 70 1050 0.50 0.100 0.495 0.090 0.090 0.010 0.19 171.00 71 1065 0.50 0.100 0.487 0.090 0.090 0.010 0.19 171.00 72 1080 0.40 0.080 0.480 0.072 0.072 0.008 0.15 136.80 73 - 1095 0.40 0.080 0.473 0.072 0.072 0.008 0.15 136.80 74 1110 0.40 0.080 0.466 0.072 0.072 0.008 0.15 136.80 75 1125 0.30 0.060 0.460 0.054 0.054 0.006 0.11 102.60 76 1140 0.20 0.040 0.453 0.036 0.036 0.004 0.08 68.40 77 1155 0.30 0.060 0.447 0.054 0.054 0.006 0.11 102.60 78 1170 0.40 0.080 0.411 0.072 0.072 0.008 0.15 136.80 79 1185 0.30 0.060 0.435 0.054 0.054 0.006 0.11 102.60 - 80 1200 0.20 0.040 0.429 0.036 0.036 0.004 0.08 68.40 81 1215 0.30 0.060 0.423 0.054 0.054 0.006 0.11 102.60 82 1230 0.30 0.060 0.418 0.054 0.054 0.006 0.11 102.60 83 1245 0.30 0.060 0.413 0.054 0.054 0.006 0.11 102.60 84 1260 0.20 0.040 0.408 0.036 0.036 0.004 0.08 6x.40 85 1275 0.30 0.060 0.403 0.054 0.054 0.006 0.11 102.60 86 1290 0.20 0.040 0.398 0.036 0.036 0.004 0.08 68.40 87 1305 0.30 0.060 0.394 0.054 0.054 0.006 .0.11 102.60 88 1320 0.20 0.040 0.390 0.036 0.036 0.004 0.08 68.40 89 1335 0.30 0.060 0.386 0.054 0.054 0.006 0.11 102.60 90 1350 0.20 0.040 0.363 0.036 0.036 0.004 0.08 68.40 91 1365 0.20 0.040 0.380 0.036 0.036 0.004 0.08 68.40 92 1380 0.20 0.040 0.377 0.036 0.036 0.004 0.08 68.40 93 1395 0.20 0.040 0.374 0.036 0.036 0.004 0.08 68.40 94 1410 0.20 0.040 0.372 0.036 0.036 0.004 0.08 68.40 95 1425 0.20 0.040 0.371 0.036 0.036 0.004 0.08 68.40 96 1440 0.20 0.040 0.370 0.036 0.036 0.004 0.08 68.40 100.0000 20.000 TOTAL 18.050 1.950 33342.22 �s s tip �I Nam >�r i�J■ i� THE TRADITION PROPOSED BASIN 3 - HOLE 4 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cult acre -ft 34 0 689 0 0.0 2 26270 36 2 38716 26270 0.6 2 145689 38 4 106973 171959 3.9 2 273665 40 6 166692 445624 10.2 1 186709 41 7 206726 632333 14.5 tl 1 t I 1 1 u THE TRADITION JOB #: 40256 DATE 14- Nov -96 AREA: A -3 PERCOLATION RATE 1 in/hr TIME min ) FLOW IN (cfs) VOLUME IN (cult TOTAL IN BASIN (cult) PERC OUT cult) BASIN DEPTH (ft) BALANCE IN BASIN cult) acre -ft) 0 15 0.08 72 72 10 0.00 62 0.00 15 30 0.11 99 161 13 0.01 148 0.00 30 45 0.11 99 247 16 0.02 231 0.01 45 60 0.15 135 366 19 0.03 347 0.01 60 75 0.11 99 446 22 0.03 424 0.01 75 90 0.11 99 523 24 0.04 499 0.01 90 105 0.11 99 598 26 0.04 571 0.01 105 120 0.15 135 706 30 0.05 677 0.02 120 135 0.15 135 812 33 0.06 779 0.02 135 150 0.15 135 914 36 0.07 878 0.02 150 165 0.19 171 1049 40 0.08 1008 0.02 165 180 0.19 171 1179 44 0.09 1135 0.03 180 195 0.19 171 1306 48 0.10 1258 0.03 195 210 0.19 171 1429 52 0.11 1377 0.03 210 225 0.19 171 1548 56 0.11 1493 0.03 225 240 0.23 207 1700 60 0.13 1639 0.04 240 255 0.23 207 1846 65 0.14 1782 0.04 255 270 0.27 243 2025 70 0.15 1955 0.04 270 285 0.27 243 2198 75 0.16 2122 0.05 285 300 0.30 270 2392 81 0.18 2311 0.05 300 315 0.23 207 2518 85 0.19 2433 0.06 315 330 0.27 243 2676 90 0.20 2586 0.06 330 345 0.30 270 2856 96 0.21 2760 0.06 345 360 0.30 270 3030 101 0.22 2929 0.07 360 375 0.34 306 3235 107 0.24 3128 0.07 375 390 0.34 306 3434 .113 0.25 3321 0.08 390 405 0.38 342 3663 120 0.27 3542 0.08 405 420 0.38 342 3884 127 0.29 3757 0.09 420 435 0.38 342 4099 134 0.30 3966 0.09 435 450 0.42 378 4344 141 0.32 4203 0.10 450 465 0.46 414 4617 150 0.34 4467 0.10 465 480 0.49 441 4908 158 0.36 4750 0.11 480 495 0.57 513 5263 169 0.39 5093 0.12 495 510 0.57 513 5606 180 0.42 5426 0.12 510 525 0.61 549 5975 191 0.44 5784 0.13 525 540 0.65 585 6369 203 0.47 6166 0.14 540 555 0.72 648 6814 217 0.51 6597 0.15 555 570 0.76 684 7281 231 0.54 7050 0.16 570 585 0.80 720 7770 246 0.58 7524 0.17 585 600 0.84 756 8280 262 0.62 8018 0.18 600 615 0.57 513 8531 269 0.63 8262 0.19 615 630 0.57 513 8775 277 0.65 8498 0.20' 630 645 0.76 684 9182 289 0.68 8893 0.20 645 660 0.76 684 9577 301 0.71 9275 0.21 660 675 0.72 648 9923 312 0.74 9611 0.22 1 1 1 1 1 1 1 1 1 ,I 1 I 1 1 675 690 0.72 648 10259 322 0.76 9937 0.23 690 705 0.65 585 10522 330 0.78 10192 0.23 705 720 0.68 612 10804 339 0.80 10465 0.24 720 735 0.95 855 11320 355 0.84 10965 0.25 735 750 0.99 891 11856 371 0.88 11485 0.26 750 765 1.06 954 12439 389 0.92 12050 0.28 765 780 1.10 990 13040 407 0.97 12632 0.29 780 795 0.72 648 13280 415 0.99 12865 0.30 795 810 0.91 819 13684 427 1.02 13257 0.30 810 825 0.87 783 14040 438 1.04 13602 0.31 825 840 0.87 783 14385 449 1.07 13936 0.32 840 855 1.03 927 14863 463 1.10 14400 0.33 855 870 0.99 891 15291 476 1.14 14814 0.34 870 885 0.99 891 15705 489 1.17 15216 0.35 885 900 0.95 855 16071 500 1.19 15571 0.36 900 915 0.91 819 16390 510 1.22 15880 0.36 915 930 0.87 783 16663 518 1.24 16144 0.37 930 945 0.72 648 16792 522 1.25 16270 0.37 945 960 0.72 648 16918 526 1.26 16392 0.38 960 975 0.15 135 16527 514 1.23 16012 0.37 975 990 0.15 135 16147 503 1.20 15645 0.36 990 1005 0.11 99 15744 490 1.17 15253 0.35 1005 1020 0.11 99 15352 478 1.14 14874 0.34 1020 1035 0.19 171 15045 469 1.12 14576 0.33 1035 1050 0.19 171 14747 460 1.10 14287 0.33 1050 -1065 0.19 171 14458 451 1.07 14007 0.32 1065 1080 0.15 135 14142 441 1.05 13701 0.31 1080 1095 0.15 135 13836 432 1.03 13404 0.31 1095 1110 0.15 135 13539 423 1.01 13117 0.30 1110 1125 0.11 99 13216 413 0.98 12803 0.29 1125 1140 0.08 72 12875 402 0.96 12472 0.29 1140 1155 0.11 99 12571 393 0.93 12178 0.28 1155 1170 0.15 135 12313 385 0.92 11928 0.27 1170 1185 0.11 99 12027 376 0.89 11650 0.27 1185 1200 0.08 72 11722 367 0.87 11355 0.26 1200 1215 0.11 99 11454 359 0.85 11095 0.25 1215 1230 0.11 99 11194 351 0.83 10843 0.25 1230 1245 0.11 99 10942 343 0.81 10599 0.24 1245 1260 0.08 72 10671 335 0.79 10336 0.24 1260 1275 0.11 99 10435 328 0.78 10107 0.23 1275 1290 0.08 72 10179 320 0.76 9860 0.23 1290 1305 0.11 99 9959 313 0.74 9645 0.22 1305 1320 0.08 72 9717 306 0.72 9412 0.22 1320 1335 0.11 99 9511 299 0.71 9211 0.21 1335 1350 0.08 72 9283 292 0.69 8991 0.21 1350 1365 0.08 72 9063 286 0.67 8777 0.20 1365 1380 0.08 72 8849 279 0.66 8570 0.20 1380 1395 0.08 72 8642 273 0.64 8369 0.19 1395 1410 0.08 72 8441 267 0.63 8175 0.19 1410 1425 0.08 72 8247 261 0.61 7986 0.18 1425 1440 0.08 72 8058 255 0.60 7803 0.18' 1 1 AREA 4 HOLES 2 & 3 1 1 � W = � ww am � on a. � M M � is no �' � M � RCFC &WCD SYNTHETIC UNIT HYDROGRAPH METHOD LAND USE BASIC DATA CALCULATION FORM DESIGNATION CODES RI NUMBER PLATE E-6.1 OFFSITE 1 PROJECT THE TRADITION GOLF COURSE 2 DESCRIPTION NORTHEAST PORTION: AREAS A-4 RESIDENTIAL 3 AMC 2 COMMERCIAL 4 DATE 04- Oct -96 OFFSITE AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E-6.1 PERVIOUS AREA INFILTRATION RATE (rJhr) PLATE E-6.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E-6.3 ADJUSTED INFILTRATION RATE (in/hr) AREA (acre) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE (nthr) AVERAGE ADJUSTED INFILTRATION RATE (-/hr) 0-12(1/2) OFFSITE 1 D 93 0.09 0 0.09 4 0.00 0.00 0.00 0.13 OFFSITE 1 D 93 0.09 0 0.09 5 0.00 0.01 0.01 0-14 OFFSITE 1 D 93 0.09 0 0.09 8 0.00 0.01 0.01 GC -11 GOLF COURSE 2 A 33 0.74 0 0.74 1 0.00 0.01 0.01 GC -12 GOLF COURSE 2 A 33 0.74 0 0.74 13 0.00 0.11 0.11 GC-13 GOLF COURSE 2 A 33 0.74 0 0.74 8 0.00 0.05 0.05 GC -16 GOLF COURSE 2 A 33 0.74 0 0.74 5 0.00 0.04 0.04 C-1 COMMERCIAL 4 A 32 0.741 0.9 0.1406 2 0.02 0.02 0.00 C-2 COMMERCIAL 4 A 32 0.74 0.9 0.1406 2 0.02 0.02 0.00 G3 COMMERCIAL 4 A 32 0.74 0.9 0.1406 3 0.03 0.03 0.00 R -14 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 3 0.01 0.03 0.02 R -15 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 5 0.02 0.04 0.03 R -16 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 10 0.05 0.09 0.06 R -17 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 9 0.04 0.08 0.05 R -18 RESIDENTIAL 3 A 321 0.74 0.4 0.4736 5 0.02 0.04 0.03 R -19 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 1 0.00 0.01 0.01 R -20 IRESIDENTIAL 3 A 32 0.74 0.4 0.4736 2 0.01 0.02 0.01 R -21 IRESIDENTIAL 3 A 32 0.74 0.4 0.47361 4 0.02 0.03 0.02 TOTALS I 88 0.25 0.63 0.46 LAG TIME DATA LENGTH (fl) LA (k) AVE 'N' HEIGHT HI 1500 500 0.035 LO 320 DIFF 26 294 owl NIL ,ter PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH . DATE: 04- Oct-96 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN & 2 AREA DESIGNATION A-4 ADJUSTED LOSS RATE 0.488 LENGTH (FT) 15W FLOOD VOLUMES: 3 DRAINAGE AREA 86 L.R. FOR PERV. AREA 0.630 LA (FT) 500 EFFECTIVE RAIN =(IN.) 0.74 4 ULTIMATE DISCHARGE- CFS•HRSAN IMPERVIOUSAREA 0.250 AVE. 'N'• 0.035 FLOOD VOLUME- (AC.FT) 5.30 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.244 HEIGHT -FT 294 FLOOD VOLUME =(CU.FT) 231047.51 6 LAG TIME - MINUTES 3.41 'C' 0.00452 SLOPE FTArII 1034.88 REQ. STORAGE (AC FT) 5.26 7 UNIT TIME - PERCENT OF LAG 439.71 AVE PERC RATE CFS 0.000 REQ. STORAGE (CU FT) 229138.03 8 SLURVE N/A 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM - INCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.48825 ' 12 MINIMUM LOSS RATE 0.244125 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 ' UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INMR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IWHR IWHR IN/HR INAiR (CFS) (CF) 1 15 0.20 0.040 0.857 0.036 0.036 0.004 0.34 309.60 2 30 0.30 0.060 0.847 0.054 0.054 0.006 0.52 464.40 3 45 0.30 0.060 0.837 0.054 0.054 0.006 0.52 464.40 4 60 0.40 0.080 0.827 0.072 0.072 0.008 0.69 619.20 5 75 0.30 0.060 0.818 0.054 0.054 0.006 0.52 464.40 6 90 0.30 0.060 0.808 0.054 0.054 0.006 0.52 464.40 7 105 0.30 0.060 0.798 0.054 0.054 0.006 0.52 464.40 8 120 0.40 0.080 0.789 0.072 0.072 0.008 0.69 619.20 9 135 0.40 0.080 0.779 0.072 0.072 0.008 0.69 619.20 10 150 0.40 0.080 0770 0.072 0.072 0.008 0.69 619.20 11 165 0.50 0.100 0.760 0.090 0.090 0.010 0.86 774.00 12 180 0.50 0.100 0.751 0.090 0.090 0.010 0.86 774.00 13 195 0.50 0.100 0.741 0.090 0.090 0.010 0.86 774.00 14 210 0.50 0.100 0.732 0.090 0.090 0.010 0.86 774.00 15 225 0.50 0.100 0.723 0.090 0.090 0.010 0.86 774.00 16 240 0.60 0.120 , 0.714 0.108 0.108 0.012 1.03 928.80 17 255 0.60 0.120 0.705 0.108 0.108 0.012 1.03 928.80 18 270 0.70 0.140 0.696 0.126 0.126 0.014 1.20 1083.60 19 285 0.70 0.140 0.687 0.126 0.126 0.014 1.20 1083.60 20 300 0.80 0.160 0.678 0.144 0.144 0.016 1.38 1238.40 21 315 0.60 0.120 0.669 0.108 0.108 0.012 1.03 928.80 22 330 0.70 0.140 0.660 0.126 0.126 0.014 120 1083.60 23 345 0.80 0.160 0.652 0.144 0.144 0.016 1.38 1238.40 24 360 0.80 0.160 0.643 0.144 0.144 0.016 1.38 1238.40 25 375 0.90 0.180 0.634 0.162 0.162 0.018 1.55 1393.20 26 390 0.90 0.180 0.626 0.162 0.162 0.018 1.55 1393.20 27 405 1.00 0.200 0.618 0.160 0.180 0.020 1.72 1548.00 28 420 1.00 0.200 0.609 0.180 0.160 0.020 1.72 1548.00 29 435 1.00 0.200 0.601 0.180 0.160 0.020 1.72 1548.00 30 450 1.10 0.220 0.593 0.198 0.198 0.022 1.89 1702.80 31 465 1.20 0.240 0.585 0.216 0.216 0.024 2.06 1857.60 32 480 1.30 0.260 0.576 0.234 0.234 0.026 2.24 2012.40 33 495 1.50 0.300 0.568 0.270 0.270 0.030 2.58 2322.00 34 - 510 1.50 0.300 0.561 0.270 0.270 0.030 2.58 2322.00 35 525 1.60 0.320 0.553 0288 0.288 0.032 2.75 2476.80 O Jim 36 540 1.70 0.340 0.545 0.306 0.306 0.034 2.92 2631.60 37 555 1.90 0.380 0.537 0.342 0.342 0.038 3.27 2941.20 38 570 2.00 0.400 0.529 0.360 0.360 0.040 3.44 3096.00 39 585 2.10 0.420 0.522 0.378 0.378 0.042 3.61 3250.80 40 600 2.20 0.440 0.514 0.396 0.396 0.044 3.78 3405.60 41 615 1.50 0.300 0.507 0.270 0.270 0.030 2.58 2322.00 42 630 1.50 0.300 0.500 0.270 0.270 0.030 2.58 2322.00 43 645 2.00 0.400 0.492 0.360 0.360 0.040 3.44 3096.00 44 660 2.00 0.400 0.485 0.360 0.360 0.040 3.44 3096.00 45 675 1.90 0.380 0.478 0.342 0.342 0.038 3.27 2941.20 46 690 1.90 0.380 0.471 0.342 0.342 0.038 3.27 2941.20 47 705 1.70 0.340 0.464 0.306 0.306 0.034 2.92 2631.60 48 720 1.80 0.360 0.457 0.324 0.324 0.036 3.10 2786.40 49 735 2.50 0.500 0.450 0.450 0.450 0.050 4.29 3863.63 50 750 2.60 0.520 0.443 0.468 0.443 0.077 6.59 5934.26 51 765 2.80 0.560 0.437 0.504 0.437 0.123 10.61 9546.68 52 780 2.90 0.580 0.430 0.522 0.430 0.150 12.89 11604.83 53 795 3.40 0.680 0.424 0.612 0.424 0.256 22.05 19848.63 54 810 3.40 0.680 0.417 0.612 0.417 0.263 22.61 20346.04 55 825 2.30 0.460 0.411 0.414 0.411 0.049 4.23 3808.97 56 840 2.30 0.460 0.405 0.414 0.405 0.055 4.77 4293.36 57 855 2.70 0.540 0.398 0.486 0.398 0.142 12.18 10963.14 58 870 2.60 0.520 0.392 0.468 0.392 0128 10.98 9886.22 59 885 2.60 0.520 0.386 0.468 0.386 0.134 11.50 10350.53 60 900 2.50 0.500 0.380 0.450 0.380 0.120 10.29 9260.00 61 915 2.40 0.480 0.375 0.432 0.375 0.105 9.07 8162.52 62 930 2.30 0.460 0.369 0.414 0.369 0.091 7.84 7058.03 63 945 1.90 0.380 0.363 0.342 0.363 0.017 1.45 1302.41 64 960 1.90 0.360 0.358 0.342 0.358 0.022 1.92 1731.58 65 975 0.40 0.060 0.352 0.072 0.072 0.006 0.69 619.20 66 990 0.40 0.060 0.347 0.072 0.072 0.008 0.69 619.20 67 1005 0.30 0.060 0.342 0.054 0.054 0.006 0.52 46440 68 1020 0.30 0.060 0.336 0.054 0.054 0.006 0.52 464,40 69 1035 0.50 0.100 0.331 0.090 0.090 0.010 0.86 774.00 70 1050 0.50 - 0.100 0.326 0.090 0.090 0.010 0.86 774.00 71 1065 0.50 0.100 0.322 0.090 0.090 0.010 0.86 774.00 72 1080 0.40 0.080 0.317 0.072 0.072 0.006 0.69 619.20 73 1095 0.40 0.080 0.312 0.072 0.072 0.008 0.69 619.20 74 1110 0.40 0.080 0.308 0.072 0.072 0.008 0.69 619.20 75 1125 0.30 0.060 0.303 - 0.054 0.054 0.006 0.52 46440 76 1140 0.20 0.040 0.299 0.036 0.036 0.004 0.34 309.60 77 1155 0.30 0.060 0.295 0.054 0.054 0.006 0.52 46440 78 1170 0.40 0.060 0291 0.072 0.072 0.008 0.69 619.20 79 1185 0.30 0.060 0.287 0.054 0.054 0.006 0.52 464.40 80 1200 0.20 0.040 0.283 0.036 0.036 0.004 0.34 309.60 81 1215 0.30 0.060 0.279 0.054 0.054 0.006 0.52 464.40 82 1230 0.30 0.060. 