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HomeMy WebLinkAboutDrainage Reports - 12/01/1988Hewlett Packard (Preston -Kelley Subdivision) Building 6 Drainage Report December 1988 RMNC Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 303/226-4955 January 11, 1989 Mr. Glen D. Schlueter City of Fort Collins Stormwater Utility P.O. Box 580 Fort Collins, Colorado 80522 RE: DRAINAGE ANALYSIS FOR THE HEWLETT PACKARD BUILDING 6 - PRESTON-KELLEY SUBDIVISION Dear Glen: ' Hewlett Packard of Fort Collins is located on the northeast cor- ner of the intersection of County Road Number 9 and Harmony Road (Colorado State Highway 68). More specifically this project is located in the southwest quarter of Section 33, Township 7 North, Range 68 West of the 6th Principal Meridian. This report provides an analysis of the affect on the existing site drainage ' system caused by the proposed Building 6 project. Building 6 is to be located just to the northwest of existing Building 3 as shown on the HP Master Site Plan (Exhibit A). The Building 6 project consists of the construction of Building 6, a Cafeteria, Energy Center, Building 6 Annex, and additional parking areas. These new features are located within the shaded area of Exhibit A. The new buildings will cover approximately 5.1 acres while new pavement and walkways will cover ap- proximately 8.3 acres. However, approximately 21.1 acres of new building will be constructed over existing pavement while new grass will be built over approximately 0.25 acr✓js of existing pavement. This results in a net increase of 11.j05 acres of im- pervious area to the HP site. This drainage analysis consists of three main parts. First, since the Building 6 project will result in a relatively large increase in impervious area at the HP site, the 100-year dis- charge from Dam Pond (located within the southeast corner of the site) to Fossil Creek Reservoir Inlet Ditch (located off -site) was analyzed. Second, a hydrology and hydraulic profile analysis was conducted for the new storm sewer lines associated with Building 6 (Lines BB and CC). Finally, the impact of Building 6 on the magnitude and route of the upgradient, off -site 100-year flow as it enters and passes through the HP site was analyzed. Other Offices: Vail, Colorado 3031476-6340 • Colorado Springs, Colorado (719) 598-4107 ' Several previous drainage studies have been conducted at the HP site and have been reviewed and incorporated, where appropriate, into the analysis. In 1976 and 1977, Anderson & Hastings Con- sulting Engineers, Inc. prepared an overall master site drainage plan and performed storm sewer design calculations for the south- west section of the HP site, including Building 1 and storm sewer line A. In 1979, Stewart and Associates prepared a drainage study of the northern half of the HP site, including the ' presently undeveloped area at and to the north of future build- ings 4,5,and 7. The Fox Meadows Basin (Basin H) Drainage Master Plan was prepared by Resource Consultants Inc. in 1981 and in- cludes the HP site. It outlines the peak flows that can be dis- charged from the HP site to Fossil Creek Reservoir Ditch Inlet when the Fox Meadows Basin has been fully developed. It is believed that another drainage report exists that addresses Dam Pond. However attempts to locate this report were unsuccessful. Finally, in 1988, RBD conducted drainage studies of the HP Tem- porary Building and the CICD Receiving Area Expansion and ' analyzed storm sewer routing through the existing K-line. Exhibit AA shows the general areas covered by these previous drainage studies. Dam Pond Analysis The performance of Dam Pond before and after construction of the Building 6 project was evaluated for the 100-year storm event. ' Table 4 of the Fox Meadows Basin Drainage Master Plan indicates that the peak outflow from Dam Pond for the 100-year event when the Fox Meadows Basin is fully developed should be 69 cfs. This ' discharge was used as a basis for evaluating the results of the Dam Pond analysis. ' The storage capacity of Dam Pond was determined from survey notes and a topographic map generated after a July 1988 site survey. The normal water level in Dam Pond prior to storm events is ' 4886.55 feet, with water occurring above this depth discharging through an 18 inch outlet pipe. Dam Pond is with a provided spillway at an elevation of 4891.57 feet to handle flood flows during the 100-year or higher event. Between these two ' elevations, 12.5 acre-feet is available for detention of on -site stormwater runoff. Discharges from Dam Pond go int¢ Fossil Creek Reservoir Inlet Ditch and flow south. I The