0.276 0.054 0.054 0.006 0.52 464.40 V 1245 0.30 0.060 0.272 0.054 0.054 0.006 0.52 464.40 84 1260 0.20 0.040 0.269 0.036 0.036 0.004 0.34 309.60 85 1275 0.30 0.060 0.266 0.054 0.054 0.006 0.52 464.40 86' 1290 0.20 0.040 0.263 0.036 0.036 0.004 0.34 309.60 87 1305 0.30 0.060 0.260 0.054 0.054 0.006 0.52 464.40 88 1320 0.20 0.040 0.257 0.036 0.036 0.004 0.34 309.60 99 1335 0.30 0.060 0.255 0.054 0.054 0.006 0.52 464.40 90 1350 0.20 0.040 0.253 0.036 0.036 0.004 0.34 309.60 91 1365 0.20 0.040 0.251 0.036 0.036 0.004 0.34 3D9.60 92 1380 0.20 0.040 0.249 0.036 - 0.036 0.004 0.34 309.60 93 1395 0.20 0.040 0.247 0.036 0.036 0.004 0.34 309.60 94 1410 0.20 0.040 0.246 0.036 0.036 0.004 0.34 309.60 95 1425 0.20 0.040 0.245 0.036 0.036 0.004 0.34 309.60 96 1440 0.20 0.040 0244 0.036 0.036 0.004 0.34 309.60 100.0000 20.000 TOTAL 17.040 2.960 229138.03 w w m ,ow, " m im m m � w THE TRADITION PROPOSED BASIN 4 - HOLES 2 & 3 BASIN CHARACTERISTICS CONTOUR, DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cuft acre -ft 26 0 4443 0 0.0 2 14622 28 2 17490 14622 0.3 2 71730 30 4 54240 86352 2.0 2 226065 32 6 171825 312417 7.2 2 444203 34 8 272378 756620 17.4 2 608799 36 10 336421 1365419 31.3 1 1 1 1 1 1 r THE TRADITION JOB #: 40256 DATE 04- Oct -96 AREA: A -4 PERCOLATION RATE 1 in /hr TIME (min) FLOW IN (cfs ) VOLUME IN (cult) TOTAL IN BASIN (cult) PERC OUT cult) BASIN DEPTH (ft) BALANCE IN BASIN (cult ) (acre -ft 0 15 0.30 270 270 98 0.02 172 0.00 15 30 0.44 396 568 103 0.06 465 0.01 30 45 0.44 396 861 109 0.10 753 0.02 45 60 0.59 531 1284 116 0.16 1167 0.03 60 75 0.44 396 1563 122 0.20 1442 0.03 75 90 0.44 396 1838 127 0.23 1711 0.04 90 105 0.44 396 2107 132 0.27 1975 0.05 105 120 0.59 531 2506 139 0.32 2367 0.05 120 135 0.59 531 2898 146 0.38 2752 0.06 135 150 0.59 531 3283 154 0.43 3129 0.07 150 165 0.74 666 3795 163 0.50 3632 0.08 165 180 0.74 666 4298 172 0.56 4125 0.09 180 195 0.74 666 4791 182 0.63 4610 0.11 195 210 0.74 666 5276 191 0.70 5085 0.12 210 225 0.74 666 5751 199 0.76 5552 0.13 225 240 0.89 801 6353 211 0.84 6142 0.14 240 255 0.89 801 6943 .222 0.92 6721 0.15 255 270 1.04 936 7657 235 1.02 7423 0.17 270 285 1.04 936 8359 248 1.11 8111 0.19 285 300 1.18 1062 9173 263 1.22 8910 .0.20 300 315 0.89 801 9711 273 1.29 9437 0.22 315 330 1.04 936 10373 285 1.38 10088 0.23 330 345 1.18 1062 11150 300 1.48 10850 0.25 345 360 1.18 1062 11912 314 1.59 11598 0.27 360 375 1.33 1197 12795 330 1.70 12465 0.29 375 390 1.33 1197 13662 347 1.82 13315 0.31 390 405 1.48 1332 14647 365 1.95 14283 0.33 405 420 1.48 1332 15615 375 2.02 15240 0.35 420 435 1.48 1332 16572 385 2.04 16186 0.37 435 450 1.63 1467 17653 397 2.07 17257 0.40 450 465 1.78 1602 18859 410 2.11 18449 0.42 465 480 1.92 1728 20177 424 2.14 19753 0.45 480 495 2.22 1998 21751 440 2.19 21311 0.49 495 510 2.22 1998 23309 457 2.23 22852 0.52 510 525 2.37 2133 24985 475 2.28 24510 0.56 525 540 2.52 2268 26778 494 2.33 26284 0.60 540 555 2.81 2529 28813 516 2.38 28297 0.65 555 570 2.96 2664 30961 539 2.44 30422 0.70 570 585 3.11 2799 33221 563 2.50 32658 0.75 585 600 3.26 2934 35592 588 2.57 35004 0.80 600 615 2.22 1998 37002 603 2.61 36399 0.84 615 630 2.22 1998 38397 618 2.65 37779 0.87 630 645 2.96 2664 40443 640 2.70 39803 0.91 645 660 2.96 2664 42467 662 2.76 41805 0.96 660 675 2.81 2529 44334 682 2.81 43653 1.00 C 1 1 I 1 1 L� 1 675 690 2.81 2529 46182 701 2.86 45480 1.04 690 705 2.52 2268 47748 718 2.90 47030 1.08 705 720 2.66 2394 49424 736 2.95 48689 1.12 720 735 3.69 3321 52010 763 3.02 51246 1.18 735 750 5.67 5103 56349 810 3.14 55539 1.28 750 765 9.13 8217 63756 889 3.35 62868 1.44 765 780 11.10 9990 72858 986 3.60 71872 1.65 780 795 18.98 17082 88954 1158 4.01 87795 2.02 795 810 19.45 17505 105300 1335 4.16 103965 2.39 810 825 3.64 3276 107241 1356 4.17 105885 2.43 825 840 4.10 3690 109575 1382 4.19 108193 2.48 840 855 10.48 9432 117625 1469 4.26 116156 2.67 855 870 9.45 8505 .124661 1545 4.33 123116 2.83 870 885 9.90 8910 132026 1625 4.39 130401 2.99 885 900 8.85 7965 138366 1694 4.45 136672 3.14 900 915 7.80 7020 143692 1751 4.49 141941 3.26 915 930 6.75 6075 148016 1798 4.53 146218 3.36 930 945 1.25 1125 147343 1791 4.52 145552 3.34 945 960 1.66 1494 147046 1788 4.52 145258 3.33 960 975 0.59 531 145789 1774 4.51 144015 3.3.1 975 990 0.59 531 144546 1761 4.50 142786 3.28 990 1005 0.44 396 143182 1746 4.49 141436 3.25 1005 1020 0.44 396 141832 1731 4.48 140101 3.22 1020 1035 0.74 666 140767 1720 4.47 139047 3.19 1035 1050 0.74 666 139713 1708 4.46 138005 3.17 1050 1065 0.74 666 138671 1697 4.45 136974 3.14 1065 1080 0.59 531 137505 1684 4.44 135821 3.12 1080 1095 0.59 531 .136352 1672 4.43 134680 3.09 1095 1110 0.59 531 135211 1659 4.42 133551 3.07 1110 1125 0.44 396 133947 1646 4.41 132302 3.04 1125 1140 0.30 270 132572 1631 4.39 130941 3.01 1140 1155 0.44 396 131337 1617 4.38 129719 2.98 1155 1170 0.59 531 130250 1606 4.37 128645 2.95 1170 1185 0.44 396 129041 1593 4.36 127448 2.93 1185 1200 0.30 270 127718 1578 4.35 126140 2.90 1200 1215 0.44 396 126536 1565 4.34 124970 2.87 1215 1230 0.44 396 125366 1553 4.33 123813 2.84 1230 1245 0.44 396 124209 1540 4.32 122669 2.82 1245 1260 0.30 270 122939 1526 4.31 121413 2.79 1260 1275 0.44 396 121809 1514 4.30 120295 2.76 1275 1290 0.30 270 120565 1501 4.29 119064 2.73 1290 1305 0.44 396 119460 1489 4.28 117971 2.71 1305 1320 0.30 270 118241 1476 4.27 116766 2.68 1320 1335 0.44 396 117162 1464 4.26 115698 2.66 1335 1350 0.30 270 115968 1451 4.25 114517 2.63 1350 1365 0.30 270 114787 1438 4.24 113349 2.60 1365 1380 0.30 270 113619 1425 4.23 112193 2.58 1380 1395 0.30 270 112463 1413 4.22 111050 2.55 1395 1410 0.30 270 111320 1401 4.21 109920 2.52 1410 1425 0.30 270 110190 1388 4.20 108801 2.50. 1425 1440 0.30 270 109071 1376 4.19 107695 2.47 AREA 5 HOLE 1 RCFCBWCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM DESIGNATION CODES OFFSITE 1 PROJECT THE TRADITION GOLF COURSE 2 DESCRIPTION NORTHEAST PORTION: AREA A -5 RESIDENTIAL 3 AMC 2 COMMERCIAL 4 DATE 04- Oct -96 AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E -6.1 PERVIOUS AREA INFILTRATION RATE (in/ho PLATE E-8.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E -6.3 ADJUSTED INFILTRATION RATE (in/ho AREA (a-) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE (in/ho AVERAGE ADJUSTED INFILTRATION RATE (n/ho 08.4-8.6 OFFSITE 1 D 93 0.09 0 0.09 63 0.00 0.04 0.04 0-9 OFFSITE 1 D 93 0.09 0 0.09 9 0.00 0.01 0.01 0-10 OFFSITE 1 D 93 0.09 0 0.09 7 0.00 0.00 0.00 0-11 OFFSITE 1 D 93 0.09 0 0.09 8 0.00 0.00 0.00 0-12(112) OFFSITE 1 D 93 0.09 0 0.09 4 0.00 0.00 0.00 GC-14 GOLF COURSE 2 A 33 0.74 0 0.74 24 0.00 all 0.11 GC -15 GOLF COURSE 2 A 33 0.74 0 0.74 13 0.00 0.06 0.06 R -22 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 6 0.02 0.03 0.02 R -23 IRESIDENTIAL 3 A 32 0.74 0.4 0.4736 5 0.01 0.02 0.01 R -24 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 20 0.05 0.09 0.06 R -25 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 2 0.01 0.01 0.01 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 2 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 TOTAL AREA 1591 0.08 0.38 0.32 LAG TIME DATA LENGTH (ft) 5800 LA (ft) 2000 AVE'N' 0.035 HEIGHT HI LO DIFF 1482 28 1454 PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE: 04-Oct-96 R,C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION A15 ADJUSTED LOSS RATE 0.353 LENGTH (FT) 5800 FLOOD VOLUMES: 3 DRAINAGE AREA 159 L.R. FOR PERU. AREA 0.360 LA (FT) 2000 EFFECTIVE RAIN -(IN.) 1.18 4 ULTIMATE DISCHARGE- CFS -HRSAN IMPERVIOUSAREA 0.080 AVE'N*- 0.035 FLOOD VOLUME= (AC.FT) 15.67 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.176 HEIGHT -FT 1454 FLOOD VOLUME= (CU.FT) 682449.00 6 LAG TIME - MINUTES 9.22 0.00327 SLOPE FTIMt 1323.64 REQ. STORAGE (AC FT) 15.54 7 UNIT TIME- PERCENT OF LAG 162.74 AVE PERC RATE CFS 0.000 REQ STORAGE (CU FT) 676808.92 8 S -CURVE WA 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORWINCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.35264 12 MINIMUM LOSS RATE 0.17632 ' 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INMR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IWHR IN/HR INMR IN/HR (CFS) (CF) 1 15 0.20 0.040 0.619 - 0.036 0.036 0.004 0.64 572.40 2 30 0.30 0.060 0.612 0.054 0.054 0.006 0.95 858.60 3 45 0.30 0.060 0.605 0.054 0.054 0.006 0.95 858.60 4 60 0.40 0.080 0.598 0.072 0.072 0.008 1.27 1144.80 5 75 0.30 0.060 0.591 0.054 0.054 0.006 0.95 858.60 6 90 0.30 .0.060 0.564 0.054 0.054 0.006 0.95 858.60 7 105 0.30 0.060 0.577 0.054 0.054 0.006 0.95 858.60 ' 8 120 0.40 0.080 0.570 0.072 0.072 0.008 1.27 1144.80 9 135 0.40 0.080 0.563 0.072 0.072 0.008 1.27 1144.80 10 150 0.40 0.080 0.556 0.072 0.072 0.008 1.27 1144.80. 11 165 0.50 0.100 0.549 0.090 0.090 0.010 1.59 1431.00 12 180 0.50 0.100 0.542 0.090 0.090 0.010 1.59 1431.00 13 195 0.50 0.100 0.535 0.090 0.090 0.010 1.59 143L00 , 14 210 0.50 0.100 0.529 0.090 0.090 0.010 1.59 1431.00 15 225 0.50 0.100 0.522 0.090 0.090 0.010 1.59 1431.00 16 240 0.60 0.120 0.516 0.108 0.108 0.012 1.91 1717.20 17 255 0.60 0.120 0.509 0.108 0.108 0.012 1.91 1717.20 18 270 0.70 0.140 0.503 0.126 0.126 0.014 223 2003.40 19 285 0.70 0.140 0.496 0.126 0.126 0.014 2.23 2003.40 20 300 0.80 0.160 0.490 0.144 0.144 0.016 254 2289.60 21 315 0.60 0.120 0.483 0.108 0.108 0.012 - 1.91 1717.20 22 330 0.70 0.140 0,477 0.126 0.126 - 0.014 2.23 2003.40 23 345 0.80 0.160 0A71 0.144 0.144 0.016 2.54 2289.60 24 360 0.80 0.160 0.464 0.144 0.144 0.016 2.54 - 2289.60 25 375 0.90 0.180 0.458 0.162 0.162 0.018 2.86 2575.80 26 390 0.90 0.180 0.452 0.162 0.162 0.018 2.86 2575.80 27 405 1.00 0.200 0.446 0.180 0.180 0.020 3.18 2862.00 28 420 1.00 0.200 0.440 0.180 0.180 0.020 3.18 2862.00 29 435 1.00 0.200 0.434 0.180 0.180 0.020 118 2862.00 30 450 1.10 0.220 0.428 0.198 0.198 0.022 3.50 3148.20 31 465 1.20 0.240 0.422 0.216 0.216 0.024 3.82 3434.40 32 480 1.30 0.260 0.416 0.234 0.234 0.026 4.13 3720.60 33 495 1.50 0.300 0.411 0.270 0.270 0.030 4.77 4293.00 34 510 1.50 0.300 - 0.405 0.270 0.270 0.030 477 4293.00 35 525 1.60 0.320 0.399 0.288 0.288 0.032 5.09 4579.20 rr rr r� No r r■� r■� �r rr r. rr r ar r r� r� r� it 36 540 1.70 0.340 0.394 0.306 0.306 0.034 5.41 4865.40 37 555 1.90 0.380 0.388 0.342 0.342 0.038 6.04 5437.80 38 570 2.00 0.400 0.382 0.360 0.382 0.018 2.80 2519.08 39 585 2.10 0.420 0.377 0.378 0.377 0.043 6.85 6165.41 40 600 2.20 0.440 0.371 0.396 0.371 0.069 10.89 9804.22 41 615 1.50 - 0.300 0.366 0.270 0.270 0.030 477 4293.00 42 630 1.50 0.300 0.361 0.270 0.270 0.030 4.77 4293.00 43 645 2.00 0.400 0.356 0.360 0.356 0.044 7.07 6364.83 44 660 2.00 0.400 0.350 0.360 0.350 0.050 7.90 7110.88 45 675 1.90 0.380 0.345 0.342 0.345 0.035 5.54 4987.09 46' 690 1.90 0.380 0.340 0.342 0.340 0.040 6.35 5717.38 47 705 1.70 0.340 0.335 0.306 0.335 0.005 0.80 715.68 48 720 1.80 0.360 0.330 0.324 0.330 0.030 4.77 4291.92 49 735 2.50 0.500 0.325 0.450 0.325 0.175 27.81 25032.02 50 750 2.60 0.520 0.320 0.468 0.320 0.200 31.77 28591.90 51 765 2.80 0.560 0.315 0.504 0.315 0.245 38.89 35005.49 52 780 2.90 0.580 0.311 0.522 0.311 0.269 42.83 38548.70 53 795 3.40 0.680 0.306 0.612 0.306 0.374 59.48 53531.45 54 810 3.40 - 0.680 0.301 0.612 0.301 0.379 60.22 54195.65 55 825 2.30 0.460 0.297 0.414 0.297 0.163 25.97 23369.20 56 840 2.30 0.460 0.292 0,414 0.292 - 0.168 26.68 24016.02 57 855 2.70 0.540 0.288 0.486 0.288 0.252 40.11 36102.01 58 870 2.60 0.520 0.283 0.468 0.283 0.237 37.63 33869.06 59 885 2.60 0.520 0.279 0.468 0.279 0.241 38.32 34489.07 60 900 2.50 0.500 0.275 0.450 0.275 0.225 35.82 32237.94 61 915 2.40 0.480 0.271 0.432 0.271 0.209 33.31 29977.54 62 930 2.30 0.460 0.266 0.414 0.266 0.194 30.79 27707.76 63 945 1.90 0.380 0.262 0.342 0.262 0.118 18.71 16842.47 64 960 1.90 0.380 0.258 0.342 0.258 0.122 19.35 17415.56 65 975 0.40 0.080 0.254 0.072 0.072 0.008 1.27 1144.80 66 990 0.40 0.080 0.250 0.072 0.072 0.008 127 1144.80 67 1005 0.30 0.060 0.247 0.054 0.054 0.006 0.95 858.60 68 1020 0.30 0.060 0.243 0.054 0.054 0.006 0.95 858.60 ' 69 1035 0.50 0.100 0.239 0.090 0.090 0.010 1.59 1431.00 70 1050 0.50 0.100 0.236 0.090 0.090 0.010 1.59 1431.00 71 1065 0.50 0.100 0.232 0.090 0.090 0.010 1.59 1431.00 72 1080 0.40 0.080 0.229 0.072 0.072 0.008 1.27 1144.80 73 1095 0.40 0.080 0.225 0.072 0.072 0.008 1.27 1144.80 74 1110 0.40 0.080 0.222 0.072 0.072 0.008 1.27 1144.80 75 1125 0.30 0.060 0.219 0.054 0.054 0.006 0.95 858.60 76 1140 0.20 0.040 0.216 0.036 0.036 0.004 0.64 572.40 77 1155 0.30 0.060 0.213 0.054 0.054 0.006 0.95 858.60 78 1170 0.40 0.080 0.210 0.072 0.072 0.008 1.27 1144.80 79 1185 0.30 0.060 0.207 0.054 0.054 0.006 0.95 858.60 80 1200 0.20 0.040 0.204 0.036 0.036 0.004 0.64 572.40 81 1215 0.30 0.060 0.202 0.054 0.054 0.006 0.95 858.60 82 1230 0.30 0.060 0.199 0.054 0.054 0.006 0.95 858.60 - 83 1245 0.30 0.060 0.197 0.054 0.054 0.006 0.95 858.60 84 1260 0.20 0.040 0.194 0.036 0.036 0.004 0.64 572.40 85 1275 0.30 0.060 0.192 0.054 0.054 0.006 0.95 858.60 86 1290 0.20 0.040 0.190 0.036 0.036 0.004 0.64 572.40 87 1305 0.30 0.060 0.188 0.054 0.054 0.006 0.95 858.60 88 1320 0.20 0.040 0.186 0.036 0.036 0.004 0.64 572.40 89 1335 0.30 0.060 0.184 0.054 0.054 0.006 0.95 858.60 90 1350 0.20 0.040 0.182 0.036 0.036 0.004 0.64 572.40 91 1365 0.20 0.040 0.181 0.036 0.036 0.004 0.64 572.40 92 1380 0.20 0.040 0.180 0.036 0.036 0.004 0.64 572.40 93 1395 0.20 0.040 0.178 0.036 0.036 0.004 0.64 572.40 94 1410 0.20 0.040 0.177 0.036 0.036 0.004 0.64 572.40 95 1425 0.20 0.040 0.177 0.036 0.036 0.004 0.64 572.40 96 1440 0.20 0.040 0.176 0.036 0.036 0.004 0.64 572.40 100.0000 20.000 TOT/LL 15.270 4.730 676808.92 MI M rr m ri �r rr r rr ar r� err ar r rr r rr �r �I THE TRADITION PROPOSED BASIN 5 - HOLE 1 BASIN CHARACTERISTICS CONTOUR DEPTH [NCR TOTAL AREA sf VOLUME INCR TOTAL cuft cult acre -ft 28 0 3148 0 0.0 2 25897 30 2 35698 25897 0.6 2 108933 32 4 73235 134830 3.1 1 90176 331 1 51 1071171 1 225006 5.2 NOTE: STORM FLOW WILL INUNDATE LAKE. LAKE AREA 166844 sf CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cult cult acre -ft 33 0 273961 225006 5.2 3 689382 36 3 415421 914388 21.0 2 906875 38 5 491454 1821263 41.8 1 1 1 I .1 I r 1 1 I TIME min ) FLOW IN (cfs) VOLUME IN (cult ) THE TRADITION 1 VOLUME (cult JOB * 40256 PERC OUT cult DATE 14- Nov -96 ' AREA A -5 15 0.64 PERCOLATION RATE 1 in/hr 1 1 1 I .1 I r 1 1 I TIME min ) FLOW IN (cfs) VOLUME IN (cult ) BASIN FLOW (cfs) 1 VOLUME (cult TOTAL IN BASIN cult PERC OUT cult BASIN DEPTH ft BALANCE IN BASIN cult (acre-ft) 0 15 0.64 576 0.00 0 576 81 0.04 495 0.01 15 30 0.95 8551 0.00 0 1350 101 0.10 1249 0.03 30 45 0.95 8551 0.00 0 2104 121 0.15 1984 0.05 45 60 1.27 1143 0.00 0 3127 147 0.23 2979 0.07 60 75 0.95 855 0.00 0 3834 166 0.28 3668 0.08 75 90 0.95 855 0.00 0 4523 184 0.34 4339 0.10 90 105 0.95 855 0.00 0 5194 202 0.39 4993 0.11 105 120 1.27 1143 0.00 0 6136 226 0.46 5909 0.14 120 135 1.27 1143 0.00 0 7052 250 0.53 6802 0.16 135 150 1.27 1143 0.00 0 7945 274 0.59 7672 0.18 150 165 1:59 1431 0.001 0 9103 304 0.68 8799 0.20 165 180 1.59 1431 0.00 0 10230 333 0.76 9896 0.23 180 195 1.59 1431 0.00 0 11327 362 0.85 10965 0.25 195 21.0 1.59 1431 0.00 0 12396 390 0.93 12006 0.28 210 225 1.59 1431 0.00 0 13437 417 1.01 13019 0.30 225 240 1.91 1719 0.00 0 14738 452 1.10 14287 0.33 240 255 1.91 1719 0.00 0 16006 485 1.20 15521 0.36 255 270 2.23 2007 0.00 0 17528 525 1.31 17004 0.39 270 285 2.23 2007 0.00 0 19011 563 1.42 184471 0.42 285 300 2.54 2286 0.00 0 20733 608 1.55 201251 0.46 300 315 1.91 1719 0.00 0 21844 638 1.64 21206 0.49 315 330 2.23 2007 0.00 0 23213 673 1.74 22540 0.52 330 345 2.54 2286 0.00 0 24826 716 1.86 24110 0.55 345 360 2.54 2286 0.00 0 26396 747 1.98 25649 