Rational Method was used to calculate peak runoff rates for the 100-year storm event. The drainage basin boundaries before and after construction of the Building 6 project are shown on ' fold -out exhibits B and C, respectively. It should be noted that flows occurring within the southwest section of the site to man- hole A-9 were calculated as part of the Anderson & Hastings analysis in 1976 and 1977. The cumulative C coefficient, cumula- ' tive area, and cumulative time of concentration determined by An- derson & Hastings at A-9 were used as initial conditions for Basin Al. In addition, drainage basins indicated by letters R, G ' and CY on fold -out Exhibits B and C (the northern part of Build- ings 2 and 3 and areas north of these buildings) were analyzed as part of the CICD Receiving Area Expansion Drainage Analysis (RBD, ' September 29, 1988). Flow calculated during that analysis at manhole K-2 was used in the "before" building 6 calculations _n_ ' while flow calculated at manhole K-3 was used in the "after" analysis. Finally, the area north of the existing HP site fence ' all drains to the east and not into Dam Pond and is therefore not analyzed as part of the Dam Pond evaluation. The drainage basins shown on fold -out Exhibits B and C and their associated storm in- lets and manholes are shown conceptually on Exhibits D and E for the "before" and "after" Building 6 cases. The hydrology calculations were carried downstream along the major storm sewer lines until they emptied into a detention pond. The runoff coefficient, C, in the Rational Formula was assumed to be 0.20 for grass areas and 0.95 for roofs, pavement, and ' walkways. However, the value of C assigned to each basin was weighted according to land use. The rainfall intensity was ob- tained from the City of Fort Collins Rainfall Intensity Duration ' Curve (November 1975) as presented in the City of Fort Collins Drainage Design Criteria Manual. The time of concentration (tc)between manholes or inlets was calculated from the storm ' sewer pipe flow velocity. It is recognized that during the 100- year event, the lines are generally surcharged and may not con- tain all the flow. However, due to the complexity of accounting for this condition, it was assumed that all flow occurred within ' the pipes. This is a conservative approach since pipe flow results in a lower tc calculation, which results in a higher rainfall intensity. ' The total peak discharge at the downstream end of each storm sewer line was used to construct a hydrograph for that line. Triangular hydrographs were constructed with the peak equal to ' the calculated peak discharge and the time to peak equal to the time of concentration. The area under the hydrograph equals the volume of runoff and was determined by multiplying the rainfall ' intensity at the time of concentration by the area in square feet and by the area's weighted runoff coefficient. The 100-year hydrographs constructed for the "before" case for storm lines T,A,K (see Exhibit D) were added together to form the inflow hydrograph to South Ponds 1 and 2. This hydrograph is shown as Exhibit F. South Ponds 1 and 2 were assumed to act ' together as one pond since they are connected by a larger pipe (48-inch) than the South Pond 2 outlet pipe (30-inch). The com- puter program POND-2 (from Haestad Methods) wasjused to route this hydrograph through a pond that had the disc arge charac- teristics of South Pond 2 and a detention volume t at considered both South Ponds 1 and 2. The resulting outflow hydrograph was 'added to a hydrograph that was constructed for Basin F (overland ow to Dam Pond). This summed hydrograph then became the inflow hydrograph to Dam Pond and was routed through Dam Pond using the i5 puter program POND-2. The output from the program is provided Exhibit G. The peak outflow from Dam Pond during the 100-year event without Building 6 is shown on the output to be 37.5 cfs. ' 1V/1 For the "after" Building 6 case, South Ponds 1 and 2 and North Pond 2 were all assumed to act together as one pond. This as- ti sumption is possible because flow between North Pond 2 and South Pond 2 is more a function of water surface elevation in the two ponds than it is of pipe size. The 100-year hydrographs con- structed for the "after" case for storm lines A, K, T, AA, BB, -3- ' and CC and for Basin E (overland flow to North Pond 2) were added together to form the inflow hydrograph to a pond made up of South ' Ponds land 2 plus North Pond 2. This inflow hydrograph is shown as Exhibit H. The computer program POND-2 was used to route this hydrograph through a pond that had the discharge characteristics ' of South Pond 2 and a detention volume that considered both South Ponds 1 and 2 and North Pond 2. The resulting outflow hydrograph was added to a hydrograph constructed for Basin F (overland flow ' to Dam Pond) and the summed hydrograph became the inflow hydrograph to Dam Pond. The hydrograph was routed through Dam Pond using the computer program POND-2. The output from the program is provided as Exhibit I. ' The peak outflow from Dam Pond during the 100-year event with Building 6 is 42.6 cfs compared to 37.5 cfs without Building 6. ' Although approximately 11 acres of impervious area will be added to the HP site with the Building 6 project, additional detention storage is provided through the use of North Pond 2. Because of this, the peak outflow from Dam Pond during the 100-year event ' does not increase significantly after Building 6 is constructed. Both the "before" and "after" cases have peak outflows less than the 69 cfs outlined in the Fox Meadows Basin Drainage Master Plan. It is felt that the calculated values are conservative since the assumptions made throughout the analysis were conservative. eAnalysis of Building 6 Proposed Storm Sewer Facilities The Building 6 storm sewer system consists of the BB -line, and ' one lateral, the CC -line. The BB -line will drain the new Cafeteria, the courtyard west of Building 6, the southern half of the Building 6 roof, the Building 6 Annex roof, and the shipping and receiving area. The CC -line will drain the northern half of ' the Building 6 roof, a small area north of Building 6, and the Energy Center roof. The CC -line connects to the BB -line at man- hole BB-4 as shown in ' if J Flow a downstream end of the BB -line will er flow into North Pond 2 or ow south to South Pond 2, depending on hydraulic condition The upstream end of the BB-1 in xisting K-line between ' manholes K-3 and K-2, thereby diverting flow in the K-line to the BB -line after it reaches manhole K-3. i I The Rational Method was applied to the CC -line alpd BB -line for ' the 10-year and 100-year storm events. The calculations are in- cluded as Exhibit K. The calculated discharge causes the pipe to surcharge during the 100-year event. A storm drainage analysis computer program, STORM (by CIVILSOFT), was run for the 100-year event to calculate the hydraulic grade line and determine if it will go above the ground surface. The numbering of the pipe net- work is shown in Exhibit J. The water surface elevation at the downstream end of the BB -line was taken to be 4906.85 feet. This elevation was determined during the Dam Pond analysis and is the maximum pond water elevation when runoff from the 100-year event ' for the A,K,T,AA,BB and CC lines and Basin E is routed through a pond made up of North Pond 2 and South Ponds 1 and 2. The output from the program STORM is provided as Exhibit L. It indicates ' that the hydraulic grade line remains below the ground surface during the 100-year event. This was done because the courtyard C ' between buildings two and six will be completely enclosed by ' buildings. Because the hydraulic grade line remains below the ground surface, it means that the surrounding buildings are protected from the 100-year storm. ' Off -Site Flow Analysis Up -gradient, off -site flow enters the HP site from the west via an 18-inch CMP under County Road 9, as shown on Exhibit M. The ' Fox Meadows Basin Drainage Master Plan indicates that the peak flow entering the HP site at this location during a 100-year event is 28 cfs. The pipe directs this flow to combine with on - site flows that develop on 35 acres of undeveloped land north of the existing HP buildings. The 100-year peak flow that occurs from these 35 acres of undeveloped, on -site land was calculated ' to be 27.9 cfs using the Rational Method. This is the same both before and after the construction of building 6 because the 35 acres north of the existing HP buildings is unaffected by the ' building 6 construction. The 27.9 cfs on -site flow combines with the 28 cfs off -site flow for a total of 55.9 cfs. Six irrigation laterals exist within the northern, on -site undeveloped area and direct this flow east to the Fossil Creek Reservoir Inlet Ditch. ' The magnitude and route of flow that occurs within this part of the HP Site will not be changed by construction of the Building 6 project. ' Summary The drainage analysis presented in this report indicates three main points. First, flow from Dam Pond during the 100-year event after the construction of Building 6 will not exceed the 69 cfs peak flow identified in the Fox Meadows Basin Drainage Master ' Plan. A conservative estimate of the