0.59 360 375 2.86 2574 0.00 0 28223 760 2.03 27462 0.63 375 390 2.86 2574 0.00 0 30036 773 2.06 29263 0.67 390 405 3.18 2862 0.00 0 32125 788 2.10 31337 0.72 405 420 3.18 28621 0.00 0 34199 803 2.14 33395 0.77 420 435 3.18 2862 0.00 0 36257 818 2.18 35439 0.81 435 450 3.50 3150 0.00 0 38589 835 2.22 37754 0.87 450 465 3.82 3438 0.00 0 41192 854 2.27 403391 0.93 465 480 4.13 3717 0.00 0 44056 874 2.32 43182 0.99 480 495 4.77 4293 0.00 0 47475 899 2.38 46576 1.07 495 510 4.77 4293 0.001 0 50869 923 2.44 49946 1.15 510 525 5.09 4581 0.00 0 54527 949 2.51 53578 1.23 525 540 5.41 4869 0.00 0 58447 977 2.58 57470 1.32 540 555 6.04 5436 0.00 0 62906 1009 2.66 61896 1.42 555 570 2.80 2520 0.00 0 64416 1020 2.69 63396 1.46 570 585 6.85 6165 0.00 0 69561 1057 2.78 68504 1.57 585 600 10.891 9801 0.00 0 78305 1120 2.94 77185 1.77 600 615 4.77 4293 0.00 0 81478 1143 3.00 80335 1.84 615 630 4.77 4293 0.00 0 84628 1165 3.06 83463 1.92 630 645 7.07 6363 0.00 0 89826 1203 3.15 88623 2.03 645 660 7.90 7110 0.00 0 95733 1245 3.26 94488 2.17 660 675 5.54 49861 0.00 0 99474 1272 3.33 98202 2.25 675 690 6.35 5715 0.00 0 103917 1304 3.41 102613 2.36 690 705 0.80 720 0.00 0 103333 1300 3.40 102034 2.34 705 720 4.77 4293 0.00 0 106327 1321 3.45 105006 2.41 720 735 27.81 25029 0.00 0 130035 1491 3.88 128543 2.95 735 750 31.77 28593 0.00 0 157136 1700 4.23 155436 3.57 750 765 38.89 35001 0.00 ol 190437 1961 4.59 188476 4.33 765 780 42.83 38547 0.00 0 227023 2247 5.00 224776 5.16 780 795 59.48 53532 0.00 0 278308 2627 5.22 275682 6.33 795 810 60.22 54198 0.00 0 329880 3009 5.44 326870 7.50' 810 825 25.97 23373 0.00 0 350243 3160 5.53 347083 7.97 825 840 26.68 240121 0.001 0 371095 3315 5.62 367780 8.44 840 855 40.11 36099 0.00 0 403879 3558 5.76 400322 9.19 855 870 37.631 338671 0.001 0 434189 37831 5.891 4304061 9.88 870 885 38.32 34488 0.00 0 464894 4010 6.03 460884 10.58 885 900 35.82 32238 3.44 3098 496220 4243 6.16 491977 11.29 900 915 33.31 29979 8.52 7668 529624 4490 6.31 525134 12.06 915 930 30.79 27711 12.00 10804 563649 4743 6.45 558906 12.83 930 945 18.71 16839 11.85 10663 586408 4911 6.55 581497 13.35 945 960 19.35 17415 11.83 10646 609558 5083 6.6513 604475 13.88 960 975 1.27 1143 6.10 5492 611110 5094 6.6580 606016 13.91 975 990 1.27 1143 3.36 3025 610184 5088 6.6540 605096 13.89 990 1005 0.95 855 1.83 1643 607594 5068 6.64 602526 13.83 1005 1020 0.95 855 0.92 831 604212 5043 6.63 599168 13.75 1020 1035 1.59 1431 0.42 374 600973 5019 6.61 595954 13.68 1035 1050 1.59 1431 0.11 102 597487 4993 6.60 592494 13.60 1050 1065 1.59 1431 0.00 0 593925 4967 6.58 588958 13.52 1065 1080 1.27 1143 0.00 0 590101 4939 6.57 585162 13.43 1080 1095 1.27 1143 0.00 0 586305 4911 6.55 581395 13.35 1095 1110 1.27 1143 0.00 0 582538 4883 6.53 577655 13.26 1110 1125 0.95 855 0.00 0 578510 4853 6.52 573657 13.17 11251 1140 0.64 576 0.00 0 574233 4821 6.50 569412 13.07 1140 1155 0.95 855 0.00 0 570267 4792 6.48 565476 12.98 1155 1170 1.27 1143 0.00 0 566619 4765 6.47 561854 12.90 1170 1185 0.95 855 0.00 0 562709 4736 6.45 557973 12.81 1185 1200 0.64 576 0.00 0 558549 4705 6.43 553845 12.71 1200 1215 0.95 855 0.00 0 554700 4676 6.41 550024 12.63 12151 1230 0.95 855 0.00 0 550879 4648 6.40 546231 12.54 1230 1245 0.95 855 0.00 0 547086 4620 6.38 542466 12.45 1245 1260 0.64 576 0.00 0 543042 4590 6.36 538452 12.36 1260 1275 0.95 855 0.00 0 539307 4562 6.35 534745 12.28 1275 1290 0.64 576 0.00 0 535321 4532 6.33 530789 12.19 1290 1305 0.95 855 0.00 0 531644 4505 6.31 527139 12.10 13051 1320 0.64 576 0.00 0 527715 4476 6.30 523238 12.01 1320 1335 0.95 855 0.00 0 524093 4449 6.28 519644 11.93 1335 1350 0.64 576 0.00 0 520220 4421 6.27 515800 11.84 1350 1365 0.64 576 0.00 0 516376 4392 6.25 511984 11.75 1365 1380 0.64 576 0.00 0 512560 4364 6.23 508196 11.67 1380 1395 0.64 576 0.00 0 508772 4336 6.22 504436 11.58 13951 1410 0.64 576 0.00 0 505012 4308 6.20 500705 11.49 14101 1425 0.64 576 1 0.00 0 501281 4280 6.18 497001 11.41 14251 14401 0.64 5761 0.001 0 497577 42531 6.17 493324 11.33 EXISTING DETENTION BASIN ANALYSIS 1 1 1 J 1 r 1 I EXISTING DETENTION BASIN ANALYSIS ' Construction of project stormwater facilities in what was the "Heritage Club" development area was completed in mid -1988. These facilities included three detention basins, open channels, and pipe structures. The existing facilities are shown on the proposed rough grading and improvement plans. These proposed improvements were integrated into the development plans, as prepared by J.F. Davidson and Associates. The Attached Figure 16 (as included in Bechtel's Project Report) shows the project related facilities which have been constructed and the ' relationship to the proposed Heritage Club development. The run off from the East La Quinta System either discharges directly into the La Quinta Evacuation Channel (LQEC) via the existing 60" RCP buried conduit shown as Line "A ", or overspill into the large detention basin in the development. Allowing for a minimum one foot of freeboard, this large basin has a storage volume of about 520 A.F. below elevation 59. We have confirmed that the existing basin still has approximately this capacity. An additional 20 AF of detention storage is available in the two smaller basins located south and east of the large basin. The existing 60" RCP conduit will convey smaller storm flows directly to the LQEC. Once the capacity of this pipe is exceeded, storm flows will spill over the existing spillway structure and begin filling the large basin. After the storm has passed, the stored water will be released into the LQEC via a 36" outlet structure in the basin which is connected to the existing 60" RCP. As indicated in the Becthel's Project Report, this arrangement provides the following functions: Small storm flows are diverted directly to the LQEC and are kept off the golf course, which reduces maintenance requirements and out of play periods. The volumes of flow carried by the conduit during the design storm reduces the required detention storage capacity of the basin by about 100 AF. The conduit serves as a means of draining the basin after the storm passes and flow in the LQEC recedes. Prior to developing the final grading plan for the Tradition Golf Course, the following design criteria and issues were discussed with CVWD staff: A new hydrology report would not be required supporting the sizing of the existing facilities. These existing facilities have been constructed based on an approved hydrology report and incorporated into the "Heritage Club" development plans. Since the proposed development has significantly reduced the density of the development, providing fewer and larger lots, by logic, the peak run off and flood volume conveyed to the existing facilities will not be increased above that as accounted for in the "Heritage Club ". The proposed development, as with the "Heritage Club" golf course plan, is proposing to integrate golf holes and lakes within the large basin. This study has evaluated the depth/volume characteristics for the existing basin and the proposed grading within the basin area. By enlarging the basin to the east, the proposed basin provides a total capacity of approximately 525 AF at elevation 29. The volume created below elevation 35 has been discounted from the volume calculations since it occurs below the elevation of the outlet pipe. However, this additional volume would serve to further attenuate the peak flow and would provide additional storage in excess of the design volume of 520 AF. The smaller detention basins located up stream of the large basin have also been slightly reconfigured to accommodate the golf course routing, but the total basin volumes have not been reduced. As shown by the following tables, the proposed volumes provide additional capacity in excess of the original design volumes. The existing rip rap channel which extends from the 2 -78" RCP conduits to the detention basin is only slightly realigned at the entrance to the detention basin. This channel will be realigned and enhanced as necessary with additional rip rap. An easement will be conveyed to the CVWD to accommodate the realigned portions of this channel. The following figure depicts the approved channel section which has been constructed. This section will be continued through the minor realignment. The existing channel and rip rap dike located along the toe of the mountain will be realigned and integrated into the golf course routing. An open channel is proposed which conveys run off to the 2 -90" RCP culverts. It is noted that this existing channel and dike does not currently follow the recorded easement. Also, the existing rip rap is deficient and is not consistent with the original channel improvement plans. The proposed channel will be sized for the 100 year peak runoff. New easements will be conveyed to the CVWD for this facility. The following figure depicts the minimum channel configuration. PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE: 04-Oct-96 R,C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION A15 ADJUSTED LOSS RATE 0.353 LENGTH (FT) 5800 FLOOD VOLUMES: 3 DRAINAGE AREA 159 L.R. FOR PERU. AREA 0.360 LA (FT) 2000 EFFECTIVE RAIN -(IN.) 1.18 4 ULTIMATE DISCHARGE- CFS -HRSAN IMPERVIOUSAREA 0.080 AVE'N*- 0.035 FLOOD VOLUME= (AC.FT) 15.67 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.176 HEIGHT -FT 1454 FLOOD VOLUME= (CU.FT) 682449.00 6 LAG TIME - MINUTES 9.22 0.00327 SLOPE FTIMt 1323.64 REQ. STORAGE (AC FT) 15.54 7 UNIT TIME- PERCENT OF LAG 162.74 AVE PERC RATE CFS 0.000 REQ STORAGE (CU FT) 676808.92 8 S -CURVE WA 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORWINCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.35264 12 MINIMUM LOSS RATE 0.17632 ' 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INMR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IWHR IN/HR INMR IN/HR (CFS) (CF) 1 15 0.20 0.040 0.619 - 0.036 0.036 0.004 0.64 572.40 2 30 0.30 0.060 0.612 0.054 0.054 0.006 0.95 858.60 3 45 0.30 0.060 0.605 0.054 0.054 0.006 0.95 858.60 4 60 0.40 0.080 0.598 0.072 0.072 0.008 1.27 1144.80 5 75 0.30 0.060 0.591 0.054 0.054 0.006 0.95 858.60 6 90 0.30 .0.060 0.564 0.054 0.054 0.006 0.95 858.60 7 105 0.30 0.060 0.577 0.054 0.054 0.006 0.95 858.60 ' 8 120 0.40 0.080 0.570 0.072 0.072 0.008 1.27 1144.80 9 135 0.40 0.080 0.563 0.072 0.072 0.008 1.27 1144.80 10 150 0.40 0.080 0.556 0.072 0.072 0.008 1.27 1144.80. 11 165 0.50 0.100 0.549 0.090 0.090 0.010 1.59 1431.00 12 180 0.50 0.100 0.542 0.090 0.090 0.010 1.59 1431.00 13 195 0.50 0.100 0.535 0.090 0.090 0.010 1.59 143L00 , 14 210 0.50 0.100 0.529 0.090 0.090 0.010 1.59 1431.00 15 225 0.50 0.100 0.522 0.090 0.090 0.010 1.59 1431.00 16 240 0.60 0.120 0.516 0.108 0.108 0.012 1.91 1717.20 17 255 0.60 0.120 0.509 0.108 0.108 0.012 1.91 1717.20 18 270 0.70 0.140 0.503 0.126 0.126 0.014 223 2003.40 19 285 0.70 0.140 0.496 0.126 0.126 0.014 2.23 2003.40 20 300 0.80 0.160 0.490 0.144 0.144 0.016 254 2289.60 21 315 0.60 0.120 0.483 0.108 0.108 0.012 - 1.91 1717.20 22 330 0.70 0.140 0,477 0.126 0.126 - 0.014 2.23 2003.40 23 345 0.80 0.160 0A71 0.144 0.144 0.016 2.54 2289.60 24 360 0.80 0.160 0.464 0.144 0.144 0.016 2.54 - 2289.60 25 375 0.90 0.180 0.458 0.162 0.162 0.018 2.86 2575.80 26 390 0.90 0.180 0.452 0.162 0.162 0.018 2.86 2575.80 27 405 1.00 0.200 0.446 0.180 0.180 0.020 3.18 2862.00 28 420 1.00 0.200 0.440 0.180 0.180 0.020 3.18 2862.00 29 435 1.00 0.200 0.434 0.180 0.180 0.020 118 2862.00 30 450 1.10 0.220 0.428 0.198 0.198 0.022 3.50 3148.20 31 465 1.20 0.240 0.422 0.216 0.216 0.024 3.82 3434.40 32 480 1.30 0.260 0.416 0.234 0.234 0.026 4.13 3720.60 33 495 1.50 0.300 0.411 0.270 0.270 0.030 4.77 4293.00 34 510 1.50 0.300 - 0.405 0.270 0.270 0.030 477 4293.00 35 525 1.60 0.320 0.399 0.288 0.288 0.032 5.09 4579.20 1 1 1 1 1 1 1 1 Fl 1 u 2' 20' MIN. TYP SEE PLAN "LIGHT" CLASS D ROCK RIP RAP 00 f 11-000 BEDDING MATERIAL DISPERSE LARGE ROCKS (20" TO 30" DIA) ;�, _ FILTER FABRIC AMONG "LIGHT' CLASS ROCK N TO CREATE "NATURAL" CHANNEL LOOK. RIP RAP LINED CHANNEL N T. m m m m m m m m m m m m ! m m m m m m 60' MIN. �y l0 l� D PER PLAN �� �Py' DISPERSE LARGE •� ROCKS (20" TO 30" DIA) _ = DEPTH 1 = AMONG "LIGHT" CLASS I-1 I I (D -1)x3 -1 11- TO CREATE "NATURAL" FILTER FABRIC CHANNEL LOOK. 4' MIN. o BEDDING MATERIAL s "LIGHT" CLASS ROCK RIP RAP RIP RAP SLOPE PROTECTION N.T.S. m m m m m m m m m m m m m m m m m m m TRADITION BASIN ANALYSIS SOUTH BASIN - HOLES 7 & 8 EXISTING BASIN PROPOSED BASIN CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) 35 0 0 0 0 35 0 0 0 0 36 1 7,212 7,212 4 36 1 12,840 12,840 8 38 3 44,626 51,838 32 38 3 47,824 60,664 38. 40 5 54,236 106,074 66 40 5 63,830 124,494 77 42 7 58,674 164,748 102 42 7 59,894 184,388 114 44 9 62,190 226,938 141 44 9 64,129 248,517 154 46 11 65,673 292,611 181 46 11 67,870 316,387 196 48 13 68,531 361,142 224 48 13 71,129 387,516 240 50 15 71,241 432,383 268 50 15 74,306 461,822 286 52 17 73,879 506,262 314 52 17 78,675 540,497 335 54 19 76,580 582,842 361 54 19 83,451 623,948 387 56 21 79,384 662,226 410 56 21 87,006 710,954 441 58 23 82,059 7441285 461 58 23 90,126 801,080 497 59 24 42,371 786,656 488 59 24 45,863 846,943 525 60 25 42,371 829,027 514 60 25 47,857 894,800 555 m m i m m m i m m m m m m m m m m m m � � ISM � � � � 1•' � ! .� � � � �; � � � � TRADITION BASIN ANALYSIS WEIR BASIN EXISTING BASIN PROPOSED BASIN CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) 64.5 0 0 0 0 64.5 0 0 0 0 66 1.5 0 0 0 66 1.5 4,196 4,196 3 67 2.5 0 0 0 67 2.5 2,933 7,129 4 69 4.5 33 33 0 69 4.5 6,320 13,449.. 