peak discharge from Dam Po the 100-year event with Building 6 was calculated to be 6 s, while without Building 6 it was calculated to be 37.5 cfs. Second, the storm sewer system designed to accommodate ' the Building 6 project will not be at capacity during the 10-year event. During the 100-year event, the system will be surcharged but the hydraulic grade line will not exceed the ground surface ' elevation. Third, off -site flows that enter the HP site from the west /combine with on -site flows that develop on 35 undeveloped acres north of the existing buildings. The magnitude and route of flow that occurs within this part of the HP site will not be ' changed by construction of the Building 6 Project. This analysis was prepared to satisfy current City cif Fort Col- lins criteria in storm sewer design and drainage calculation methodology. ' Sincerely, RBD, Inc. 61k�� C ' Joseph C. Goldbach, P.E. cc: 282-001 LIST OF EXHIBITS EXHIBIT LETTER TITLE A HP Master Site Plan AA Locations of Previous HP Site Drainage Studies B Drainage Basin Boundaries Without Building 6 (fold out) C Drainage Basin Boundaries With Building 6 (fold out) D Conceptual Layout of Storm Sewer Inlets and As- sociated Drainage Basins - Without Building 6 E Conceptual Layout of Storm Sewer Inlets and As- sociated Drainage Basins - With Building 6 F 100-Year Event Inflow Hydrograph to South Ponds 1 and 2 - Without Building 6 G POND-2 Computer Program Output for Dam Pond Without Building 6 H 100-Year Event Inflow Hydrograph to South Ponds 1 and 2 and North Pond 2 - With Building 6 I POND-2 Computer Program Output for Dam Pond With Building 6 J Building 6 Storm Sewer System K Hydrology Calculations for the 10-Year and 100- Year Events for the BB -line and CC -Line L STORM Computer Program Output - Hydraulic Grade Line Calculation for the BB -Line and CC -Line i M I Off -Site Flow Analysis „I I t a 0.. Om S 5� 8 OOD WN O ix J O a x 1 may. i , MICE II O0- ry I i j 1 r o OcL W_ O Q W N a a LU O Z CO) 44 W O C a W U ~ N O a ,•lam^— -_-� j� . . .. .....f �.._'... :_: '-:-�.L _ _ - — -...- I- .. - .- _�.�«. � __ �."•�. _ _. EXHIBIT -C' g¢¢ ° ° ° O a o 0 o = oo DRAINGE REPORT FOR THE HEWLETT PACKARD w.,n .. BDILDING 6HEWLETTPACKAR D � W — A9l ]. w ]�O 9 e9 ]W II W 12O2A6' _ LEGENO —_---%_-_ --- N ♦3 OW R9 W T0.11 ___FUTURE BUILDING _— 3693O 0•W ]9R S9� - — If - �a B ^- - - EXISTING BUILDING ,� �qy--9sAs _,2� -�, L ~ IM ;1 �•� BASIN BOUNDARY . FT. COLLINS, CO `]--9R! -2-�?t_�m CGl BASIN DESIGNATION BASIN ACREAGE a i PIT,-i^Y- s a- t WITH BUILDING 6 t _ a r! IIII EXISTING SITE UTILITIES `\\ Ii r7\ �'a a PREPARED BY James H. Stewart & Assoc., Inc. SEPT. 1980 04 1 -- —T �= I I I i ^C - ale F-L - I worosAU .. E Fu]u SLING. � � tt roRARv elax6 - PARKING It 1 \ 7Godd 11 -� x-] -.-_ • n] 2 I i_�Zfr .JAI C� •]\ 0 X 0305V 11" E 26.10' •2941"E 502.10 �5 x AIWONY ROAOI ' P •• 00 11;-1 RI R2 AS II M BLOM 2 1`Re >ILL RM1 let . 171 WIC7' /Ap i i I e,n]50 - E mao6w IS A N 99•39'.IE 34S 16 HARMONY ROAD I 50 0 .0O - 250 500 —7_J-1 suLE:uR.-+oon. NORTH E ! 9927 E U9e 29 I I I 6 ��• \� J� }\- -- -- 1 \ I• N!6409'W 2O0A0 All e1.GI .• 569•i9'43"E T61.Ot�• �01� e]RRT \Lx E 26Y]6 f ,Ei,w. ER 1 x 4.71 It I3.11233 E 14H.012 �013.9. I ' I EXHIBIT'B' a D G O 0 6 0 0 0 DRAINAGE REPORT FOR HEWLETT PACKARD _ Nnzozn e w e e e.a BUILDING HEWLETT =�1 PACKARD _ p w P 5]M. s n 3o ir' W uax Bs , ., 5 B9 30II' W 39139 _ LEDEND ✓ ` y: EXISTING BUILDING — we .y M -., •.�, ..'- --- FUTURE BUILDING •! COLLINS, CO : FT _. BASIN BOUNDARY A6 BASIN DESIGNATION BASIN ACREAGE fill _ - i - ` : WITHOUT BUILDING6 EXISTING SITE UTILITIES . �" ^w •••• T= ° �,f PREPARED BY James H. Stewart & Assoc., Inc. SEPT. 1980 y _ D ;oo 8 /± . 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ZI ;q-,CT "9s, ONE: P0N'O, .. , ran+K.. i M I I I � ` 3�• . 3 f1+Tt F 4s 54 _ C FS i IZIA I 15 q,' j z'J z q i 205.0 i 197, 1 I !$3.0 j Ito7. 6 f i 13( \ _7Z . I z 78 106. 0 A LINE \ a f 102 I !ill'. q I , , • i .