8 71 6.5 288 321 0 71 6.5 6,938 20,387 13 73 8.5 2,587 2,908 2 73 8.5 6,938 27,325 17 74 9.5 5,936 8,844 5 74 9.5 3,856 31,181 19 75 10.5 5,936 14,780 9 76 11.5 10,096 24,876 15 � M�� m w� m� s M� m M ,M Ma SECTION III HYDRAULIC ANALYSIS Street Capacity Calculations Pipe Sizing Calculations Catch Basin Sizing Calculations Golf Course Channel Sizing Calculations � I HYDRAULIC ANALYSIS Utilizing the peak flow rates as derived from the Rational Calculations, street capacities, pipe structure sizing, catch basin sizing and golf course open channel sizing has been determined. The following information is presented to support the sizing of each hydraulic element. Street capacities have been determined utilizing Manning's equation for open flow channels. The street capacities are compared with the peak flow rates (100 year event) as determined by the 1 Rational method in Section II. In certain areas, the curb height has been increased to 8" in order to accommodate the 100 year storm. Catch basin sizing is based on the 100 year event and using the Bureau of Roads nomographs for catch basins. A 4" local depression is proposed at each catch basin Iocation. Pipes P1, P2, P16, and equalizer pipes at basin-will be constructed with the rough grading. These systems are integral with the golf course and major drainage systems. The design of these systems are included in the rough grading plans with supporting calculations included herein. All other storm drain systems will be built with the respective street improvements. The design of these improvements will be included in the street improvement plans for each phase of . construction. The calculations for these systems as included in this report are preliminary for ' estimating pipe sizes and will be finalized during final design of these improvements. J 1 1 1 J �' 11 1. - Ll V i I � I I H, I i 1 I 1 STREET CAPACITY CALCULATIONS 1 1 1 1 t 1 1 I 1 Street Capacitv Summary SUBAREA NODE STREET WIDTH CURB SLOPE FACE M Q100 (cfs) STREET CAPACITY FULL HALF (cfs) (cfs) R1 1110 K 32 6" 2.80 11 55 24 R2 1110 K 32 6" 3.90 6 65 28 R3 1105 L 32 6" 0.90 9 31 14 R4 1025 K 36 6" 2.25 18 51 29 N 36 6" 2.25 51 29 R5 1025 N 36 6" 3.65 8 65 37 R6 1215 N 36 6" 0.95 23 33 19 O 32 6" 0.95 32 14 R7 440 K 32 6" 2.85 11 56 24 J 32 6" 9.00 99 43 R8 1315 E 36 6" 2.55 17 54 31 K 36 6" 2.50 54 31 R9 1325 E 32 6" 2.00 6 47 20 I 36 6" 2.45 53 30 R10 1315 E 36 6" 1.70 18 44 25 R11 1325 G 32 6" 0.80 13 29 13 G 36 6" 1.10 29 36 20 1 36 6" 0.90 32 19 R12 1410 K 36 6" 1.70 12 44 25 R13 1410 K 36 6" 0.65 5 27 16 R14 1430 K 36 6" 1.45 8 41 23 R15 1430 P 36 6" 1.50 14 42 24 R16 1435 O 36 8" 0.50 38 50 14 R17 1445 M 32 6" 0.60 19 26 11 R18A 1456 B 36 6" 0.80 4 30 17 R18 1460 B 36 6" 0.80 9 30 17 R19 1460 B 36 6" 0.40 4 21 12 SUBAREA NODE STREET WIDTH CURB SLOPE FACE ( %) Q100 (cfs) STREET CAPACITY FULL HALF (cfs) (cfs) R20 1470 B 36 6" 0.90 5 32 18 R21 1480 D 32 6" 0.90 11 31 13 C 32 6" 0.45 22 10 R22 1490 C 32 6" 0.30 13 18 8 R22A 1480 C 32 6" 2.10 5 48 21 R23 1496 F 32 6" 0.65 16 27 12 R24 1497 1 36 8" 0.08 53 64 17 R25 1498 1 CDS 8" n/a n/a n/a n/a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CROSS SECTION - 36' ST (8 "CF):DIVIDED FLOW Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw \sienna.fm2 Worksheet 36'STREET(8 "CF) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.003000 ft/ft Water Surface Elevation 99.72 ft Discharge 10.65 cfs 100.0 99.9 99.8 99.7 C 0 99.6 c9 Q W 99.5 99.4 99.3 99.2 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 06:59:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Project Description Project File c :\haestad\fmw\sienna.fm2 Worksheet 36'STREET(8 "CF) ' Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.72 ft f�L 1 r� LJ � I 1 Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.015 10.65 1.68 0.003500 0.015 11.51 1.82 0.004000 0.015 12.30 1.94 0.004500 0.015 13.05 2.06 0.005000 0.015 13.75 2.17 0.005500 0.015 14.43 2.28 0.006000 0.015 15.07 2.38 0.006500 0.015 15.68 2.48 0.007000 0.015 16.27 2.57 0.007500 0.015 16.85 2.66 0.008000 0.015 17.40 2:75 0.008500 0.015 17.93 2.83 0.009000 0.015 18.45 2.91 0.009500 0.015 18.96 2.99 0.010000 0.015 19.45 3.07 0.010500 0.015 19.93 3.15 0.011000 0.015 20.40 3.22 0.011500 0.015 20.86 3.29 0.012000 0.015 21.31 3.36 0.012500 0.015 21.75 3.43 0.013000 0.015 22.18 3.50 0.013500 0.015 22.60 3.57 0.014000 0.015 23.02 3.63 0.014500 0.015 23.42 3.70 0.015000 0.015 23.82 3.76 0.015500 0.015 24.22 3.82 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.015 24.60 3.88 0.016500 0.015 24.99 3.94 0.017000 0.015 25.36 4.00 0.017500 0.015 25.73 4.06 0.018000 0.015 26.10 4.12 0.018500 0.015 26.46 4.18 0.019000 0.015 26.81 4.23 0.019500 0.015 27.16 4.29 0.020000 0.015 27.51 4.34 0.020500 0.015 27.85 4.40 0.021000 0.015 28.19 4.45 0.021500 0.015 28.52 4.50 0.022000 0.015 28.85 4.55 0.022500 0.015 29.18 4.61 0.023000 0.015 29.50 4.66 0.023500 0.015 29.82 4.71 0.024000 0.015 30.13 4.76 0.024500 0.015 30.45 4.81 0.025000 0.015 30.76 4.85 0.025500 0.015 31.06 4.90 0.026000 0.015 31.36 4.95 0.026500 0.015 31.66 5.00 0.027000 0.015 31.96 5.05 0.027500 0.015 32.26 5.09 0.028000 0.015 32.55 5.14 0.028500 0.015 32.84 5.18 0.029000 0.015 33.12 5.23 0.029500 0.015 33.41 5.27 0.030000 0.015 33.69 5.32 0.030500 0.015 33.97 5.36 0.031000 0.015 34.25 5.41 0.031500 0.015 34.52 5.45 0.032000 0.015 34.80 5.49 0.032500 0.015 35.07 5.54 0.033000 0.015 35.34 5.58 0.033500 0.015 35.60 5.62 0.034000 0.015 35.87 5.66 0.034500 0.015 36.13 5.70 0.035000 0.015 36.39 5.74 0.035500 0.015 36.65 5.79 0.036000 0.015 36.91 5.83 0.036500 0.015 37.16 5.87 0.037000 0.015 37.42 5.91 0.037500 0.015 37.67 5.95 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 ' 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 1 1 1 1 1 1 1 1 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.015 37.92 5.99 0.038500 0.015 38.17 6.02 0.039000 0.015 38.41 6.06 0.039500 0.015 38.66 6.10 0.040000 0.015 38.90 6.14 0.040500 0.015 39.15 6.18 0.041000 0.015 39.39 6.22 0.041500 0.015 39.63 6.26 0.042000 0.015 39.86 6.29 0.042500 0.015 40.10 6.33 0.043000 0.015 40.34 6.37 0.043500 0.015 40.57 6.40 0.044000 0.015 40.80 6.44 0.044500 0.015 41.03 6.48 0.045000 0.015 41.26 6.51 0.045500 0.015 41.49 6.55 0.046000 0.015 41.72 6.59 0.046500 0.015 41.94 6.62 0.047000 0.015 42.17 6.66 0.047500 0.015 42.39 6.69 0.048000 0.015 42.62 6.73 0.048500 0.015 42.84 6.76 0.049000 0.015 43.06 6.80 0.049500 0.015 43.28 6.83 0.050000 0.015 43.49 6.87 0.050500 0.015 43.71 6.90 0.051000 0.015 43.93 6.93 0.051500 0.015 44.14 6.97 0.052000 0.015 44.36 7.00 0.052500 0.015 44.57 7.04 0.053000 0.015 44.78 7.07 0.053500 0.015 44.99 7.10 0.054000 0.015 45.20 7.14 0.054500 0.015 45.41 7.17 0.055000 0.015 45.62 7.20 0.055500 0.015 45.82 7.23 0.056000 0.015 46.03 f 7.27 0.056500 0.015 46.24 7.30 0.057000 0.015 46.44 7.33 0.057500 0.015 46.64 7.36 0.058000 0.015 46.85 7.39 0.058500 0.015 47.05 7.43 0.059000 0.015 47.25 7.46 ' 0.059500 0.015 47.45 7.49 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 1666 Page 3 of 5 FlowMaster v5.10 Page 4 of 5 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.015 47.65 7.52 0.060500 0.015 47.84 7.55 0.061000 0.015 48.04 7.58 0.061500 0.015 48.24 7.61 0.062000 0.015 48.43 7.65 0.062500 0.063000 0.015 0.015 48.63 48.82 7.68 7.71 0.063500 0.015 49.02 7.74 .0.064000 0.015 49.21 7.77 0.064500 0.015 49.40 7.80 0.065000 0.015 49.59 7.83 0.065500 0.015 7.86 ' 0.066000 0.015 .49.78 49.97 7.89 0.066500 0.015 50.16 7.92 0.067000 0.015 50.35 7.95 0.067500 0.015 50.54 7.98 0.068000 0.015 50.72 8.01 0.068500 0.015 50.91 8.04 0.069000 0.015 51.09 8.07 ' 0.069500 0.015 51.28 8.09 0.070000 0.015 51.46 8.12 0.070500. 0.015 51.65 8.15 ' 0.071000 0.015 51.83 8.18 0.071500 0.015 52.01 8.21 ' 0.072000 0.072500 0.015 0.015 52.19 ' 52.37 8.24 8.27 0.073000 0.015 52.55 8.30 0.073500 0.074000 0.015 0.015 52.73 52.91 8.32 8.35 0.074500 0.015 53.09 8.38 0.075000 0.015 53.27 8.41 0.075500 0.015 53.45 8.44 0.076000 0.015 53.62 8.46 0.076500 0.015 53.80 8.49 ' 0.077000 0.015 53.98 8.52 0.077500 0.015 54.15 8.55 0.078000 0.015 54.32 8.58 0.078500 0.015 54.50 8.60 0.079000 0.015 54.67 8.63 0.079500 0.015 54.84 8.66 0.080000 0.015 55.02 8.68 0.080500 0.015 55.19 8.71 0.081000 0.015 55.36 8.74 0.081500 0.015 55.53 8.77 09/19/96 THE KEITH COMPANIES 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 4 of 5 1 1 1 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 36'ST- (8 "CF):DIVIDED FLOW ' Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) MIS) ' 0.082000 0.015 55.70 8.79 0.082500 0.015 55.87 8.82 0.083000 0.015 56.04 8.85 0.083500 0.015 56.21 8.87 0.084000 0.015 56.38 8.90 0.084500 0.085000 0.015 0.015 56.54 56.71 8.93 8.95 0.085500 0.015 56.88 8.98 0.086000 0.015 57.04 9.00 0.086500 0.015 57.21 9.03 0.087000 0.015 57.37 9.06 0.087500 0.015 57.54 9.08 ' 0.088000 0.015 57.70 9.11 0.088500 0.015 57.87 9.13 0.089000 0.015 58.03 9.16 0.089500 0.015 58.19 9.19 0.090000 0.015 58.35 9.21 1 1 1 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 CROSS SECTION - 36 STREET (8 "CF) Cross Section for Irregular Channel Project Description Project File c:\haestad \fmw\sienna.fm2 Worksheet 36'STREET(8 "CF) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.003000 ft/ft Water Surface Elevation 100.00 ft Discharge 38.98 cfs 100.0 99.8 99.7 C 0 99.6 co m W 99.5 99.4 99.3 99.2' 1 1 ' -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 , 25.0 Station (ft) 09/11/96 THE KEITH COMPANIES FlowMaster v5.10 11:12:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 FlowMaster v5.10 Page 2 of 5 STREET - 36' (8 "CF) Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.018 90.03 5.29 0.016500 0.018 91.42 5.37 0.017000 0.018 92.80 5.46 0.017500 0.018 94.15 5.54 0.018000 0.018 95.49 5.61 0.018500 0.018 96.81 5.69 0.019000 0.018 98.11 5.77 ' 0.019500 0.018 99.39 5.84 0.020000 0.018 100.66 5.92 0.020500 0.018 101.91 5.99 0.021000 0.018 103.14 6.06 0.021500 0.018 104.36 6.14 0.022000 0.022500 0.018 0.018 105.57 106.76 6.21 6.28 0.023000 0.018 107.94 6.35 0.023500 0.018 109.11 6.41 ' 0.024000 0.018 110.26 6.48 0.024500 0.018 111.40 6.55 0.025000 0.018 112.54 6.62 0.025500 0.018 113.66 6.68 0.026000 0.018 114.76 6.75 0.026500 0.018 115.86 6.81 0.027000. 0.018 116.95 6.88 0.027500 0.018 118.03 _ 6.94 0.028000 0.018 119.10 7.00 0.028500 0.018 120.16 7.06 0.029000 0.018 121.20 7.13 0.029500 0.018 122.25 7.19 0.030000 0.018 123.28 7.25 ' 0.030500 0.018 124.30 7.31 0.031000 0.018 125.31 7.37 0.031500 0.018 126.32 7.43 0.032000 0.018 127.32 7.48 0.032500 0.018 128.31 7.54 0.033000 0.033500 0.018 0.018 129.29 130.27 7.60. 7.66 0.034000 0.018 131.24 7.72 0.034500 0.018 132.20 7.77 0.035000 0.018 133.15 7.83 0.035500. 0.018 134.10 7.88 0.036000 0.018 135.04 7.94 0.036500 0.018 135.98 7.99 0.037000 0.018 136.91 8.05 0.037500 0.018 137.83 8.10 09/11/96 THE KEITH COMPANIES 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 2 of 5 STREET - 36' (8 "CF) Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/S) 0.038000 0.018 138.74 8.16 0.038500 0.018 139.65 8.21 0.039000. 0.018 140.56 8.26 0.039500 0.018 141.46 8.32 0.040000 0.018 142.35 8.37 0.040500 0.018 143.23 8.42 0.041000 0.018 144.12 8.47 0.041500 0.018 144.99 8.52 0.042000 0.018 145.86 8.58 0.042500 0.018 146.73 8.63 0.043000 0.018 147.59 8.68 0.043500 0.018 148.44 8.73 0.044000 0.018 149.30 8.78 0.044500 0.018 150.14 8.83 0.045000 0.018 150.98 8.88 0.045500 0.018 151.82 8.93 0.046000 0.018 152.65 8.97 0.046500 0.018 153.48 9.02 0.047000 0.018 154.30 9.07 0.047500 0.018 155.12 9.12 0.048000 0.018 155.93 9.17 0.048500 0.018 156.74 9.21 0.049000 0.018 157.55 9.26 0.049500 0.018 158.35 9.31 0.050000 0.018 159.15 9.36 0.050500 0.018 159.94 9.40 0.051000 0.018 160.73 9.45 0.051500 0.018 161.52 9.50 0.052000 0.018 162.30 9.54 0.052500 0.018 163.08 9.59 0.053000 0.018 -163.85 9.63 0.053500 0.018 164.63 9.68 0.054000 0.018 165.39 9.72 0.054500 0.018 166.16 9.77 0.055000 0.018 166.92 9.81 0.055500 0.018 167.67 9.86 0.056000 0.018 168.43 9.90 0.056500 0.018 169.18 9.95 0.057000 0.018 169.93 9.99 0.057500 0.018 170.67 10.03 . 0.058000 0.018 171.41 10.08 0.058500 0.018 172.15 10.12 0.059000 0.018 172.88 10.16 0.059500 0.018 173.61 10.21 09/11/96 THE KEITH COMPANIES FlowMaster v5.10 ' 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 STREET - 36' (8 "CF) ' Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (fuft) Coefficient (cfs) (ft/s) ' 0.060000 0.018 174.34 10.25 0.060500 0.018 175.06 10.29 ' 0.061000 0.061500 0.018 0.018 175.79 176.51 10.33 10.38 0.062000 0.018 177.22 10.42 0.062500 0.018 177.93 10.46 0.063000 0.018 178.64 10.50 0.063500 0.018 179.35 10.54 0.064000 0.018 180.06 10.59 0.064500 0.018 180.76 10.63 0.065000 0.018. 181.46 10.67 0.065500 0.018 182.15 10.71 1 0.066000 0.018 182.85 10.75 0.066500 0.018 183.54 10.79 0.067000 0.018 184.23 10.83 0.067500 0.018 184.92 10.87 ' 0.068000 0.018 185.60 10.91 0.068500 0.018 186.28 10.95 0.069000 0.018 186.96 10.99 0.069500 0.018 187.63 11.03 0.070000 0.018 188.31 11.07 0.070500 0.018 188.98 11.11 ' 0.071000 0.018 189.65 11.15 0.071500 0.018 190.32 11.19 0.072000 0.072500 0.018 0.018 190.98 191.64 11.23 11.27 0.073000 0.018 192.30 11.31 0,073500 0,018 192.96 11,34 ' 0.074000 0.018 193.61 11.38 0.074500 0:018 194.27 11.42 0.075000 0.018 194.92 11.46 . 0.075500 0.018 195.57 11.50 0.076000. 0.018 196.21 11.54 0.076500 0.018 196.86 11.57 0.077000 0.018 197.50 11.61 0.077500 0.018 198.14 11.65 0.078000 0.018 198.78 11.69 0.078500 0.018 199.41 11.72 ' 0.079000 0.018 200.05 11.76 0.079500 0.018 200.68 11.80 0.080000 0.018 201.31 11.83 0.080500 0.018 201.94 11.87 0.081000 0.018 202.56 11.91 0.081500 0.018 203.19 11.95 09/11/96 THE KEITH COMPANIES FlowMaster v5.10 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 t 1 1 1 09/11/96 THE KEITH COMPANIES 11:13:14 AM Haestad Methods, Inc: 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 5 of 5 STREET - 36' (8 "CF) ' Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) ' 0.082000 0.018 203.81 11.98 0.082500 0.018 204.43 12.02 0.083000 0.018 205.05 12.05 0.083500 0.018 205.67 12.09 ' 0.084000 0.018 206.28 12.13 0.084500 0.018 206.89 12.16 0.085000 0.018 207.51 12.20 ' 0.085500 0.018 208.12 12.23 0.086000 0.018 208.72 12.27 0.086500 0.018 209.33 12.31 0.087000 0.018 209.93 12.34 0.087500 0.018 210.54 12.38 0,088000 0.088500 0,018 0.018 211,14 211.73 12.41 12.45 0.089000 0.018 212.33 12.48 0.089500 0.018 212.93 12.52 ' 0.090000 0.018 213.52 12.55 t 1 1 1 09/11/96 THE KEITH COMPANIES 11:13:14 AM Haestad Methods, Inc: 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 5 of 5 PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE: 04-Oct-96 R,C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION A15 ADJUSTED LOSS RATE 0.353 LENGTH (FT) 5800 FLOOD VOLUMES: 3 DRAINAGE AREA 159 L.R. FOR PERU. AREA 0.360 LA (FT) 2000 EFFECTIVE RAIN -(IN.) 1.18 4 ULTIMATE DISCHARGE- CFS -HRSAN IMPERVIOUSAREA 0.080 AVE'N*- 0.035 FLOOD VOLUME= (AC.FT) 15.67 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.176 HEIGHT -FT 1454 FLOOD VOLUME= (CU.FT) 682449.00 6 LAG TIME - MINUTES 9.22 0.00327 SLOPE FTIMt 1323.64 REQ. STORAGE (AC FT) 15.54 7 UNIT TIME- PERCENT OF LAG 162.74 AVE PERC RATE CFS 0.000 REQ STORAGE (CU FT) 676808.92 8 S -CURVE WA 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORWINCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.35264 12 MINIMUM LOSS RATE 0.17632 ' 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INMR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IWHR IN/HR INMR IN/HR (CFS) (CF) 1 15 0.20 0.040 0.619 - 0.036 0.036 0.004 0.64 572.40 2 30 0.30 0.060 0.612 0.054 0.054 0.006 0.95 858.60 3 45 0.30 0.060 0.605 0.054 0.054 0.006 0.95 858.60 4 60 0.40 0.080 0.598 0.072 0.072 0.008 1.27 1144.80 5 75 0.30 0.060 0.591 0.054 0.054 0.006 0.95 858.60 6 90 0.30 .0.060 0.564 0.054 0.054 0.006 0.95 858.60 7 105 0.30 0.060 0.577 0.054 0.054 0.006 0.95 858.60 ' 8 120 0.40 0.080 0.570 0.072 0.072 0.008 1.27 1144.80 9 135 0.40 0.080 0.563 0.072 0.072 0.008 1.27 1144.80 10 150 0.40 0.080 0.556 0.072 0.072 0.008 1.27 1144.80. 11 165 0.50 0.100 0.549 0.090 0.090 0.010 1.59 1431.00 12 180 0.50 0.100 0.542 0.090 0.090 0.010 1.59 1431.00 13 195 0.50 0.100 0.535 0.090 0.090 0.010 1.59 143L00 , 14 210 0.50 0.100 0.529 0.090 0.090 0.010 1.59 1431.00 15 225 0.50 0.100 0.522 0.090 0.090 0.010 1.59 1431.00 16 240 0.60 0.120 0.516 0.108 0.108 0.012 1.91 1717.20 17 255 0.60 0.120 0.509 0.108 0.108 0.012 1.91 1717.20 18 270 0.70 0.140 0.503 0.126 0.126 0.014 223 2003.40 19 285 0.70 0.140 0.496 0.126 0.126 0.014 2.23 2003.40 20 300 0.80 0.160 0.490 0.144 0.144 0.016 254 2289.60 21 315 0.60 0.120 0.483 0.108 0.108 0.012 - 1.91 1717.20 22 330 0.70 0.140 0,477 0.126 0.126 - 0.014 2.23 2003.40 23 345 0.80 0.160 0A71 0.144 0.144 0.016 2.54 2289.60 24 360 0.80 0.160 0.464 0.144 0.144 0.016 2.54 - 2289.60 25 375 0.90 0.180 0.458 0.162 0.162 0.018 2.86 2575.80 26 390 0.90 0.180 0.452 0.162 0.162 0.018 2.86 2575.80 27 405 1.00 0.200 0.446 0.180 0.180 0.020 3.18 2862.00 28 420 1.00 0.200 0.440 0.180 0.180 0.020 3.18 2862.00 29 435 1.00 0.200 0.434 0.180 0.180 0.020 118 2862.00 30 450 1.10 0.220 0.428 0.198 0.198 0.022 3.50 3148.20 31 465 1.20 0.240 0.422 0.216 0.216 0.024 3.82 3434.40 32 480 1.30 0.260 0.416 0.234 0.234 0.026 4.13 3720.60 33 495 1.50 0.300 0.411 0.270 0.270 0.030 4.77 4293.00 34 510 1.50 0.300 - 0.405 0.270 0.270 0.030 477 4293.00 35 525 1.60 0.320 0.399 0.288 0.288 0.032 5.09 4579.20 L 1 1 1 I 1 1 1 1 1 1 PIPE SIZING CALCULATIONS 36'STREET (6" CF):DIVIDED FLOW Cross Section for Irregular Channel Project Description Project File c:\haestad \fmw\sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.003000 ft/ft Water Surface Elevation 99.89 ft Discharge 10.65 cfs 100.0 99.95 99.9 99.85 99.8 --99.75 w v C 0 99.7 ca W 99.65 99.6 99.55 99.5 99.45 99.4 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:03:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 t 1 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Project Description 0.015 Project File cAhaestad\frhw\sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.89 ft Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) .Coefficient (cfs) (ft/s) 0.003000 0.015 10.65 1.68 0.003500 0.015 11.51 1.82 0.004000 0.015 12.30 1.94 0.004500. 0.015 13.05 2.06 0.005000 0.015 13.75 2.17 0.005500 0.015 14.43 2.28 0.006000 0.015 15.07 2.38 0.006500 0.015 15.68 2.48 0.007000 0.015 16.27 2.57 0.007500 0.015 16.85 2.66 0.008000 0.015 17.40 2.75 0.008500 0.015 17.93 2.83 0.009000 0.015 18.45 2.91 0.009500 0.015 18.96 2.99 0.010000 0.015 19.45 3.07 0.010500 0.015 19.93 3.15 0.011000 0.015 20.40 3.22 0.011500 0.015 20.86 3.29 0.012000 0.015 21.31 3.36 0.012500 0.015 21.75 3.43 0.013000 0.015 22.18 3.50 0.013500 -0.015 22.60 3.57 0.014000 0.015 23.02 3.63 0.014500 0.015 23.42 3.70 0.015000 0.015 23.82 3.76 0.015500 0.015 24.22 3.82 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.015 24.60 3.88 0.016500 0,015 24.99 3.94 0.017000 0.015 25.36 4.00 0.017500 0.015 25.73 4.06 0.018000 0.015 26.10 4.12 0.018500 0.015 26.46 4.18 0.019000 0.015 26.81 4.23 0.019500 0.015 27.16 4.29. 0.020000 0.015 27.51 4.34 0.020500 0.015 27.85 4.40 0.021000 0.015 28.19 4.45 0.021500 0.015 28.52 4.50 0.022000 0.015 28.85 4.55 0.022500 0.015 29.18 4.61 0.023000 0.015 29.50 4.66 0.023500 0.015 29.82 4.71 0.024000 0.015 30.13 4.76 0.024500 0.015 30.45 4.81 0.025000 0.015 30.76 4.85 0.025500 0.015 31.06 4.90 0.026000 0.015 31.36 4.95 0.026500 0.015 31.66 5.00 0.027000 0.015 31.96 5.05 0.027500 0.015 32.26 5.09 0.028000 0.015 32.55 5.14 0.028500 0.015 32.84 5.18 0.029000 0.015 33.12 5.23 0.029500 0.015 33.41 5.27 0.030000 0.015 .33.69 5.32 0.030500 0.015 33.97 5.36 0.031000 0.015 34.25 5.41 0.031500 0.015 34.52 5.45 0.032000 0.015 34.80 5.49 0.032500 0.015 35.07 5.54 0.033000 0.015 35.34 5.58 0.033500 0.015 35.60 5.62 0.034000 0.015 35.87 5.66 0.034500 0.015 36.13 5.70 0.035000 0.015 36.39 5.74 0.035500 0.015 36.65 5.79 0.036000 0.015 36.91 5.83 0.036500 0.015 37.16 5.87 0.037000 0.015 37.42 5.91 0.037500 0.015 37.67 5.95 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 FlowMaster v5.10 Page 3 o(5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel 1 Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.015 37.92 5.99 0.038500 0.015 38.17 6.02 0.039000 0.015 38.41 6.06 0.039500 0.015 38.66 6.10 0.040000 0.015 38.90 6.14 0.040500 0.015 39.15 6.18 0.041000 0.015 39.39 6.22 0.041500 0.015 39.63 6.26 0.042000 0.015 39.86 6.29 0.042500 0.015 40.10 6.33 0.043000 0.015 40.34 6.37 0.043500 0.015 40.57 6.40 0.044000 0.015 40.80 6.44 0.044500 0.015 41.03 6.48 0.045000 0.015 41.26 6.51 0.045500 0.015 41.49 6.55 0.046000 0.015 41.72 6.59 0.046500 0.015 41.94 6.62 1 0.047000 0.047500 0.015 0.015 42.17 42.39 6.66 6.69 0.048000 0.015 42.62 6.73 0.048500 0.015 42.84 6.76 0.049000 0.015 43.06 6.80 0.049500 0.015 43.28 6.83 0.050000 0.015 43.49 6.87 0.050500 0.015 43.71 6.90 0.051000 0.015 43.93 6.93 0.051500 0.015 44.14 6.97 0.052000 0.015 44.36 7.00 0.052500 0.015 44.57 7.04 0.053000 0.015 44.78 7.07 ' 0.053500 0.015 44.99 7.10 0.054000 0.015 45.20 7.14 0.054500 0.015 45.41 7.17 . 0.055000 0.015 45.62 7.20 0.055500 0.015 45.82 7.23 0.056000 0.015 46.03 7.27 0.056500 0.015 46.24 7.30 0.057000 0.015 46.44 7.33 0.057500 0.015 46.64 7.36 0.058000 0.015 46.85 7.39 0.058500 0.015 47.05 7.43 0.059000 0.015 47.25 7.46 0.059500 0.015 47.45 7.49 09/19/96 THE KEITH COMPANIES 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 3 o(5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.015 47.65 7.52 0.060500 0.015 47.84 7.55 0.061000 0.015 48.04 7.58 0.061500 0.015 _ 48.24 7.61 0.062000 0.015 48.43 7.65 0.062500 0.015 48.63 7.68 0.063000 0.015 48.82 7.71 0.063500 0.015 49.02 7.74 0.064000 0.015 49.21 7.77 0.064500 0.015 49.40 7.80 0.065000 0.015 49.59 7.83 0.065500 0.015 49.78 7.86 0.066000 0.015 49.97 7.89 0.066500 0.015 50.16 7.92 .0.067000 0.015 50.35 7.95 0.067500 0.015 50.54 7.98 0.068000 0.015 50.72 8.01 0.068500 0.015 50.91 8.04 0.069000 0.015 51.09 8.07 0.069500 0.015 51.28 8.09 0.070000 0.015 51.46 8.12 0.070500 0.015 51.65 8.15 0.071000 0.015 51.83 8.18 0.071500 0.015 52.01 8.21 0.072000 0.015 52.19 8.24 0.072500 0.015 52.37- 8.27 0.073000 0.015 52.55 8.30 0.073500 0.015 52.73 8.32 0.074000 0.015 52.91 8.35 0.074500 0.015 53.09 8.38 0.075000 0.015 53.27 8.41 0.075500 0.015 53.45 8.44 0.076000 0.015 53.62 8.46 0.076500 0.015 53.80 8.49 0.077000 0.015 53.98 8.52 0.077500 0.015 54.15 8.55 0.078000 0.015 54.32 8.58 0.078500 0.015 54.50 8.60 0.079000 0.015 54.67 8.63 0.079500 0.015 54.84 8.66 0.080000 0.015 55.02 8.68 0.080500 0.015 55.19 8.71 0.081000 0.015 55.36 8.74 0.081500 0.015 55.53 8.77 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 i 1 1 09/19/96 THE KEITH COMPANIES 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 5 of 5 36' STREET (6 "CF): DIVIDED FLOW ' Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.015 55.70 8.79 0.082500 0.015 55.87 8.82 0.083000 0.083500 0.015 0.015 56.04 56.21 8.85 8.87 0.084000 0.015 56.38 8.90 0.084500 0.015 56.54 8.93 0.085000 0.015 56.71 8.95 0.085500 0.015 56.88 8.98 0.086000 0.015 57.04 9.00 0.086500 0.015 57.21 9.03 0.087000 0.015 57.37 9.06 0.087500 0.015 57.54 9.08 0.088000 0.015 57.70 9.11 0.088500 0.015 57.87 9.13 0.089000 0.015 58.03 9.16 0.089500 0.015 58.19 9.19 0.090000 0.015 58.35 9.21 i 1 1 09/19/96 THE KEITH COMPANIES 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 5 of 5 1 1 1 1 1 1 A 1 1 1 1 1 1 1 1 1 1 1 1 CROSS SECTION - 36FT STREET Cross Section for Irregular Channel Project Description Project File c: \haestad\fmw \sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.003000 ft/ft Water Surface Elevation 100.00 ft Discharge 18.61 cfs 100.0 99.95 99.9 99.85 99.8 99.75 C 0 99.7 co 0 FJ 99.65 99.6 99.55 99.5 99.45 99.41 1 9 1 1 1 1 1 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 Station (ft) 10.0 15.0 20.0 25.0 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:53:03 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 r 1 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Project Description 0.018 Project File c:\haestad \fmw \sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 100.00 ft Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.018 18.61 1.71 0.003500 0.018 20.10 1.85 0.004000 0.018 21.49 1.97 0.004500 0.018 22.79 2.09 0.005000 0.018 24.02 2.21 0.005500 0.018 25.19 2.31 0.006000 0.018 26.31 2.42 0.006500 0.018 27.39 2.52 0.007000 0.018 28.42 2.61 0.007500 0.018 29.42 2.70 0.008000 0.018 30.39 2.79 0.008500 0.018 31.32 2.88 0.009000 0.018 32.23 2.96 0.009500 0.018 33.11 3.04 0.010000 0.018 33.97 3.12 0.010500 0.018 34.81 3.20 0.011000 0.018 35.63 3.27 0.011500 0.018 36.43 3.35 0.012000 0.018 37.21 3.42 0.012500 0.018 37.98 3.49 0.013000 0.018 38.73 3.56 0.013500 0.018 39.47 3.62 0.014000 0.018 40.20 3.69 0.014500 0.018 40.91 3.76 0.015000 0.018 41.61 3.82 0.015500 0.018 42.29 3.88 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 FlowMaster v5.10 Page 3 of 5 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.018 66.22 6.08 0.038500 0.018 66.66 6.12 0.039000 0.0139500 0.018 0.018 67.09 67.52 6.16 6.20 0.040000 0.018 67.94 6.24 0.040500 0.018 68.37 6.28 0.041000 0.018 68.79 6.32 0.041500 0.018 69.21 6.36 0.042000 0.018 69.62 6.39 0.042500 0.018 70.03 6.43 0.043000 0.018 70.45 6.47 0.043500 0.018 70.85 6.51 ' 0.044000 0.018 71.26 6.54 0.044500 0.018 71.66 6.58 0.045000 0.018 72.07 6.62 0.045500 0.018 72.46 6.65 0.046000 0.018 72.86 6.69 0.046500 0.018 73.26 6.73 0.047000 0.018 73.65 6.76 0.047500 0.018 74.04 6.80 0.048000 0.018 74.43 6.83 0.048500 0.018 74.82 6.87 0.049000 0.018 75.20 6.91 0.049500 0.018 75.58 6.94 ' 0.050000 0.050500 0.018 0.018 75.96 76.34 6.98 7.01 0.051000 0.018 76.72 7.04 0.051500 0.018 77.09 7.08 0.052000 0.018 77.47 7.11 0.052500 0.018 77.84 7.15 0.053000 0.018 78.21 -7,18 0.053500 0.018 78.58 7.22 0.054000 0.018 78.94 7.25 0.054500 ' 0.018 79.31 7.28 0.055000 0.018 79.67 7.32 0.055500 0.018 80.03 7.35 0.056000 0.018 80.39 7.38 0.056500 0.018 80.75 7.42 1 0.057000 0.018 81.11 7.45 0.057500 0.018 81.46 7.48 0.058000 0.018 81.82 7.51 0.058500 0.018 82.17 7.55 0.059000 0.018 82.52 7.58 0.059500 0.018 82.87 7.61 09/09/96 THE KEITH COMPANIES 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 3 of 5 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.018 83.21 7.64 0.060500 0.018 83.56 7.67 0.061000 0.018 83.90 7.70 0.061500 0.018 84.25 7.74 0.062000 0.018 84.59 7.77 0.062500 0.018 84.93 7.80 0.063000 0.018 85.27 7.83 0.063500 0.018 85.61 .7.86 0.064000 0.018 85.94 7.89 0.064500 0.018 86.28 7.92 0.065000 0.018 86.61 7.95 0.065500 0.018 86.94 7.98 0.066000 0.018 87.28 8.01 0.066500 0.018 87.61 8.04 0.067000 0.018 87.93 8.07 0.067500 0.018 88.26 8.10 0.068000 0.018 88.59 8.13 0.068500 0.018 88.91 8.16 0.069000 0.018 89.24 8.19 0.069500 0.018 89.56 8.22 0.070000 0.018 - 89.88 8.25 0.070500 0.018 90.20 8.28 0.071000 0.018 90.52 8.31 0.071500 0.018 90.84 8.34 0.072000 0.018 91.16 8.37 0.072500 0.018 91.47 8.40 0.073000 0.018 91.79 8.43 0.073500 0.018 92.10 8.46 0.074000 0.018 92.41 8.49 0.074500 0.018 92.73 8.51 0.075000 0.018 93.04 8.54 0.075500 0.018 93.35 8.57 0.076000 0.018 93.65 8.60 0.076500 0.018 93.96 8.63 0.077000 0.018 94.27 8.66 0.077500 0.018 94.57 8.68 0.078000 0.018 94.88 8.71 0.078500 0.018 95.18 8.74 0.079000 0.018 95.48 8.77 0.079500 0.018 95.79 8.80 0.080000 0.018 96.09 8.82 0.080500 0.018 96.39 8.85 0.081000 0.018 96.69 8.88 0.081500 0.018 96.98 8.91 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.018 97.28 8.93 0.082500 0.018 97.58 8.96 0.083000 0.018 97.87 8.99 0.083500 0.018 98.17 9.01 0.084000 0.018 98.46 9.04 0.084500 0.018 98.75 9.07 0.085000 0.018 99.04 9.09 0.085500 0.018 99.34 9.12 0.086000 0.018 99.63 9.15, 0.086500 0.018 99.91 9.17 0.087000 0.018 100.20 9.20 0.087500 0.018 100.49 9.23 0.088000 0.018 100.78 9.25 0.088500 0.018 101.06 9.28 0.089000 0.018 101.35 9.31 0.089500 0.018 101.63 9.33 0.090000 0.018 101.92 9.36 09/09/96 07:51:52 AM THE KEITH COMPANIES FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 f 1 1 1 1 CROSS SECTION - 32' ST (6 "CF):DIVIDED FLOW Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet STREET (32FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.003000 ft/ft Water Surface Elevation 99.85 ft Discharge 7.91 cfs 100.0 99.95 99.9 99.85 99.8 99.75 0 99.7 ro m W 99.65 99.6 99.55 99.5 99.45 99.4 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:01:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 i 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel 1 Project Description 7.91 1.58 Project File c:\haestad\fmw \sienna.fm2 8.55 Worksheet STREET (32FT) 1 Flow Element Irregular Channel 0.004500 Method Manning's Formula 1.93 Solve For Discharge 1 2.04 0.005500 0.015 Constant Data 2.14 0.006000 Water Surface Elevation 99.85 ft 11.19 Input Data Minimum Maximum Increment 0.015 Channel Slope 0.003000 0.090000 0.000500 ft/ft 1 1 U] r� 1 Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.015 7.91 1.58 0.003500 0.015 8.55 1.70 0.004000 0.015 9.14 1.82 0.004500 0.015 9.69 1.93 0.005000 0.015 10.22 2.04 0.005500 0.015 10.72 2.14 0.006000 0.015 11.19 2.23 0.006500 0.015 11.65 2.32 0.007000 0.015 12.09 2.41 0.007500 0.015 12.51 2.50 0.008000 0.015 12.92 2.58 0.008500 0.015 13.32 2.66 0.009000 0.015 13.71 2.73 0.009500 0.015 14.08 2.81 0.010000 0.015 14.45 2.88 0.010500 0.015 14.81 2.95 0.011000 0.015 15.16 3.02 0.011500 0.015 15.50 3.09 0.012000 0.015 15.83 3.16 0.012500 0.015 16.16 3.22 0.013000 0.015 16.48 3.29. 