\ � t. I I IN E 1 EXHIBIT G POND-2 Version: 2.30 Page 1 of S/N: B7020229 k iF lk iF iF iF 9k RiF 1F MiF iF 1!1!M MMiFit iF lF NN iF lEk kiF iF R1F iF it iF iE iF 1F IF kik iFM l4 iF iF iFk RNik if iF it i4 Y.k 1F iFr iF kkRiFR i! M * HEWLETT-PACKARD FORT COLLINS - WITHOUT BUILDING 6 r * DAM POND - 100 YEAR EVENT r +� INFLOW HYDROGRAPH: OUTFLOW HYDROGRAPH FROM SOUTH FOND 2 PLUS * HYDROGRAPH FROM OVERLAND FLOW TO DAM POND w at*•a*+tr+t+r+t+t+�+r�r**�+t+r+��t*•s*****s�rw�+�*+r+rw****aF*+�+�***+crr*r rr�r+r*rr**�ww* EXECUTED 12-15-1988 15:24:22 Dist, Files: B:DAMPND .PND B:ODMPND .HYD INITIAL CONDITIONS Elevation = 4886.55 ft Outflow 0.0 cfs GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- tELEVATION: OUTFLOW : STORAGE : i 2S/t 2S/t 0 1 (ft) 1 (cfs) (ac-ft) 1 (cfs) (cfs) • : :---------:---------1-----------' :------------:-------------1 1 4886.55 1 0.0 , 0.00 : : 0.0 1 0.0 : 1 4887.00 1 3.9 : 0.82 1 : 196.4 : 202.3 1 1 4888.00 1 6.9 1 2.86 : 1 692.1 1 699.0 1 14989.00 1 9.0 : 5.19 1 1 1256.0 1265.0 1 4890.00 1 10.7 : 7.82 1 1 1892.4 1 1903.1 1 1 4891.57 1 12.9 1 12.51 1 1 3027.4 1 3040.3 1 1 4893.00 1 207.6 : 17.35 1 4198.7 : 4406.3 1 --------------- Time increment (t) = 0.100 hrs. Y ' POND-2 Version: 2.30 S/N: 87420229 • Pond File: B.,DAMPND .PND - Inflow Hvdrograoh: B:ODMPND .HYD Outflow HYdrograph: B:HPOUT .HYD INFLOW HYDP.OGRAPH ----------------- TIME 1 INFLOW 1 1 (hrs) 1 (cfs) 1-------- 1--------: 0.000 : 0.01 0.100 2.71 0.200 1 9.21 0.300 19.81 0.400 1 32.4; 1 0.500 : 42.8: taw 1 0.600 50.41 0.700 103.0: 0.800 1 154.21 L i 0.900 : 169.91 1 1.000 169.21 1.100 : 160.9: 1.200 149.2: 1 1.300 1 135.9: rr' 1 1.400 1 121.9: 1 1.500 105.91 1 1.600 1 88.51 1 1.700 1 71.1: 1 1.800 1 53.6: 1.900 1 49.0: L' 2.000 1 45.6: 1 2.100 . 43.9: 1 2.200 t 42.3: 1 2.500 1 40.71 y' 1 2.400 38.71 1 2.500 36.81 a. 4 2.600 1 35.11 1 2.700 1 33.4: 1 2.800 1 31.2: 1 2.900 1 28.9: 1 3.000 . ----------------- 26.91 C L.: Il+I2 (cfs) 2.7 11.9 -49.0 52.2 75.2 93.2 153.4 257.2 324.1 339.1 330.1 310.1 285.1 237.8 227.8 194.4 159.6 124.7 102.6 94.6 89.5 86.2 83.0 79.4 J5.5 71.9 68.5 64.6 60.1 55.8 EXHIBIT G (CONTINUED) Page 2 of 3 EXECUTED: 12-15-1989 15:24:22 ROUTING COMPUTATIONS ------------------------------------------ 2S/t - 0 1 2S%t + 0 1 OUTFLOW !ELEVATION: (cfs) : (cfs) I (ft) - ------------ 0.0 1 , 0r01 --------- 0.0 ;---------' 1 4886.55 2.6 : 2.71 0.1 14886.56 1 13.9 : 14.5: 0.7, 4886.58 1 41.3 1 42.9: 0.8 4BB6.65 89.9 93.5: 1.8 4886.76 1 158.7 165.11 3.2 1 41386.92 : 243.5 1 251.9; 4.2 4887.10 1 386.8 1 396.91 5.1 : 4687.39 630.8 1 644.0: 6.6 : 4887.89 1 939.2 1 954.91 7.8 1 4888.45 ; 1260.3 1 1278.31 9.0 1 4889.02 1 1570.6 1 1590.4: 9.9 1 4889.51 1859.4 1 1880.71 10.6 1 4889.96 : 2122.2 1 2144.51 11.2 1 4890.33 2356.8 1 2380. 01 11.6 : 4890.66 1 2560.5 2584.6: 12.0 4690.94 : 2730.2 1 2754.91 12.3 1 4891.18 : 2864.6 : 2889.8: 12.6 1 4891.36 : 2963.7 1 2999.31 12.8 1 4891.50 1 71033. 1 3066. i66. 31 16.6 : 4891.60 1 3077.0 1 3127.7: 25.4 1 4891.66 : 3104.7 1 3166.5: 3i �. 9 1 4891.70 1 3122.2 1 3190.9: 34.4 : 4891.73 : 3132.4 1 3203.21 36.4 1 4991.74 . 3137.1 : 3211.8: 37.3 1 4891.75 . 3137.7 1 3.212.61 37.5 1 4891.75 3 135. 5 1 3209.6: 37.0 : 4891.75 : 3.131.E 1 3204.0; 36.2 1 4891.74 : 3125.9 I 3196.21 35.1 1 4891.73 1 3118.7 1 3186.01 33.7 1 4891.72 1 3110.4 1 ------------------------------------------ 3174.51 32.0 1 4891.71 1 Peal: Inflow m 169.9 cfs Peat; Outflow 37.5 cfs Peak Elevation = 4891.75 ft EXHIBIT G (CONTINUED) POND-2 Version: 2.30 S/N: 87020229 Page 3 of 3 Pond File: B:DAMPND PND Inflow Hydroqraph: B:ODMPND .HYD Outflow Hydroqraph: S:HPOUT .HYD EXECUTED: 12-15-1988 Peak Inflow 169.9 cfs 15:24:22 Peak Outflow 37.5 cfs Peal: Elevation m 4891.75 ft Flaw (cfs) 0 20 40 60 80 100 120 140 160 180 200 220 1x .2 -1x • :x .3 -tr. 1x .4 -1 r. 1 x .5 -1 x .6 -t x 1 x .7 -1 x S x 8 - x x * .9 -1 x 1.0 -1 x 1.1 -1 x 1 x 1.2 -1 r. 1 x 1.3 -1 x 1 x * 1.4 -t r. 1 x 1.5 -1 r. t x 1.6 -1 x 1 x 1.7 -1 x I x * 1.8 -1 x x 1.9 - x 2.0 -I x 2.1 -1 >: 2.2 - r. x* i 2.3 x* r.* 2.4 - x* 1 x 2.5 -1 x x 2.6 -1 x *x 2.7 *x. 2.8 -1 x 2.9 * x TIME (hrs) * Inflow hvdrograph ---? B:ODMPND HYD ., Outflow hvdrograph ---`r B:HPOUT .HYD EXHIBIT H Zyo zoo 160 RMINC Engineering Consultants CLIENT PROJECT H PFC (o MADEBY JAP DATE 1 I2 us CHECKED BY JOBNO. 282-001 CULATIONS FOR DATE -SHEET -OF /00- YEI-79 EUENT /AJFLOLJ HYJ)/?oGR1+)q1-I NO/ZT1-! polo 1 t. sou-nrl po,Ajos / f FOR 2- - WITH BLOC 6 (Assc/ME 77iE 7IIREEI /�oNDs CT TUGETY/ER As oAJs pOA).o — /NFLOw NYD/roGRAPfI /s SUMM/aT/ON OF NYO/Po6wgPHr 1470/1? THE A-[/AIC/ TUNE/ 13B-.01VE,` AA-L/NE F 6As/N E) cFs o O 61. Z_ 12 122. to 4 � IS 133.9 c r GI 24 234.q 1 \ 30 260. S 1 \ 36 256,8 I yz 251.5 I 48 212.3 5`I ZI3.3 60 194.2 66 175. H I A- LINE r ; 7Z 155.0 I k-uNE 78 136, 8 Olt I I -7. S / \ 90 98.5 CC -LINE + / 96 -79'y 22p0 Ii AA -LIME \ Izo 2. / T-UNE 121 30 Go 90 IZO _ t,MQ (ALA) NPFC , HYD F-- Patio Z Fl(,E EXHIBIT I ' POND-2 Version: 2.30 Pace 1 of 3 S/N: 87020229 ' �, wwwwwxwwwwwwwxwwww+rwwwwwitwxwxww+!wxwrxwxwxxxwxxxwwwwwwxwwwwwwwwwww+:w w w w HEWLETT-PACKARD FORT COLLINS - WITH BUILDING 6 w w DAM POND - 100 YEAR EVENT + ' w INFLOW HYDROGRAPH: OUTFLOW HYDROGRAPH FROM SOUTH POND 2 PLUS w w HYDROGRAPH FROM OVERLAND FLOW TO DAM POND w wwwxwwwwwwtwwx�rwwwwwwwwwwwwxwwwwwwwwwwwwwwwwwwx•wwwwwwwwwwr.wwwwwwwww EXECUTED 12-15-1988 14.13:05 Disk Files: B:DAMPND .PND B:DMPND .HYD INITIAL CONDITIONS Elevation 4886.55 ft Outflow 0.0 cfs' COMPUTATIONS ' --------GIVEN-POND-DATA ------- --------------------------- !ELEVATION! OUTFLOW t STORAGE I t -------_-- 2S/t 1 2S/t + 0 1 t (ft) 1 (cfs) ! (ac-ft) ! t (cfs) ! (cfs) I L 1--------- 1---------- I---------- t I------------t------------- 1 4886. 55 1 0.0 ! 0.00 1 ! 0.0 t I 0.0 t ' t 4887.00 1 3.9 ! 0.82 1 t 198.4 1 202.3 t 1 4888.00 ! 6.9 ! 2.86 1 i 692.1 t 699.0 1 L 1 4889.00 1 9.0 1 5.19 1 1 1256.0 1 1265.0 1 1 4890.00 1 10.7 ! 7.82 1 t 1892.4 t 1903.1 t 1 4891.57 t 12.9 1 12.51 1 1 3027.4 1 3040.3 I ' L 14893.00 1 207.6 1 17.35 1 l ------------------------------ -------------------------- 4198.7 1 4406.3 t �- Time increment (t) s 0.100 hrs. L L L. 1 w f� f� 1 1 1c .r POND-2 Version: 2.30 S/N: B7020229 Pond File: B:DAMPMD .PND Inflow Hydrograph: 8:DMPND .HYD Outflow Hydroqraph: B:HPOUT , .HYD INFLOW HYDROGRAPH TIME : INFLOW ; ! II+I2 (hrs) ! (cfs) 1 (cfs) - 0.000 ; 0.0; i ----- 0.100 3.21 : 3.2 0.200 1 8.6: ! 11.9 0.500 ; 16.21 ! 24.8 0.400 1 28.71 1 44.9 0.500 41.3: 70.0 0.600 1 50.9: 1 92.2 0.700 1 58.51 109.4 0.800 ; 64.71 1 123.2 0.900 121.71 1 186.4 1.000 ! 152.61 : 274.3 1.100 : 166.11 318.7 1.200 : 168.11 i 334.2 1.300 i 162.51 ! 330.6 1.400 : 151.91 1 314.4 1.500 : 138.0: : 289.9 1.600 1 121.91 ! 259.9 1.700 1 104.4: ! 226.3 1.800 ; .85.9! 1 190.3 1.90o ! 66.81 ! 152.7 2.000 : 48.1: 114.9 2.100 : 47.01 1 95.1 2.200 : 45.91 .1 92.9 2.300 1 44.9: : 90.8 2.400 1 43.91 1 88.8 2.500 ! 42.91 1 86.8 2.600 : 42.01 i 84.9 2.700 : 41.11 83.1 2.800 ; 39.9; 1 81.0 2.900 1 38.7: 1 78.6 3.000 I 37.51 1 76.2 3.100 1 36.41 i 73.9 3.200 35.31 ! 71.7 3.300 ! 34.3: 69.6 3.400 : 33.3; : 67.6 3.500 : 31.9! : 65.2 3.600 1 30.41 : 62.3 3.700 1 29.1! ! 59.5 3.900 ; 27.71 1 56.8 3.900 i 26.5: ! 54.2 4.000 ! 25.3: ; 51.8 EXHIBIT I (CONTINUED) Paqe 2 of 3 EXECUTED: 12-15-1988 14:13:05 ROUTING COMPUTATIONS 2S/t - 0 1 2S/t + O : OUTFLOW !ELEVATION! (cfs)1 (cfs) : (cfs) I -- --- I-----------1--- -(ft) -, -- - I 0.0 1 0.01 0.0 1 4986.55 1 3.1 : 3.21 0.1 1 4886.56 1 14.3 1 14.91 0.3 : 4886.58 1 37.6 ! 39.11 0.8 1 4886.64 : 79.3 : 82.5: 1.6 : 4886.73 : 143.6 1 149.3: 2.9 : 4886.88 1 227.6 1 235.8! 4.1 ; 4887.07 ; 327.5 1 337.01 4.7 1 4887.27 1 439.9 1 450.71 5.4 1 4887.50 1 613.4 1 626.3: 6.5 1 4887.95 : 872.5 : 887.7: 7.6 1 4888.33 1 1173.8 1 1191.21 8.7 1 4888.87 1 1488.7 : 1508.01 9.6 1 4889.38 1 1798.3 1 1819.3! 10.5 : 4889.87 1 2090.5 1 2112.71 11.1 1 4890.29 1 2357.1 1 2380.41 11.6 : 4890.66 1 2592.9 1 2617.01 12.1 ; 4890.99 ! 2794.2 : 2919.21 12.5 1 4891.26 1 2959.0 1 2984.5: 12.8 : 4891.49 1 3065.5 1 3111.71 23.1 1 4891.64 : 3114.7 1 3180.41 32.9 1 4891.72 ; 3135.7 1 3209.81 37.1 1 4891.75 ; 3149.1 1 32213.61 39.7 ! 4891.77 ; 3157.2 1 3239.9: 41.7. 1 4891.78 1 3161.6 1 3246.0: 42.2 1 4891.79 1 3163.7, : 3248.41 42.6 ! 4891.79 : 3163.1 1 3248.21 42.5 ; 4891.79 1 3161.7 1 3246.21 42.2 1 4891.79 : 3159.2 1 3242.7! 41.7 1 4891.78 1 3155.7 1 3237.81 41.1 1 4891.78 1 3151.5 1 7,231.91 40.2 1 4891.77 1 3146.8 1 3225.41 39.3 1 4891.76 1 3141.9 I 3218.5! 38.3 1 4891.76 1 3136.9 1 3211.51 37.3 1 4891.75 3131.9 : 3204.51 36.3 4891.74 3126.6 : 3197.11 35.2 1 4891.73 1 3120.6 1 3188.9: 34.1 1 4891.73 1 3114.6 I 3180.3! 32.9 1 4891.72 1 3108.2 1 3171.41 31.6 1 4891.71 1 3101.8 ! 3162.41 30.3 1 4891.70 : 3095.5 1 3153.6: 29.0 1 4891.69 1 Pea(; Inflow 168.1 cfs Peak Outflow = 42.6 cfs Peal: Elevation = 4091.79 ft ,O POND-2 Version: 2.30 S/N: 87020229 Pane 3 of 3 1 L' Pond File: B:DAMPND .PND EXHIBIT I (CONTINUED) Inflow Hvdrogranh: B:DMPND .HVD Outflow Hvdrograph: S:HPOUT .HVD EXECUTED: 12-15-1988 Peak Inflow 168.1 cfs 14:13:05 Peak Outflow a 42.6 cfs �- Peak Elevation - 4891.79 ft Flow (cfs) 1 -0- 20 40 60 80 100 ,120 140 160 ISO 200 220 .1 t -tx# .2 Ix a -!x # 1 1x # .3 -1x ■ Ix + .4 -tx + x + 1 .5 -1 t x I x # .6 -I x # .7 _t % 1 1 x # .8 -1 x # �- I x # ' 1 Ix 1 x # 1 x + - 1.1 -1 x + L x + x + =I x + - 1.3 x I x ■ 1.4 -i x * - `x 1 1.5 -1 x + >: # 1.6 -I x + ` 1.7 -1 % + 1 .. 1.9 -I x + C 1 x # 1.9 -I x » 1 2.0 1 x -1 x # + x # 2.1 - x I x a 1 2.2 2.3 --7 % x+ I x 2.4 - 2.5 x 1 -1 I x .. 