0.013500 0.015 16.79 3.35 0.014000 0.015 17.10 3.41 0.014500 0.015 17.40 3.47 0.015000 0.015 17.70 3.53 0.015500 0.015 17.99 3.59 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.015 18.28 3.64 0.016500 0.015 18.56 3.70 0.017000 0.015 18.84 3.76 0.017500 0.015 19.12 3.81 0.018000 0.015 19.39 3.87 0.018500 0.015 19.65 3.92 0.019000 0.015 19.92 3.97 0.019500 0.015 20.18 4.02 0.020000 0.015 20.44 4.07 0.020500 0.015 20.69 4.13 0.021000 0.015 20.94 4.18 0.021500 0.015 21.19 4.22 0.022000 0.015 21.43 4.27 0.022500 0.015 21.68 4.32 0.023000 0.015 21.91 4.37 0.023500 0.015 22.15 4.42 0.024000 0.015 22.39 4.46 0.024500 0.015 22.62 4.51 0.025000 0.015 22.85 4.56 0.025500 0.015 23.07 4.60 0.026000 0.015 23.30 4.65 0.026500 0.015 23.52 4.69 0.027000 0.015 23.74 4.73 0.027500 0.015 23.96 4.78 0.028000 0.015 24.18 4.82 0.028500 0.015 24.39 4.86 0.029000 0.015 24.61 4.91 0.029500 0.015 24.82 4.95 0.030000 0.015 25.03 4.99 0.030500 0.015 25.24 5.03 0.031000 0.015 25.44 5.07 0.031500 0.015 25.65 5.11 0.032000 0.015 25.85 5.15 0.032500 0.015 26.05 5.19 0.033000 0.015 26.25 5.23 0.033500 0.015 26.45 5.27 0.034000 0.015 26.64 5.31 0.034500 0.015 26.84 5.35 0.035000 0.015 27.03 5.39 0.035500 0.015 27.23 5.43 0.036000 0.015 27.42 5.47 0.036500 0.015 27.61 5.50 0.037000 0.015 27.80 5.54 0.037500 0.015 27.98 5.58 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.015 28.17 5.62 0.038500 0.015 28.35 5.65 0.039000 0.015 28.54 5.69 0.039500 0.015 2832 5.73 0.040000 0.015 28.90 5.76 0.040500 0.015 29.08 5.80 0.041000 0.015 29.26 5.83 0.041500 0.015 29.44 5.87 0.042000 0.015 29.61 5.91 0.042500 0.015 29.79 5.94 0.043000 0.015 29.96 5.97 0.043500 0.015 30.14 6.01 0.044000 0.015 30.31 6.04 0.044500 0.015 30.48 6.08 0.045000 0.015 30.65 6.11 0.045500 0.015 30.82 6.15 0.046000 0.015 30.99 6.18 0.046500 0.015 31.16 6.21 0.047000 0.015 31.33 6.25 0.047500 0.015 31.49 6.28 0.048000 0.015 31.66 6.31 0.048500 0.015 31.82 6.35 0.049000 0.015 31.99 6.38 0.049500 0.015 32.15 6.41 0.050000 0.015 32.31 6.44 0.050500 0.015 32.47 6.48 0.051000 0.015 32.63 6.51 0.051500 0.015 32.79 6.54 0.052000 0.015 32.95 6.57 0.052500- 0.015 33.11 6.60 0.053000 0.015 33.27 6.63 0.053500 0.015 33.42 6.66 0.054000 0.015 33.58 6.70 0.054500 0.015 33.73 6.73 0.055000 0.015 33.89 6.76 0.055500 0.015 34.04 6.79 0.056000 0.015 34.20 6.82 0.056500 0.015 34.35 6.85 0.057000 0.015 34.50 6.88 0.057500 0.015 34.65 6.91 0.058000 0.015 34.80 6.94 0.058500 0.015 34.95 6.97 0.059000 0.015 35.10 7.00 0.059500 0.015 35.25 7.03 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 1 1 1 1 1 1 L' 1 . I [I t 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rafing Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.015 35.40 7.06 0.060500 0.015 35.54 7.09 0.061000 0.015 35.69 7.12 0.061500 0.015 35.83 7.15 0.062000 0.015 35.98 7.17 0.062500 0.015 36.13 7.20 0.063000 0.015 36.27 7.23 0.063500 0.015 36.41 7.26 0.064000 0.015 36.56 7.29 0.064500 0.015 36.70 7.32 0.065000 0.015 36.84 7.35 0.065500 0.015 36.98 7.37 0.066000 0.015 37.12 7.40 0.066500 0.015 37.26 7.43 0.067000 0.015 37.40 7.46 0.067500 0.015 37.54 7.49 0.068000 0.015 37.68 7.51 0.068500 0.015 37.82 7.54 0.069000 0.015 37.96 7.57 0.069500 0.015 38.09 7.60 0.070000 0.015 38.23 7.62 0.070500 0.015 38.37 7.65 0.071000 0.015 38.50 7.68 0.071500 0.015 38.64 7.70 0.072000 0.015 38.77 7.73 0.072500 0.015 38.91 7.76 0.073000 0.015 39.04 7.79 0.073500 0.015 39.18 7.81 0.074000 0.015 39.31 7.84 0.074500 0.015 39.44 7.86 0.075000 0.015 39.57 7.89 0.075500 0.015 39.70 7.92 0.076000 0.015 39.84 7.94 0.076500 0.015 39.97 7.97 0.077000 0.015 40.10 8.00 0.077500 0.015 40.23 8.02 0.078000 0.015 40.36 8.05 0.078500 0.015 40.49 8.07 0.079000 0.015 40.61 8.10 0.079500 0.015 40.74 8.12 0.080000 0.015 40.87 8.15 0.080500 0.015 41.00 8.18 0.081000 0.015 41.13 8.20 0.081500 0.015 41.25 8.23 09119/96 THE KEITH COMPANIES FlowMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 I 1 i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i 1 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.015 41.38 8.25 0.082500 0.015 41.50 8.28 0.083000 0.015 41.63 8.30 0.083500 0.015 41.76 8.33 0.084000 0.015 41.88 8.35 0.084500 0.015 42.00 8.38 0.085000 0.015 42.13 8.40 0.085500 0.015 42.25 8.43 0.086000 0.015 42.38 8.45 0.086500 0.015 42.50 8.47 0.087000 0.015 42.62 8.50 0.087500 0.015 42.74 8.52 0.088000. 0.015 42.87 8.55 0.088500 0.015 42.99 8.57 0.089000 0.015 43.11 8.60 0.089500 0.015 43.23 8.62 0.090000 0.015 43.35 8.64 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 CROSS SECTION - 32FT STREETS Cross Section for Irregular Channel Project Description Project File c: \haestad \fmw \sienna.fm2 Worksheet STREET (32FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.003000 ft/ft Water Surface Elevation 100.00 ft Discharge 18.14 cfs 100.0 99.95 99.9 99.85 99.8 99.75 C 0 99.7 m 0 W 99.65 99.6 99.55 99.5 99.45 99.4' 1 ' ' 1 1 1 ' -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 Station (ft) 10.0 15.0 20.0 25.0 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:58:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 1666 Page 1 of 1 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel I Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table ' Channel Slope Wtd. Mannings Discharge Velocity ( ft/ft) Coefficient (cfs) (ft/s) 1 09/09/96 07:58:51 AM 1 0.003000 Project Description 18.14 1.74 Project File c:\haestad \fmw \sienna.fm2 19.59 Worksheet STREET (32FT) ' Flow Element Irregular Channel 0.004500 Method Manning's Formula 2.13 Solve For Discharge 23.41 2.25 0.005500 0.018 Constant Data 2.36 ' Water Surface Elevation 100.00 ft I Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table ' Channel Slope Wtd. Mannings Discharge Velocity ( ft/ft) Coefficient (cfs) (ft/s) 1 09/09/96 07:58:51 AM 1 0.003000 0.018 18.14 1.74 0.003500 0.018 19.59 1.88 0.004000 0.018 20.94 2.01 0.004500 0.018 22.21 2.13 0.005000 0.018 23.41 2.25 0.005500 0.018 24.56 2.36 0.006000 0.018 25.65 2.46 0.006500 0.018 26.70 2.56 0.007000 0.018 27.70 2.66 0.007500 0.018 28.68 2.75 0.008000 0.018 29.62 2.84 0.008500 0.018 30.53 2.93 0.009000 0.018 31.41 3.02 0.009500 0.018 32.27 3.10 0.010000. 0.018 33.11 3.18 0.010500 0.018 33.93 3.26 0.011000 0.018 34.73 3.34 0.011500 0.018 35.51 3.41 0.012000 0.018 36.27 3.48 0.012500 0.018 37.02 .3.56 0.013000 0.018 37.75 3.63 0.013500 0.018 38.47 3.70 0.014000 0.018 39.18 3.76 0.014500 0.018 39.87 3.83 0.015000 0.018 40.55 3.90 0.015500 0.018 41.22 3.96 THE KEITH COMPANIES FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel FlowMaster v5.10 Page 2 of 5 Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) r0.016000 0.018 41.88 4.02 0.016500 0.018 42.53 4.09 0.017000 0.018 43.17 4.15 0.017500 0.018 43.80 4.21 0.018000 0.018 44.42 4.27 0.018500 0.019000 0.018 0.018 45.04 45.64 4.33 4.38 0.019500 0.018 46.24 4.44 0.020000 0.018 46.83 4.50 0.020500 0.018 47.41 4.55 0.021000 0.018 47.98 4.61 0.021500 0.018 48.55 4.66 0.022000 0.018 49.11 4.72 0.022500 0.018 49.67 4.77 0.023000 0.018 50.22 4.82 0.023500 0.018 50.76 4.88 0.024000 0.018 51.30 4.93 0.024500 0.018 51.83 4.98 0.025000 0.018 52.35 5.03 ' 0.025500 0.018 52.87 5.08 0.026000 0.018 53.39 5.13 0.026500 0.018 53.90 5.18 ' 0.027000 0.018 54.41 5.23 0.027500 0.018 54.91 5.27 0.028000 0.028500 0.018 0.018 55.41 55.90 5.32 5.37 0.029000 0.018 56.39 5.42 ' 0.029500 0.030000 0.018 0.018 56.87 57.35 5.46 5.51 0.030500 0.018 57.83 5.55 0.031000 0.018 58.30 5.60 0.031500 0.018 58.77 5.65 0.032000 0.018 59.23 5.69 0.032500 0.018 59.69 5.73 0.033000 0.018 60.15 5.78 0.033500 0.018 60.60 5.82 0.034000 0.018 61.05 5.86 ' 0.034500 0.018 61.50 5.91 0.035000 0.018 61.95 5.95 0.035500 0.018 62.39 5.99 0.036000 0.018 62.82 6.03 0:036500 0.018 63.26 6.08 0.037000 0.018 63.69 6.12 ' 0.037500 0.018 64.1.2 6.16 09/09/96 THE KEITH COMPANIES ' 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 2 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.018 64.55 6.20 0.038500 0.018 64.97 6.24 0.039000 0.018 65.39 6.28 0.039500 0.018 65.81 6.32 0.040000 0.018 66.22 6.36 0.040500 0.018 66.64 6.40 0.041000 0.018 67.05 6.44 0.041500 0.018 67.45 6.48 0.042000 0.018 67.86 6.52 0.042500 0.018 68.26 6.56 0.043000 0.018 68.66 6.60 0.043500 0.018 69.06 6.63 0.044000 0.018 69.45 6.67 0.044500 0.018 69.85 6.71 0.045000 0.018 70.24 6.75 0.045500 0.018 70.63 6.78 0.046000 0.018 71.02 6.82 0.046500 0.018 71.40 6.86 0.047000 0.018 71.78 6.90 0.047500 0.018 72.16 6.93 0.048000 0.018 72.54 6.97 0.048500 0.018 72.92 7.00 0.049000 0.018 73.30 7.04 0.049500 0.018 73.67 7.08 0.050000 0.018 74.04 7.11 0.050500 0.018 74.41 7.15 0.051000 0.018 74.78 7.18 0.051500 0.018. 75.14 7.22 0.052000 0.018 75.51 7.25 0.052500 0.018 75.87 7.29 0.053000 0.018 76.23 7.32 0.053500 0.018 76.59 7.36 0.054000 0.018 76.94 7.39 0.054500 0.018 77.30 7.43 0.055000 0.018 77.65 7.46 0.055500 0.018 78.01 7.49 0.056000 0.018 78.36 7.53 0.056500 0.018 78.70 7.56 0.057000 0.018 79.05 7.59 0.057500 0.018 79.40 7.63 0.058000 0.018 79.74 7.66 0.058500 0.018 80.09 7.69 0.059000 0.018 80.43 7.73 0.059500 0.018 80.77 7.76 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.018 81.11 7.79 0.060500 0.018 81.44 7.82 0.061000 0.018 81.78 7.86 0.061500 0.018 82.11 7.89 0.062000 0.018 82.45 7.92 0.062500 0.018 82.78 7.95 0.063000 0.018 83.11 7.98 0.063500 0.018 83.44 8.02 0.064000 0.018 83.77 8.05. 0.064500 0.018 84.09 8.08 0.065000 0.018 84.42 8.11 0.065500 0.018 84.74 8.14 0.066000 0.018 85.06 8.17 0.066500. 0.018 85.39 8.20 0.067000 0.018 85.71 8.23 0.067500 0.018 86.03 8.26 0.068000 0.018 86.34 8.29 0.068500 0.018 86.66 8.32 0.069000 0.018 86.98 8.36 0.069500 0.018 87.29 8.39 0.070000 0.018 87.60 8.42 0.070500 0.018 87.92 8.45 0.071000 0.018 88.23 8.48 0.071500 0.018 88.54 8.51 0.072000 0.018 88.85 8.53 0.072500 0.018 89.15 8.56 0.073000 0.018 89.46 8.59 0.073500 0.018 89.77 8.62 0.074000 0.018 90.07 8.65 0.074500 0.018 90.38 8.68 0.075000 0.018 90.68 8.71 0.075500 0.018 90.98 8.74 0.076000 0.018 91.28 8.77 0.076500 0.018 91.58 8.80 0.077000 0.018 91.88 8.83 0.077500 0.018 92.18 8.85 0.078000 0.018 92.47 8.88 0.078500 0.018 92.77 8.91 0.079000 0.018 93.07 8.94 6.079500 0.018 93.36 8.97 0.080000 0.018 93.65 9.00 0.080500 0.018 93.95 9.02 0.081000 0.018 94.24 9.05 0.081500 0.018 94.53 9.08 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 ' STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel ' Rating Table Channel Slope Wtd. Mannings Discharge Velocity (fuft) Coefficient (cfs) (ft/s) 0.082000 0.018 94.82 9.11 0.082500 0.018 95.11 9.14 0.083000 0.018 95.39 9.16 0.083500 0.018 95.68 9.19 0.084000 0.018 95.97 9.22 ' 0.084500 0.018 96.25 9.25 0.085000 0.018 96.54 9.27 0.085500 0.018 96.82 9.30 t 0.086000 0.018 97.10 9.33 0.086500 0.018 97.38 9.35 0.087000 0.018 97.66 9.38 ' 0.087500 0.018 97.94 9.41 0.088000 0.018 98.22 9.44 0.088500 0.018 98.50 9.46 0.089000 0.018 98.78 9.49 0.089500 0.018 99.06 9.52 0.090000 0.018 99.33 9.54 1 1 09/09/96 07:58:51 AM THE KEITH COMPANIES FlowMaster v5.10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 i t t, r 9 N N C el Le- El 5 F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE SYSTEMI - PIPES 1 A-vD 2 Q100 Q STATION INVER T uEPT I-� W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BENERGY ZL NO AVBP ELEV 0� FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A ID NO. PIER L /ELEM SO SF AVE HF - NORM DEPTH Z 1000.00 124.52 4.825 129.445 31:3.; 14.03 3.058 132.5:3 .00 4.825 5.50 ZJ 3 .00 0 .0 86.87 .00801 008732 .76 5.EC0 .00 1086.87 125.32 5.166 130.481 310.0 13.38 2.780 133.261 .00 4.825 5.50 .00 .00 0 .0 192.13 .00801 .009033 1.74 5.500 .00 1279.00 126.85 5.500 132.354 310.3 13.05 2.644 134.998 .00 4.825 5.50 .00 .00 0 .0 29.50 .00801 .009705 .29 5.600 .00 1308.50 127.09 5.555 132.545 310.3 13.05 2.644 135.289 .00 4.825 5.50 .00 .00 0 .0 JLNCT STR .00787 .005552 .03 .00 1313.58 127.13 7.604 134.734 282.0 6.18 .593 135.327 .00 4.094 11.40 6.00 .00 .0 1313.58 127.13 2.596 129.726 282.0 25.56 10.141 139.367 .00 4.649 5.50 .00 .00 0 .0 70.35 .04839 .037653 2.65 2.457 .03 1383.93 130.53 2.685 133.219 282.0 24.46 9.294 142.513 .00 4.649 5.50 .00 .00 0 .0 49.27 .04839 .033334 1.64 2.457 .03 1433.20 132.92 2.788 135.705 282.0 23.33 8.450 144.155 .00 4.649 5.50 .0 .00 C .0 34.74 .04839 .329367 1.32 2.457 .00 1467.94 134.63 2.895 137.495 282.0 22.2+ 7.68i 145.176 .00 4.649 5.50 .00 .00 0 .0 26.01 .04839 ,025890 .67 2.457 .00 1493.95 135.86 3.008 138.867 282.0 21.21 6.983 145.850 .00 4. 649 5.50 .00 .00 C .0 20.19 .04839 .322849 .46 2.457 .00 1514.14 136.84 3.127 139.963 282.; 23.22 6.348 146.311 .00 4.649 5.50 .00 .00 C .0 16 03 .020135 .32 2. �57 .00 1530.17 137.6; 3.25 140.863 28 .0 19.23 5.771 146.634 4.649 5.5ti 01 ► ,00 .0 .00 .0 N C el Le- El 5 r l C f F0515P PAGE 2 WATER SURFACE P„OFILE LISTING TRADI +ICN GOLF � CO��SE SYSTEM! - PIPES 1 AND 2 STATION Q INVERT DEPTQI�O W.S. Q VEL VE� ENE P,GY SUPER CRITICAL HGT/ BASE! ZL NO AVBP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE H.F NORM DEPTH ZR t ! ! { t * ! R R K f * t K f R f f k ! K t k ! k ! f k ! ! { t * ! t * * * K * * ! ! * t R * * f t { * k l ! K * * * * { ! ! f ! { t * ! ! * k ! # * * * * k * * * f f * ! ! ! t R * ! * * * * K * * * * * * * * ! { ! * * ! ! * * * K ! f * * * f K * t R ! K * * R R 12.83 .04839 .017856 .23 2.457 .00 C 1543.00 138.23 3.385 141.617 282.0 18.38 5.246 146.863 .00 4.649 5.50 .00 .E0 0 .0 10.31 .04839 .015820 .16 2.457 .00 t 1553.31 138.73 3.526 142.257 282.0 17.13 4.769 147.026 .00 4.649 5.50 .00 .00 0 .0 8.25 .04839 .014042 .12 2.457 .00 <_ 1561.56 139.13 3.676 142.807 282.0 16.71 4.336 147.143 .00 4.649 5.50 .00 .00 0 .0 6.50 .04839 .0124,3 .08 2.457 .00 ± 1568.06 139.45 3.837 143.282 282.0 15.93 3.942 147.224 .01,11 4.649 5.50 .00 .01 0 .0 4.95 .04839 .011142 .06 2.457 .ti0 r 1573.01 139.68 4.011 143.695 282.0 15.19 3.583 147.278 .00 4.649 5.50 .00 .00 0 .0 3.56 .04839 .009976 .04 2.457 .00 1576.57 139.86 4.200 144.;57 282.0 14.48 3.257 147.314 .00 4.649 5.50 .00 .00 0 .0 2.18 .34839 .008979 .02 2.457 .00 1578.75 139.96 4.41:, 144.372 282.0 13.8: 2.961 147.333 .00 4.649 5.50 .0►, .00 0 .0 .78 .04839 .038145 .01 2.457 .00 1579.53 140.00 4.649 144.649 282.0 13.16 2.691 147.340 .00 4.649 5.50 .00 .00 U .0 WALL EIN TRANCE .00 1 1579.53 140.00 9.;67 149.067 282.0 3.89 .235 149.302 .00 3.380 9.50 8.00 .00 0 .0 1 � I r WATER F. SUEAL= �' S'r PruF.�E LIS1':r� +� -" i TRADTION SYSTEM GOLF COURSE IA - PIFcS 3 -5 Q10: STATI0N It:VERT Dt- W.S. Q VEL VEL Er, =P,GY SUPER CRITICAL -,GTl. 5ASE/ �L rr0 AVS -' Q ELEV OF FLOW ELEV r:EA GRD.EL. E L E V DEPT r, IT A T^ r 0 �u ,. PIER L /E. LEM SO SF AVE .:F NORM DEPT =: z ' 1000.00 130.05 1.821 131.871 28.5 7.44 .859 132.730 .vJ 1.821 2.50 .00 0 ,0 4.05 .0513 131.977 7.09 .006849 .03 2.170 ,00 1004.05 133.07 1.906 28.5 .781 132.758 .'00 1.821 2.5 0 00 .; 0 ,0 23.30 .0;513 .006162 .14 2,170 ' 1027,35 '_3^0.19 2.001 132.191 28.5 6.76 .710 i32.90i .00 1.821 2.50 .00 .00 10, 0 0 .0 = 95,27 .00513 .005589 .53 2.1.70 k, ' 1122.62 130.68 2.109 132.788 28.5 6.45 .646 133.434 .OW 1.821 2.50 .00 . ,`. 