6 Y. l 1 #x 2.7 -1 #x- #x 1 2.8 -I +x r t x 2.9 - x t #x 3.0 1 3.1 #x I rx 3.2 -I x . +x 3.3 #r. I #x 3.4 -1 #x 1 +x I +x , I #x = 3.6 +r. M 3.7 ): #x 3.e+x ' fr>; 3.9 -1 +x 4.0 -I +x TIME t (hrs) + Inflow hvdr nnraph --? P:DMPND .HVD x Outflow hVdrograph ---> B:HPOUT .HYD 1 1 1 1 1 1 1 1 1 i 1 i 1 1 1 1 1 1 1 EXHIBIT J CLIENT JOB NO. 28 2'0O I RINC PROJECT HPFC CO CALCULATIONS FOR Engineering Consultants MADE BY,)A& DATE !Z N$$HECKED BY DATE SHEET OF _ 2 o LU w � J LL O OC V w 2 cfl O c1 Z ---> Q Q J tr U W Q J � } Q a = v a 4 0 I T Q c� a � a Ul U) V � to M S a v � S EXHIBIT K 1 1 i �BIIIIIIIIII 11111111111111111111111 � B I I I I I I I I I I� 111111111111111111111111 ���IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII �BIIIIIIIIIIIIIIIIIIIIIIIIIIiIII 1111 �9111B���II�II��B1 11111111111111111 �8111����11�11���11111111111111111111 BIIIIIIIII 1111111111111111111111111 �1111111111�1111111111111111111111111 � 9111111111111 1111111111111111111111 � �9111111111111 1111111111111111111111 �9191����11�11���11111111111111111111 . �1�1����11�11���11111111111111111111 �E111����11�11��611111111111111111111 EI�1����11�11���11111111111111111111 11�1�� �Il�llg��llllllllllllllllllll �C1119��911�119��11111111111111111111 011111111111111111111111111111111111 � 011111111111111111111111111111111111 �OIII��B�11�11���11111111111111111111 �0111����11111���11111111111111111111 �II�I����II I�I9��11111111111111111111 MAY 1984 Q 0 z 0 W 0 } cc zLIJ J � a� a� gc w m ~W } c Ut w rn LL Z U a: L ¢3 OE U) o t= LL O LL 2 cc LL J Q U a r DESIGN CRITERIA I EXHIBIT K (CONTINUED) 1 1 i 1 1 1 �@IIIAB��II�III��BIIIIIIIIIIIIIIIIIII iz �BIII����11�111���1111111111111111111 �BIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII �811111111111111111111111111111111111 811111111111111111111111111111111111 911111111111111111111111111111111111 �BIII����11�111���1111111111111111111 . 01�1����11@III���IIIIIIIIIIIIIIIIIIII �EIII����11�111���1111111111111111111' EI�I���A11�11190C1111111111111111111 01�1����11�111���1111111111111111111 �E111����119111���1111111111111111111 �EIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiII 011111111111111111111111111111111111 �OIII��B�11�111���1111111111111111111 �0111����111111���1111111111111111111 ��I�I����II��II��IIIIIIIII�IIII'lll'I Q 0 Z W cc } Q Z� J " (L a� gc W cm F- W } C Lb � L W O) co Z Q OI cr3 OE o oC LL O W i ir LL J Q U a r MAY 1984 DESIGN CRITERIA No Text No Text ' EXHIBIT K (CONTINUED) RMINC CLIENT JOB NO. 2 S 2 - O 01 ' PROJECT NP FC (O CALCULATIONS FOR Engineering Consultants MADEBY`1AB DATE1VB tCHECKEDBY DATE SHEET / OF 13 CALCULATION NOTES _ 68-L/NE ' FLOW /N k- L/NE UP 70 K-3 Qo" 5. 5, I CFs JA,'u. `.7. oq 'FROM " DRFItNAG E CcoH = 0.77 J, 39-// ANALYSIS Fon 7NE `um NEW LETT' rActARD CICD /QECE'/V/.UG AaFFl EXPANSION '/ ' O (3A5/ 0 1 J c�� N 6B-9 - MAP MOLE /38-9 I I I 6Fls/� �3[f-9 I I LAIVD USE. ! ARcA !CAFEMR/A ROOF O, be a� ! 2 1. 5,Z j 0.95 to, END CtD6 6 ROOF 6.743_a 5.-7 0.95 COvRTl'%�RD 2. 30 ac 1 7Z .78 0.75 /00. 0 0,77 CUMULFlTIUE.� __G��IGFI'rE17k -.__G � '' f VsmJ as-9 3. lG j 36, cl 0.60 i /O. ZS j f00.0 I j � 1 fI !P/PE FLow� ' TInF Fflom. 'k-3 j 7a 13o-g 127 f4- o. 2 s i . Zo. Cl S. `/ 5 q. (v ; S3, Z 2 y. 7 %7. C,o = 0.76 C/ao = 0.97 QFu(L 7. 9 CFS v/'',« = 3.3 fps Q > Q FJLL _ 8.5/ 7.11 5LOPE 7D cPHRY1 I8.5 ers o.27° t = I27 f{ (/� 0, 6o M;,7 OU UVP4a�-NCp t•- 3.5 f F%rep \ O rPC !CUMULATIvE i� l ' i s = 39. /1 + 0. 6' = 311.7 M;,l i J 0410 _ Co. _T40 78)(Z.Z)(/o,25) = 17. <v CFs g100 = Cl,, Too A - (O.9/) (3.5yX10.' 25) = 35. Z CAS fI !P/PE FLow� ' TInF Fflom. 'k-3 j 7a 13o-g 127 f4- o. 2 s i . Zo. Cl S. `/ 5 q. (v ; S3, Z 2 y. 7 %7. C,o = 0.76 C/ao = 0.97 QFu(L 7. 9 CFS v/'',« = 3.3 fps Q > Q FJLL _ 8.5/ 7.11 5LOPE 7D cPHRY1 I8.5 ers o.27° t = I27 f{ (/� 0, 6o M;,7 OU UVP4a�-NCp t•- 3.5 f F%rep \ O rPC !CUMULATIvE i� l ' i s = 39. /1 + 0. 6' = 311.7 M;,l i J 0410 _ Co. _T40 78)(Z.Z)(/o,25) = 17. <v CFs g100 = Cl,, Too A - (O.9/) (3.5yX10.' 25) = 35. Z CAS CLIENT JOB NO. 2 S Z- ooi R' INC PROJECT Nl'FC CO CALCULATIONS FOR Engineering Consultants MADE BY JA(3 DATE !Z 6 es CHECKED BY DATE SHEET 2 OF / 3 1 L3a-01VE 1 Q3 [3AS/nl 6l3- $ - 1`1A/VA101.E 5 L3.7 g j ! LQAJD .V.SE ! 1A/1E17 j % � C % C o.5-7 i too 95 I i ' !�CUMUCFlTIJE � WE'lGH7i'p I C + _ To /39-9` /0.29 %2./8 0.75 7/.9 1 a/ls/Aj &3-3 0.67 -7. bz 0.175 7. y //. /Z_ 100.0 79. 3 7 C,a = 0,79 /o J c o. 9�/ 1 PWf__ -FLOW _T/MF-F/POM_ /36-9 �.. I 1 P/PF.s/2E 30" ! L /Sg {t Q 29.0 Fuca Plf'f In Opc_ ., :o. S 0/0 o, G I v 01,0576.Qfiwc 6,ZI4n0 x1c) n C UMUL(-VVF �c. tc - 3 7 + O, `'l _ q0.1 n.:h A 179)(2.19) (ll. /z) . _ /%. 2 c.r-s / �-- LQ,�o = Civo Zi,, A_ __._. �o! 9 9) (3. /z) _ 3 8. s C.F1 1 j 1 j 1 1 1 T3DNC CLIENT pp JOBNO. ' PROJECT 410FC CALCULATIONS FOR Engineering Consultants MADEBY106 DATE !Z 0�BCHECKED BY DATE SHEET 3 OF '3 ' $B- L/A)E 61)S/A) 83-(0 - /74N1-10LE ; 65-6J /NL E7 A513-7 i BAS/A) . 38 * 0 , LAND :USE /Fool=, 0./5 _ y3 .. 0..95 ' WALKu1AY j 0.08E 23 095 2/. S G/PASs , 0.:/ I 3`/. 0, to 6. S ' 0,35 ? log; i cU/VWfgT/V6_ _ WEJGH 0- _-C . ' 76.5 5AS/�j 36-6 0. 3 i 3•/ 0. 6 9 2. l I i ; 0. q 'PIPE FLOW >lME' FRD/`I 60 8' ) TD /345 �o / Y✓lC✓X C�• PIPE SiZF = s 30 29. C> 0. Qv' p- ./9 2 i = o• 6/0 _ /. 