0 0 27,38 .00513 .005311 .15 2.170 .00 1150,00 130.82 2.120 132.940 28.5 6.42 .64 133.580 .WO 1.821 2.53 .00 .00 0 .0 JUNCT STR .012500 .002646 .O1 00 , 1154,00 130.92 2.764 133.684 .5 .25 ."'v%) 133.684 .z0 .079 4.;t 4.00 „0 0 ,0 ' 1 1 _ r BOX CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 1, 1996 TRADITION PIPE P6 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Span (Width of Opening) (feet) ................. 12.00 Culvert Rise (Height of Opening) (feet) ................. 5.00 FHWA Chart Number (8,9,10,11,12 or 13) .................. 8 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n- value) ............... 0.0130 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet)...... ........................... 80.0 Culvert Slope (feet per foot ) ........................... 0.0100 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) 454.0 2.00 5.75 4.97 2.34 3.54 2.34 16.18 ---- a== ==__________________ __________= _________________ =_ BOX CULVERT ANALYSIS COMPUTER PROGRAM Version 1.6 Copyright (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, 1107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. F��;cP . �. jr _ PAuE 1 WATER SURFAC_ = ROFI STING TRADITION GOLF COURSE SYSTEM 8 - PIPES 9 and 10 Q100 STATION INVERT DEPTH W.S. Q VEL V E L ENERGY SUPER CRITICAL EASE/ Z N;C AVSP R ' ELEV OF FLOW ELEV HEAD GRD.EL . ELEV DEPTH GiA ID NO PIER. L /ELEM SO SF AVE hF NORM ErTF ZR ! t 4 R R R R ** R R f t R t* t *! R *!* R R t R R R R R R *! t* R* k t * *! **! t f *!! *0 * R R!* 4 k k* R * f !! f t R R R t R 4 4* t* *** f !* t* t ! k! R!! t! R!* t ** R* t ' 1121,00 . . . 8.186 48.0 10.54 1.726 39. . 2.50 0 .00 .:;0 .0 27.52 .01453 .014137 .39 2,170 ,00 1027.52 36.40 2.273 38.673 48.0 10.24 1.629 40.302 .00 2.273 2.50 0 .00 ,00 .0 JUNCT STR .02548 .006954 .03 .E0 1032.23 36.52 3.808 40.328 24.0 4.89 .371 40.699 .00 1.669 2.50 .00 .00 0 .0 36.00 .00500 .003971 .14 1.840' CO ' 1068.23 36.70 3.770 40.470 24.0 4.89 .371 40.841 .00 1.669 2.51 .00 .00 0 .0 WALL ENTRANCE ,0E ' 10;68.23 36.70 4.316 41.016 24. .69 .007 41.023 .:0 .564 3.5 0 10.:0 .00 0 .0 1 1 1 1 1 1 1 PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 6, 1996 TRADITION PIPE P11 PROGRAM INPUT DATA: DESCRIPTION VALUE Culvert Diameter (feet) .. . .............................. 3.00 FHWAChart Number (1,2 or ............................ 2 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n- value) ............... 0.0140 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet)..... ........................... 79.0 Culvert Slope (feet per foot ) ........................... 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) 47.0 1.00 3.80 3.70 2.74 2.23 2.74 6.94 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. s� r i C I F0515P PAGE 1 SURFACE PROFILE LISTING TRADITION GOLF GOLF COURSE SYSTEM D - PIPES 12 AND 13 " R STATION INVERT DEPTF W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ ZL NO AVBP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF - NORM DEPTH ZR f!! R* *! R R!* t! t R* R R t* R ** R t k t R R t R t k t! t** t * ** t ** t R t t t t t t t** t * * ** R t t t * ** t R k! R k R ** k t *! R R * * * ** R k* R* t t* k* t * *! t R * * *** k R ** k * * * ** R!!! t* t ** t ! 1000.00 34.0; .853 34.853 8.0 7.71 .922 35.775 .00 1.096 1.50 .00 .00 0 .0 11.70 .01762 .017591 .21 .850 .00 1011.70 34.21 .853 35.059 8.0 7.71 .922 35.981 .00 1.096 1.50 .00 .00 0 .0` 46.54 .01762 .016549 .77 .850 .00 1058.24 3-5. 03 .887 35.913 8.0 7.35 .838 36.751 .00 1.096 1.50 .00 .00 0 .0 f' 13.16 .0.1762 .014643 .19 .850 .00 1371.40 35.26 .924 36.182 8.0 7.31 .762 36.944 .03 1.096 1.50 .00 .00 0 .0 6.73 .01762 .012976 .19 .850 .00 1078.13 35.38 .952 36.339 8.0 6.68 .692 37.:31 .00 1.096 1.50 .00 .03 0 .0 t 3.59 .01762 .011514 .04 .850 .00 1081.72 35.44 1.003 36.443 8.3 6.36 .629 37.072 .00 1.096 1.50 .00 .00 0 .0 G 1.79 .01762 .010243 .02 .850 .00 1083.51 35.47 1.047 3.6.518 8.3 5.37 .572 37.090 .00 1.096 1.50 .00 .00 3 :' Q .49 .01762 .00913i .CL .850 .00 1084:00 35.48 1.096 36.576 8.0 5.78 .519 37.:95 .00 1.096 1.50 .00 .00 0 .0 C JUNCT STR .02948 .004329 .02 00 1088.07 35.60 1.506 37.106 4.0 2.26 .080 37.186 .00 .766 1.50 .00 .00 .0 C 1.82 .0 L500 _ .001663 .00 .820 .00 1089.89 35.61 1.500 37.109 4.3 2.26 .083 37.189 .00 .766 1.50 .00 .00 0 .0 34.18 .00500 .001554 .05 .820 .00 1124.07 35.78 1.375 37.155 4.0 2.35 .086 37.241 .00 .766 1.50 .00 .00 3 .0 WALL ENTRANCE .00 t s. r t' C r C C e t 1 F0515P PAGE 2 SLRPACE PROFILE LISTING C TRADITION GOLF GOLF COURSE SYSTEM D - PIPES 12 AND 13 Q100 STATION INVERT DEPTr W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z NO AV8P R ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR i 1124.07 35.78 1.530 37.310 4.0 .65 .v07 37.317 .00 .314 3.50 4.00 0 .0 1 .00 1 { 1 I 1 1 1 i i 1 1 1 1 1 i 1 1 1 C f C� i c._ C f� r t s F0515P PAGE 1 WATER. SURFACE PROFILE LISTING TRADITION GOLF COURSE SYSTEM E - PIPES 14 AND 15 STATION INVERT DEPTQ100 W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z NO AVBP C R ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR t R!! f f *! R f f f f R R R t t t! R t t! f f R *! R f R * # ** f R ## t!! t R *! R#! R t f f #! f f *! t R R! *! f R!* t t t!! t! f R! f R R R R *# f! f R! R f! f R! R R f R t R f R ## R R R f!! f !! R R R R R R R f !! R * *! 1000.00 36.78 1.867 38.647 30.0 7.63 .904 39.551 .03 1.867 2.50 .00 .00 0 .0 5.91 .00730 .007405 .04 1.891 .00 1005.91 36.82 1.891 38.714 30.0 7.53 .883 39.594 .00 1.867 2.50 .00 .00 0 •0 94.09 .00730 .007274 .68 1.891 .00 1100.00 37.51 1.391 39.401 30.0 7.53 .880 40.281 .00 1.867 2.50 .00 .00 0 .0 f JU,.CT STR .02882 .003940 .01 •00 1103.47 37.61 2.571 40.181 28.0 5.70 .505 40.686 .00 1.804 2.50 .03 .00 0 .0 ` 3.60 .02502! .005359 .02 1.200 .00 .107.07 37.73 2.500 40.200 28.0 5.73 .505 40.705 .03 1.804 2.50 .00 .00 0 .0 5.53 .02500 .004995 .03 1.200 .00 1112.60 37.84 2.368 40.2:6 28.0 5.82 .526 40.732 .00 1.804 2.50 .03 .00 0 .0 HYDRAULIC JUMP .00 1112.60 37.84 1.354 39.192 28.0 10.32 1.653 40.845 .00 1.804 2.50 .00 .00 0 .0 .95 .02500 .016552 .02 1.200 .00 1113.55 37.86 1.354 39.216 28.0 10.31 1.652 40.868 .03 1.804 2.50 .00 .00 0 .0 10.30 .02500 .015570 .16 1.200 .00 1123.85 38.12 1.407 39.527 28.0 9.33 1.501 41.028 .00 1.804 2.50 .00 .00 0 .0 7.15 .02500' .013749 .10 1.200 .00 - 1131.00 38.33 1.463 39.761 28.0 9.37 1.364 41.125 .03 1.804 2.50 .00 .00 0 .0 4.99 .02500 .012159 .06 1.200 .00 1135.99 38.42 1.,23 39.946 28.0 8.94 1.240 41.185 .03 1.804 2.50 .00 .03 0 .0 3.50 .0250: .010769 .C4 1.203 .00 1� L. F0515P PAGE WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE SYSTEM E PIPES 14 AND 15 R STATION INVERT DEPTFoo W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH :..DIA JD NO. PIER L/ELEM so SF AVE HF, .NORM DEPTH, ZR a a a A 1000.00 36.78 1.867 38.647 30.0 7.63 .904 39.551 .00 1.867 2.50 .00 .00 0 0 3.67 .00500 .007159 .03 2.500+' =`. .00 1003.67 36.80 1.957 38.755 30.0 7.27 .822 39.577 .00 1.867 -2.50 .00 .00 0 .0 17.94 .00500 .006465 .12 2.500 .00 1021.61 36.89 2.058 38.946 30.0 6.94 .747 39.693 .00 1.867 2.50 .00 .00 0 .0 55.56 .00500 .005902 .33 2.500 .00 1077.17 37.17 2.176 39.342 30.0 6.61 .679 40.021 .00 1.867 2.50 .00 .00 0 .0 22.83 .00500 .005613 .13 2.500 .00 1100.00 37.28 2.204 39.484 30.0 6.55 .666 40.150 .010 1.867 2.50 .00 .00 0 .0 JUNCT STR .02882 .003040 .01 .00 1103.47 37.38 2.674 40.054 28.0 5.70 .505 40.559 .00 -1.804 2.50 .00 .00 0 .0 37.81 .01000 .005359 .20 1.592 - 1141.28 37.76 2.500 40.258 28.0 5.70 .505 40.763 .00 1.804 2.50 .00 .00 0 a .0 2.19 .01000 .005209 .01 1.592 .00 1143.47 37.78 2.489 40.269 28.0 5.71 .506 40.775 .00 1.804 2.50 .00 .00 0 .0 WALL ENTRANCE .00 1 1143.47 37.78 3.490 41.270 28.0 .57 .005 41.275 .00 .499 4.33 ._14.00 .00 0 .0 1 PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 15, 1996 TRADITION GOLF COURSE PIPE 16 ANALYSIS PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet)... ............................ 3.00 FHWA Chart Number (1,2 or 3) .. . ................ ........ 2 Scale Number on Chart (Type of Culvert Entrance) . 1 Manning`s Roughness Coefficient (n- value) ............... 0.0140 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet)... .. 416.8 Culvert Slope (feet per foot) . 0.0050 -------------------------------------------------------------------- -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. r 11 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) -------- ---------- (ft) Control -------- Control -------- (ft) ------- (ft) --------------------------- (ft) (fps) 0.0 0.50 0.03 -0.57 0.04 0.02 0.04 0.63 1.0 0.50 0.41 -0.43 0.31 0.31 0.31 2.56 10.0 0.50 1.38 0.07 0.97 1.00 0.97 5.02 20.0 0.50 2.05 0.75 1.42 1.43 1.42 6.05 30.0 0.50 2.65 1.70 1.83 1.77 1.83 6.66 40.0 0.50 3.24 2.92 2.25 2.06 2.25 7.02 50.0 0.50 3.97 4.43 3.00 2.30 2.30 8.59 60.0 0.50 4.80 6.23 3.00 2.50 2.50 9.53 67.0 0.50 5.48 7.67 3.00 2.62 2.62 10.25 ■ 70.0 0.50 5.79 8.32 3.00 2.66 2.66 10.57 -------------------------------------------------------------------- -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. r 11 F0515P WATER SURFACE PROFILE LISTIN TRADITION GOLF PIPE 16 COURSE Q100 = 67 cfs STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUP ELEV OF FLOW ELEV HEAD GRD.EL. ELE L /ELEM SO SF AVE HF ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1000.00 62.61 2.616 65.226 67.0 10.24 1.629 66.855 .0 5.77 .00501 .010379 .06 ' 1005.77 62.64 2.795 65.434 67.0 9.77 1.481 66.915 .0 21.17 .00501 .010623 .22 1026.94 62.74 3.000 65.745 67.0 9.48 1.395 67.140 .0 389.88 .00501 .011418 4.45 1416.82 64.70 5._608 70.308 67.0 9.48 1.395 71.703 .0 WALL ENTRANCE 1416.82 64.70 8.385 73.085 67.0 .67 .007 73.092 .0 1 1 1 BOX CULVERT ANALYSIS 1 COMPUTATION OF CULVERT PERFORMANCE CURVE November 6, 1996 TRADITION PIPE P17 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Span (Width of Opening) (feet) ................. 40.00 Culvert Rise (Height of Opening) (feet) ................. 5.00 FHWA Chart Number (8,9,10,11,12 or 13) .. 8 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n- value) ............... 0.0140 Entrance Loss Coefficient of Culvert • Opening............ 0.50 Culvert Length (feet) . 80.0 Culvert Slope (feet per foot) ........ 0.0100 PROGRAM RESULTS: .� Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) 1340.0 0.50 5.29 4.49 2.07 3.27 2.07 16.16 1340.0 1.00 5.29 4.49 2.07 3.27 2.07 16.16 BOX CULVERT ANALYSIS COMPUTER PROGRAM Version 1.6 Copyright (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. w f CATCH BASIN SIZING CALCULATIONS L i t i I r 1 V r Catch Basin Summa ry CB # NODE INFLOW (Cfs) STREET TYPE WIDTH eft) 1 1110 17 K SUMP 7 2 1110 11 K SUMP 7 3 1401 15 K SUMP 7 4 1410 17 K SUMP 7 5 1435 24 O SUMP 10 6 24 O SUMP 10 7 1456 4 B SUMP 4 8 1456 4 B SUMP 4 9 1446 28 A SUMP 14 10 1447 2 A SUMP 4 ■ t i i i t i t i� A jL4.) .I rL 1.2 BUREAU OF PUBLIC ROADS DIVISION TWO WASH., D. C. NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS _ = ✓ 11073.03 1.0 12 Ii 10 .9 4 8 3 9 4 2 - ED I.0 g� .9 - --- • 9 w .. i a .8 F.. W 16 J. 10 - -- LL 4 J. - Z Z ,3 .6 4 -- �vS- Z W .3 3.5 = _ _ i . Z -.4 0 U O 9' W 0 F- .25 3 .08 06 .3 2.5 .04 .2- .03 p W CL = >. .02 4 .2 -.- - F- W .15 v .Ol .15 1" - N T. 1.5 — h e� _. LOCAL OEPit ION i �.� .I rL 1.2 BUREAU OF PUBLIC ROADS DIVISION TWO WASH., D. C. NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS _ = CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 1 GIVEN: DISCHARGE 17 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART: Q /ft. of opening 2.3 cfs L (required) 7.4 ft USE L = 1 7 rCATCH BASIN SIZING CURB' OPENING (SUMP) CATCH BASIN 2 rGIVEN: DISCHARGE 11 cfs rCURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 rFROM CHART: Q /ft. of opening 2.3 cfs L (required) 4.8 ft i USE L = 7 1 r r r ,r r r r r CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = K 15 cfs 6 in 10 in S 1.25 2.3 cfs 6.5 ft D CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 4 GIVEN: DISCHARGE 17 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART: Q /ft. of opening 2.3 cfs L (required) 7.4 ft USE L = 1 7 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = 5 24 cfs 8 in 12 in 10 1.2 2.7 cfs 8.9 ft 10 1 1 1 1 1 1 1 1 1 1 i i 1 1 1 1 1 1 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 6 GIVEN: DISCHARGE 24 cfs CURB TYPE 8 in SOLUTION: H (depth at opening) 12 in h (height of curb face) 10. H/h 1.2 FROM CHART: Q/ft. of opening 2.7 cfs L (required) 8.9 ft USE L = 10 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = 7 4 cfs 6 in 10 in 8 1.25 2.3 cfs 1.7 ft 4 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 8 GIVEN: DISCHARGE 4 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART: Q /ft. of opening 2.3 cfs L (required) 1.7 ft USE L = I 4 0 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = 28 cfs 6 in 10 in 8 1.25 2.3 cfs 12.2 ft 14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = 10 2 cfs 6 in 10 in S 1.25 2.3 cfs 0.9 ft D GOLF COURSE CHANNEL SIZING CALCULATIONS SECTION A -A Worksheet for Trapezoidal Channel Project Description 1.17 Project File c:\haestad \fmw \sienna.fm2 Worksheet CHANNEL'A' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data 1.17 Mannings Coefficient 0.030 Channel Slope 0.065000 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 70.00 ft Discharge 1,159.00 cfs Results Depth 1.17 ft Flow Area 84.77 ft2 Wetted Perimeter 75.24 ft Top Width 74.69 ft Critical Depth 2.00 ft Critical Slope 0.010760 ft/ft Velocity 13.67 ft/s Velocity Head 2.91 ft Specific Energy 4.08 ft Froude Number 2.26 Flow is supercritical. 10/07/96 THE KEITH COMPANIES FlowMaster v5.10 12:30:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SECTION B -B Worksheet for Trapezoidal Channel Project Description 1.72 Project File c:\haestad\fmw\sienna.fm2 Worksheet CHANNEL'B' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data 1.72 ft Mannings Coefficient 0.030 ftz Channel Slope 0.025000 ft/ft Left Side Slope 2.500000 H : V Right Side Slope 2.500000 H : V Bottom Width 60.00 ft Discharge 1,180.00 cfs Results Depth 1.72 ft Flow Area 110.40 ftz Wetted Perimeter 69.25 ft Top Width 68.59 ft Critical Depth 2.22 ft Critical Slope 0.010497 ft/ft Velocity 10.69 ft/s Velocity Head 1.78 ft Specific Energy 3.49 ft Froude Number 1.49 Flow is supercritical. 1 0/07/96 12:31:05 PM THE KEITH COMPANIES FlowMaster v5.10 Haestad Methods, Inc. . 37 Brookside Road Waterbury. CT 06708 (203) 755 -1666 Page 1 of 1 SECTION C -C Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet CHANNEL'C' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.007100 ft/ft Left Side Slope 2.500000 H : V Right Side Slope 2.500000 H : V Bottom Width 60.00 ft Discharge 1,171.00 cfs Results Depth 2.48 ft Flow Area 164.05 ft' Wetted Perimeter 73.35 ft Top Width 72.39 ft Critical Depth 2.21 ft Critical Slope 0.010512 ft/ft Velocity 7.14 ft/s Velocity Head 0.79 ft Specific Energy 3.27 ft Froude Number 0.84 Flow is subcritical. 10/07/96 THE KEITH COMPANIES FlowMaster v5.10 12:32:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 SECTION D -D Worksheet for Trapezoidal Channel Project Description Project File c:\haestad \fmw\sienna.fm2 Worksheet CHANNEL'D' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.007500 ft/ft Left Side Slope 2.500000 H : V Right Side Slope 2.500000 H : V Bottom Width 60.00 ft Discharge 1,197.00 cfs Results Depth 2.47 ft Flow Area 163.48 ftz Wetted Perimeter 73.30 ft Top Width 72.35 ft Critical Depth 2.24 ft Critical Slope 0.010468 ft/ft Velocity 7.32 ft/s Velocity Head 0.83 ft Specific Energy 3.30 ft Froude Number 0.86 Flow is subcritical. 10/07/96 THE KEITH COMPANIES FlowMaster v5.10 12:32:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 1 1 TOE DRAIN - NODE 6025 Worksheet for Triangular Channel Project Description Project File cAhaestad\fmwWenna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.025 Channel Slope 0.030700 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 1.900000 H : V Discharge 11.30 cfs Results Depth 0.98 ft Flow Area 1.88 ft= Wetted Perimeter 4.31 ft Top Width 3.83 ft Critical Depth 1.16 ft Critical Slope 0.012766 ft/ft Velocity 6.00 ft/s Velocity Head 0.56 ft Specific Energy 1.54 ft Froude Number 1.51 Flow is supercritical. 11/14/96 THE KEITH COMPANIES FbwMaster v510 03:08:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 TOE DRAIN - NODE 6005 Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.025 Channel Slope 0.026900 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 1.700000 H : V Discharge 22.20 cfs Results Depth 1.33 ft Flow Area 3.26 ft2 Wetted Perimeter 5.59 ft Top Width 4.91 ft Critical Depth 1.55 ft Critical Slope 0.011772 ft/ft Velocity 6.81 ft/s Velocity Head 0.72 ft Specific Energy 2.05 ft Froude Number 1.47 Flow is supercritical. 11/1 AIM THE KEITH COMPANIES FkmMaster v5.10 03:06:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pape 1 of 1 TOE DRAIN - NODE 6015 Worksheet for Triangular Channel Project Description 0.83 Project File c:lhaestadlfmwWenna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data 0.83 Mannings Coefficient 0.025 Charmel Slope 0.041800 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 1.700000 H : V Discharge 8.00 cfs Results Depth 0.83 ft Flow Area 1.29 ft= Wetted Perimeter 3.51 ft Top Width 3.08 ft Critical Depth 1.03 ft Critical Slope 0.013487 ft/ft Velocity 6.22 ft/s Velocity Head 0.60 ft Specific Energy 1.44 ft Froude Number 1.70 Flow is supercritical. 11/14/96 THE KEITH COMPANIES FlowMaster Y5.10 03:07:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 TOE DRAIN.- NODE 6015 Worksheet for Triangular Channel Project Description Project File c:lhaestadlfmwWenna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input, Data Mannings Coefficient 0.025 Channel Slope 0.022900 ft/ft Left Side Slope 1.700000 H : V Right Side Slope 2.000000 H : V Discharge 8.00 cfs Results Depth 0.93 ft Flow Area 1.61 ft2 Wetted Perimeter 3.93 ft Top Width 3.45 ft Critical Depth 1.03 ft Critical Slope 0.013487 ft/ft Velocity 4.97 ft/s Velocity Head 0.38 ft Specific Energy 1.32 ft Froude Number 1.28 Flow is supercritical. 11!14196 03:07:56 PM THE KEITH COMPANIES Fkb aster v510 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 F0515P WATER SURFACE PROFILE LISTIN TRADITION GOLF COURSE ' PIPE 6 Q100 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUP ELEV OF FLOW ELEV HEAD GRD.EL. ELE ' L /ELEM SO SF AVE HF ' 1000.00 138.20 2.783 140.983 454.0 13.59 2.869 143.852 .0 2.73 .01000 .006935 .02 ' 1002.73 138.23 2.791 141.018 454.0 13.56 2.853 143.871 .0 34.80 .01000 .006460 .22 ' 1037.53 138.57 2.927 141.502 454.0 12.92 2.594 144.096 .0 21.25 .01000 .005627 .12 1058.78 138.79 3.070 141.858 454.0 12.32 2.358 144.216 .0 12.66 .01000 .004905 .06 ' 1071.44 138.91 3.220 142.134 454.0 11.75 2.144 144.278 .0 6.59 .01000 .004278 .03 ' 1078.03 138.98 3.377 142.357 454.0 11.20 1.949 144.306 .0 1.97 .01000 .003733 .01 ' 1080.00 139.00 3.543 142.543 454.0 10.68 1.771 144.314 .0 1 1 1 1 1 1 1 1 i i 1 1 1 1 1 TRADITION GOLF COURSE JOB #: 40256 P -16 ANALYSIS DATA INPUT TRIANGULAR HYDROGRAPH FLOW 1374.984 Tc 20.14 T (max) 60.42 m1 1.137855 0.568928 m2 -0.56893 -0.28446 y -int 2062.476 VOL 2492296 BASIN CHARACTERISTICS PERCOLATION RATE 1 in/hr PIPE INV 64.7 H(min) 0 STREET OVERFLOW 0 OVERFLOW CONTOUR 74 b 185 H(min) 9.3 CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL A A VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 64.7 0 0 74507 0 0 0.0 70 5.3 5.3 16412 90919 438379 438379 10.1 75 5 10.3 15020 105939 492145 930524 21.4 76 1 11.3 2658 108597 107268 1037792 23.8 79 3 14.3 7975 116572 337754 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 STRUCTURE 36" RCP HEAD DIFF FLOW DIFF 0 0 0.41 0.41 1 1 1.38 0.97 10 9 2.05 1.08 20 10 2.65 1.57 30 10 3.24 1.67 40 10 4.43 2.76 50 10 6.8 4.04 60 10 8.4 4.36 67 7 9.1 4.74 70 3 9.1 4.74 70 3 TRADITION GOLF COURSE JOB is 40256 DATE 15- Nov-96 P -16 ANALYSIS TIME min FLOW IN ds VOLUME IN TOTAL IN BASIN PERC OUT TOTAL IN BASIN cuR BASIN DEPTH R STRUCTURE FLOW OUT VOL OUT ds STREET OVERFLOW FLOW OLIJ VOL OUT ds c BALANCE IN BASIN tuft as 0 1 68 2048 2048 104 1945 0.02 0.08 0 0 0 1945 0 1 2 137 6144 8089 104 7985 0.10 0.24 14 0 0 7971 0 2 3 205 10241 18212 104 18107 0.22 0.53 32 0 0 18075 0 3 4 273 14337 32412 105 32307 0.39 0.95 57 0 0 32250 1 4 5 3411 18433 50683 1061 50577 0.61 2.87 172 0 0 50405 1 5 6 410 22530 72934 107 72827 0.88 5.37 322 0 0 72505 2 6 7 478 26626 99131 109 99022 1.20 8.30 498 0 0 98524 2 7 8 546 30722 129246 110 129136 1.56 11.68 701 0 0 128435 3 8 9 614 34818 163254 112 163142 1.97 15.49 929 0 0 162213 4 9 10 683 38915 201127 114 201013 2.43 22.42 1345 0 0 199668 5 10 11 751 43011 242679 116 242563 2.93 31.69 1902 0 0 240661 6 11 12 819 47107 287768 118 287650 3.48 40.86 2452 0 0 265198 7 12 13 8681 51203 336402 121 336281 4.07 42.99 2579 0 0 333701 8 13 14 956 55300 389001 124 388877 4.70 50.67 3040 0 0 385837 9 14 15 1024 59396 445233 127 445107 5.37 52.32 3139 0 0 441967 10 15 18 1092 63492 505459 129 505330 5.98 53.84 3230 0 0 502100 12 16 17 1161 67589 569689 132 569557 6.63 55.45 3327 0 0 566230 13 17 18 1229 71685 637915 135 637780 7.33 60.84 3651 0 0 634129 15 18 19 1297 75781 709910 138 709773 8.06 62.02 3721 0 0 706051 16 19 20 1365 79877 785929 141 785788 8.83 67.00 4020 ol 0 781768 18 20 21 13461 81701 863469 144 663325 9.62 67.00 4020 111 6679 852626 20 21 22 1311 79714 932339 147 932192 10.32 67.00 4020 637 38249 889923 20 22 23 1277 77665 --T5-s-iT 967589 148 967440 10.64 --l-0-.7T 67.00 4020 971 58242 905178 21 23 4 1243 980795 149 980646 67.00 4020 1107 66425 910202 21 24 25 1209 73569 983771 149 983622 10.7960 67.00 4020 1139 68317 911285 21 25 26 1175 71521 982806 149 982657 10.7860 67.00 4020 1128 67701 910936 21 26 27 1141 69473 980408 149 980260 10.76 67.00 40201 1103 66180 910060 21 27 28 1107 674257 977484 149 977336 10.74 67.00 4020 1072 64340 906976 21 28 29 10731 65377 974353 149 974204 10.71 67.00 4020 1040 62388 907796 21 29 30 1038 63328 971124 149 970976 10.68 67.00 4020 1007 60397 906558 21 30 31 1004 61280 967839 148 967690 10.65 67.00 4020 973 58394 905276 21 31 32 970 59232 964509 1481 964360 10.621 67.00 4020 940 56386 903954 21 32 33 936 57184 961138 148 960990 10.58 67.00 4020 906 54378 902592 21 33 34 902 55136 957728 148 957580 10.55 67.00 4020 873 52371 901189 21 34 1 35 868 53088 954277 148 954129 10.52 67.001 4020 8391 50366 899743 21 35 36 .834 51040 950783 148 950635 10.49 67.00 4020 806 48362 898252 21 36 37 799 48991 947244 148 947096 10.45 67.00 4020 773 46361 896715 21 37 38 765 46943 943658 148 943511 10.42 67.00 4020 739 44362 895128 21 38 39 731 44895 940024 14 939876 10.39 67.00 4020 706 42366 893490 21 39 40 697 42847 936337 147. 936189 10.35 67.00 4020 673 40373 891796 20 40 41 663 40799 932595 147 932448 10.32 67.00 4020 640 38364 890044 20 41 42 629 38751 928795 147 928648 10.281 67.00 4020 605 36310 888318 20 42 43 5951 36703 925020 147 924873 10.24 67.00 4020 570 34202 886651 20 43 44 561 34655 921306 147 921159 10.20 67.00 4020 536 32169 884970 20 44 45 526 32606 917577 147 917430 10.17 67.00 4020 503 30170 883240 20 45 46 492 30558 913798 146 913652 10.13 67.00 4020 470 28189 881443 20 46 47 458 28510 909953 146 909807 10.09 67.00 4020 437 26219 879568 20 47 48 424 26462 906030 146 905884 10.05 67.00 4020 404 24259 877605 20 48 49 390 24414 902019 146 901873 10.01 67.00 4020 372 22308 875545 20 49 50 356 22366 897911 148 897765 9.97 67.00 4020 339 20367 873378 20 50 51 3221 20318 893695 146 8935501 9.92 67.00 4020 3071 18438 871092 20 51 52 287 18269 889361 145 889216 9.88 67.00 4020 275 165221 868673 20 52 53 253 16221 884895 145 884749 9.83 67.00 4020 244 14623 866106 20 53 54 219 14173 880280 145 880135 9.79 67.00 4020 212 12743 863371 20 54 55 185 12125 875496 145 875351 9.74 67.00 4020 181 10888 860443 20 55 56 151 10077 870520 145 870375 9.69 67.00 4020 151 9065 857291 20 56 11 7 8029 865320 144 865175 9.64 67.00 4020 121 7282 853873 20 57 58 83 5981 859854 144 859710 9.58 67.00 4020 93 5554 850136 20 58 59 48 3932 854068 144 853924 9.521 67.00 4020 65 3903 846001 19 59 60 14 1884 847885 144 847742 9.48 67.00 4020 39 23691 841353 19 60 60.42 1 ol 1811 841534 1431 8413901 9.391 57.00 40201 181 10851 836286 19 ';y,'4 f ~••,- ��C " i. t. tr L„+ .:V � h�b ��i �. V J t5 a A r 4. ¢. 'R y, ,, c ✓`''.'' r S �,. t, °.,�\ -', . •.tti, r„ • r•• •i, „'iry �✓ ,I''r�' {S.fii} ,. ,�:: ',)..:`a4 ,,S -rr _ �"�'�a. ,'',r..,q "5 tic +CT{p rdr r � r,{1.iK. -4 ,p' { ,•F Id, '+� r- �. d. ;t t ik'. y_.;� }t'' ; T, C: •^'•r .' ,.; ir, •:'�i:)' C}#`.,'v �.�4n Ilk, II-;t 7 ;r z I0 ;. Izo n- IIcl IIIi0m, tirt III .P IIP,o I 1 ; �t` ; 1 .g =t • 1 r .sP x f" ti, :i. F:.:J t * , ty .: 4 r -?G �s. Y' titi ♦ S P J' •,r S � t t..w f i r �& I; , 4 - k tc r v ik- r: r� ,{r,,�.t. t ,.y '1 c '( W J t a- - �, �i. .i a, -J r!t '' r 1. u, c� , �•,, k Y t - -C' M: ai., � i S.t•) [fc- ? . r [, { .. 1 `. ti'' � r ; #',%•. `" �'�' �,:' -f i, W z -. 3, ji rr.: y - ,t �, •, a fr � r {, » d, '` j � `, s ^ _ r' � - s , ``, � v t n k r< ? S ^r'I r � Y c 4,t,' s - r • dry xQ to: i,r i ."..1.111.1", ;, Jys r f a 6 i 4 t` J .i r �x':d } 4 ^� 5 i7.^ ° ., �!' xF 1 ',7 ,di <t t yµ ` >4 '. fi i i 4' i r� 5 .t . t } , -t. f�, r h• y 1 6 , �, �� J': i f r rt { "u'a.r Yt -� ''' ' u% °'tom +�.�5, 1 t; 5 a ICI. I �,fy , C,1 i'r _ � .,'� t-,},t f . ' t r 1 ♦a it - lye- L{ 4r a i +gy m rd f l e, i re r 2 F a5� ��:`. I. � • r , ° - w < b s �< . a 1 lit M Y - 5 ' }+` r Aaia yr +t Wa K�t,y s ,, < . f . k 1v . "'''♦.t xI t. �l yn+ r �'. i ' �"�fyt' r,,I` , r-, �.4, ~;�. .I# a ".1 ref '. t `05 rt. i 11 t 'r t .. x hS A�, 1 4. r ham. t l V r 5 s;z + c{ �`. "{ 1 A� tq tl I �' ri z-a a�Sl?r. v r i� °,ir -a.M1, rk ri q` 1 •�� IAy' 11 1 1;t ♦ t,A. •�r ,1 ,t nr �N5. i�:\ t r <r r`'• rt + 1', 'r.: 11 rH ' ca'•f.. 1 .: . f Y y ,,,,� r a, +�t "� 7L , 1 'fJ, N - ` r.♦ 3. J r . ,i " 5 1 1 3 I. t ;, °z �� v ,t: r t , ° { r: a rI i - ; 1\ r '-4 .y, >, t a � i k ': j,m � . f S' t t 't ..t. I, �, . r !' j -, t _ 1. r L } b 5 : Y ` r, a 1.,p.. -,v t �, ' ,r x } 1. 't, i ;' - •3 i a - R t J' - T y ti� z:1 rtf..t i... a J 2 r' w S! 1 C'4 F. tI, . "., +�a le t ft"+ (fl -a1, ttr - '' >. cF 3q•, Y t y' 3 s, 1 ♦F - r. 't-, , R 4 ' + +1 -. p +z �M', r} r yd,.. ♦ - 7 r ! t ,zr F'rJ'rt; I - P;f .� tti' ° . ,,'M, 04-11 h a ;: #, t*i,t. k� ,� r t fi I.o J t•, +• j Z *r ,?''�ri d5 r *aT s 4 !.?i L r t 5 •S t -.,'ti r'• ,, o },'I 1 ro cC t�C -4 St. yy�" :'ri+r, yt +. 4 ba y - 'w t i`. 1 a z F' 1'>' 1 s - nt ^i L 'l . , . ,-- r f t' '. • 1 Iv r': i a..t s- g r �• �e' 3-„ sS .{ i -.ter -ti.T r'S -t ., - �1' ",. 7 t 1.', J'S' `ct 1, r� ' ` s n,. t r., yv ., `r _ , ,�!" , , yy ti tii Ii, ,,I , �' 1 - it} t i j 't Y,R I e r r f f. st 1, 1 ; Y , 3 y, I. ! : \, !r a }✓y.rfY " `t_ .t. 'i fP or t Y. l i r ,,- I� f (.rl 1 .y:, 4'f -y (,. 1 J .iy, ♦S �kr R �. h t , , �•i t t F i,;. - r w,I t I- '.� -, I r to , b Yz 1 a ' " i ? t r p . I + T. �* r? t tt i _ Y ,�i ✓ y ,,; ''r t i,1f 1 ,{ L t.'n 1Y ',! ..ti t F 1 i , 1 7l /. t i t7 ' t T 3' f. .: 7. a k 1- - ,4 � !- y 1 1 -,- .., t ;; fa V; , r f " r'{. i 't : f t f r t ,t �. P i f r 1, 'y. f ' 5 r .t• `r r. Aft � -q fr ..r 't t 1 �, ,_ a. t r A.. E �1 i Il` 1\ '� i''-k i f '4 _ 115 _ �i -I f t5 � .: , ' „f 4 " rd Z 5t1 v t+ .air rrl 1�''r!�.� {ti y' jrf s 1 , k1 f i IIIIit7777 IIIIIIITIIITI", f,lk itITIIItIIIIiIIItItIIITIIIItliIIFItItIIIITtIIitITIItIIItIIIIIIITIITTIITIIIItII71 IIiIIIItItItIlz IIiITIllIIIITTIIIitittIIIIIIitttIITITIIIly IITIIIIIITIIIIIIItIIIIitIIIItIttITIIIiIIIIItIIIlly. IIIitTIIItIIIIIIIItt4i ttllIIIIiIIIIIIT IIITIIIIIIIITfly. IItIIIIly. IIIIt17, tIItIIIIIITitIIItIIIiITIIII- - - -------- IF-1 IitIIIIIIITTVIIIIIItIL IitIIIIIIIitIitII7 JL IIiIIIIIIIIIIIItIIIIIIttIIIiIttII54 IiIN .......... IItItIIIII7-7, IitITitItIIIllIIII tIItIz 1� IIttTIIItIIEY IIItIIIittIIIIlTIIII5 IITIf "" titIItIIIIIItITIIIIIIIIIittIIIItT% in II6'� IIIItItITITIIITTITIliIIIIiIttIIIitIIIlItITIIIIItItIIttTItIIIITIIIIVIIIITItiitiIIIlIITtIittIittI01 tIItIIItittm IIIIItI 11111 E Em Iffil I0 IN Q D E w 028 To 5 O 4 W04�282;�� 2.� I Q I 130 66", R C I 0 f s ;i'l 0 0 3 '308 I77 364 4:7,r� f t TOTAL'� 3 1 7 WTIRCR �N t6cft 03 21 2 2 14, 832; Z To 5 2 Ic R 4A8 4 I 0, cp,.. 1 7 f 9 09 Cp: 24_7,,dfs, 43 5 032 -1 64,,� 43 5 8 80 456 T c P� I 4 f 11 c s "l-3 456 ��M c 1 �T4 6 777 Q. C :�c S, f 47 TCR; -,C fs 05J �,,��,.OVERFLOW, I05K 0 1 O' "Al 43 G t_'l 3 4 0 C I C _P7 7 --- tI------ CP, 17777 2 II06'� 13 ASO 49 4 9 2 6.1 tItT 2., OTALX*,�-, w 9 2 3. I0 5 I I u Em Iffil 1111YAR'IN I0 028 2.� I Q I 130 66", R C I 0 f s 3 I77 T2 4:7,r� f t TOTAL'� .1 1 5 7 WTIRCR �N t6cft I12�W� C 0 4 D 2 Ic R 4A8 4 I 0, cp,.. 1 7 f 9 435 Cp: 24_7,,dfs, 43 5 C R 8 ;$'6ft 43 5 8 456 T c P� I 4 f 11 c s "l-3 456 ��M c I .1118:Ttc fs" 050 Q. C :�c S, f 47 TCR; -,C fs 05J �,,��,.OVERFLOW, I05K 0 1 O' 5, RCB- t_'l 3 4 0 C I C _P7 - --- tI------ CP, 17777 1111YAR'IN 1-7 t tI I0 028 2.� I Q I 3 I77 TOTAL'� -8 048 3, 0 4 D IIiI0 5 8 0 5 tI20, 0 5 E 6,: T5 7F." T 050 6 051 05J I05K - --- tI------ II06'� I08 7 7 tItT OTALX*,�-, 8, I0 1, I 1-7 t tI