07 _> v = 6.3�Ps qLU« Z9.� ! . �F�« L�GL�� 110 CuMdLFITIVE Lcc t I 39, y . cr i I i r T:DINC ' Engineering Consultants CLIENT t PROJECT rI PFC C'� MADE BYJM DATE 1�CHECKED BY /3AS/N 56 MANHOLEi 13L3-5 f r /3ASYn1 13B-5 I. LAND VSE /�REfI ROOF /.59 /yo l 59:Q� /00 i CUMVLATIVE 1WG_/6AlTE-D C i /3.Ob /oa•O JOB NO. 282 001 —CALCULATIONS FOR —DATE SHEET—'Y—OF C o. qs , 4 0.79 0. 9.S o C 95 9s j. PIPE;---FL•O'CJ 7/ME.. .FRO/"j_ - 66-67.._7a. 13L3-S PIPE SIZE =. 3 Qfi = 2q.0 PIPC SLOPE = 0. S % 1 « vrv, Q { _ 79.7 _ I0. bS �v = 1,00 -� = 6.y fps _.29.0 f ii I � 1 CUMUL,A-nVE Ec ', t� = 1/0.3 i 0.2 = L/0.S !QID - Clo Io = �, 91� �2. /5) (13.06) = 22;7 °/ CFs Qlop ciao ;Tloo A 1 � i I ; (/.o) (3.y5) I I (/3.'D�)= L15. � i I 1 1 T:DNC Engineering Consultants CLIENT y� JOB NO. 28 2 - 00 / PROJECT HpFc G CALCULATIONS FOR MADEBY JAB DATE /Z tl 8 CHECKED BY DATE SHEET S_ OF /3 BB-L/NE - - .,- © BL3 cc C/NES AT eB-y CVMtILFl "nvc wE161-177CO c f Sa¢ NOTE IS > CC -LIME 2.Oc/Q4 /315/ 0.90 /2.1(e C38-0ME To /36-5 13.06:ac 86. y9 0.8/ 70. 06 i 15,10,0c. /00.0 02.2 =? Cio c O.SZ CIO o > l.O PIfL- _FLOW TIME FROM_ I3B—S 7Df.3.6-�/ : L = l 97 f-4 .. �1 F �. 29..0 pI?E'I ScoPF 0.5'/0 VFv�L = $.9 Q 2z.-7 = 0.-7 $ _ /. // v Qfvco i Z 9. 0 Vfv" 11 ! I7/' 'F'/"' i /..I M;n =i O.S Min i 6..5..f4Ixe � ono see �CVMVGfIT7VEI(( .. tL �c 0.5 rnin t L/0.S = y/ rn„� 1 (0. 0z:) i ! ! (/5:/0) = 26.(o GFS Q1 /00 Croo Tob A /0) ++ 1 I i I I 1 ' n 1 L H 1 CLIENT RINC JOB NO. Z02 - OO/ PROJECT HPFc 6 CALCULATIONS FOR Engineering Consultants MADE BV J/18 DATE /� 88 CHECKED BY DATE SHEET OF /3 88-L/NE O SA5/1V 66-3 - MFlNNOLE 30-3 4 ' 13Fl5/n1 88-3 LAND USE AREA °/ c RooF too 0.95 95 /. 5 / a ci too. j ! 175 ; CUMUL,gVVE W& 16 aTFDC. j 15.tOuL _. ,90.9 0.8.z 71/.5 6As/,v 00 3 i /, 5; a c l � 9.l 0.95 8. 6 C/oo = /. 0 401PE _FLOW ---T/ME FROi-i _... 30-`l To 6S-3 L = /'?8 P/ , nl FoLo = 51,7 c.-s I r/PE SLOPE = 0.60%; UFucc - %. 3 fps _ 2&e (o 0.5-1 i _ /.0' =7 V= 7.3 fPJ Vry LL l q8 f� / l M:� l 6,4j ( 7.3 ' 0_/rec i i GUMULFlT7V� c . _ _ = yl. o f o. y = yl. `/ I Q/o = c/o; Ito A_ . <G.S3� �2.1Z� (/6.(vl� = ZcJ. Z cFs i C, o! (3. clz) (/6. (ol� L i = 56.01 c Fs I ! i i_ I ■■rYiNC Engineering Consultants 1-1 CLIENT JOB NO. 2F3 2" (-)01 PROJECT L1H/2PFC (v -CALCULATIONS FOR MADE BY��AB DATE ' /9BCHECKED BY DATE SHEET -7 OF / 3 B(lj -C/NE ® 13ASIN (3 8 -Z — INLET L3l3-2$A MN 05-2A) INLET 98 -Z BAsiN ao- z LAAro VSE 4IPEA 0/0 G %c PAVEr/eN r 0.07 8. S & 0. 95 8. y WALKWAY 0.0(0 7. 57 0._95- 7, Z �33. 55 `0. 20. ) 6 , -7 0.79ac -A i .. I CUMULfjT7VE i WEIGfIT2�I�; C 7U 36-3 , l(0•6-/ i 95, 5 0, 83 79. 3 ' 8Asin, /3a-2- 0. -7 y, 5- 0, 3 z l• Y 17•Llac 00.-7 =i C�o=0.a1 � Ciao PIPE FLOW TIME FROM .. /3/3.3 _ 7D C13; 2 I P%rE Ylzc 36, L- 2/0 Ff Qfi« = 51,.7 cr-r 7.3 {rr Q 2 9 z 0 s6 v 7, ro i t-_ 7.6 PI'/lPci &0 TPc I CUMtlLAT71/E! fc � �c �//,°/ � 0,5 .9 �+•,, (2./�_�17.z4) = 2-7. (o cFs i Qroo = Cioa 5 `i. 2 c rs I I _A_ i I ! 1 n i� 11 1 H 7 CLIENT JOB NO. 23 2 00 1 RINC PROJECT HPFC CALCULATIONS FOR Engineering Consultants MADE BYJAL3 DATES 8 88CHECKED BY DATE SHEET 8 OF /3 N L { I O 6AS/N' .50-1 - /NLE7— i81-3 1 6AS/N 138-/ L AND USE ARIA ROOF 0.05 3. S O. 95- 3.3 I-AVL146'VT 80.6, 0.175' 76•6, WAcKWAY v. 0/ i O. GRF1Ss 0. 22 /•yLI/00.0 CUMUCATIVE WEl6H TeD C +o !SB-Z, /7.q 92.y 015), 7`-/.0 61.1TMf313-I - l.yy 4L 7. 6 -.0. eq !v. `l /$.a kc l 100.0 $I. Z -7C/o = 0.SI C/00 1, 0 i. /PIPE_ --FLOW T/ME ...!GlPOM Lz _ Ta C3 3-/ P//?E S/ZE _� 3 6„ Q/v L= 51..7 .. ?Y'l!'E Sto.-10..bo"/o VNLL = 7.3 Fir !(qQ/ _ 29. 6 = o. 577 Vv[ : /, oy 7 v 7, r, k I i 7. G..F4 (20- cumucelvvc O.3 y2.Z I I Qio - CIO IT,, it = �D.81) �7.1��1�.0� = 32.0 0 ).'.C3:3.�)(/s.-e) ; �.3• s—. I I I i 1 i I 1 RMINC Engineering Consultants CLIENT PROJECT CALCULATIONS FOR MADE BYS •DATE I� 8B CHECKED BY DATE C3A5/N I Cc-7 - i /NLET CC-17 k 6Asiti Cc_7 G . LAND USE- AREA G RAss 0.03 WALKaAY 0.02 0.05 a. •J JOB NO. 2 8 2 —601 SHEET 9 OF /3 CC 57aR(`1 LW E- 0/O C 04 C GO 0.20 l2 / O D. 95 38 5-0 =7 C,o C/ oo S) CAI Cut AT7JN . i 4100 Ciao I T (.O A = (O. (b2)(8) (0.05) = 0. 25 cFs Qlu _ C,o T,oA - (0.50)(5.1)(0.or,) = 0./3 CFs j5A5/n1 CC- G //UCcT cc-r BASIN 'Cc 6 LANp use AReA ,,AvE/r/EN7 o.ol 25 0.95 6R195s i 0,03 75 0.20 CUMO(ATIVE ' WE(GNTFp c I 0.05 55. s(o 0.50 - cc- 0. OLL tiy.yy. 0.39 D 09 A (00.0 <F; J. 3-1Il, For*I_ ColI;A5 V%a;Artr ('r:k") -/o G 23•75 /5 3?t- 5 =7 Co=0.39 2 7. 78 17. 33 "S. I _7 C/0 = O. y5 C/00 = 0.5(0 PIPE FLo�j 7/r/C" FRO/y CC 7 Tb Cc- G PIPE si2E = i /5 L 109 0- QFI« = 2, 7 «s PIPE SLOPE = 0, I9% V411L Q�JC 1. �Z . ! _ VAU« . t=' toy {t jl�;�� _ /,7 m; t cUr9ULATIVE �� �� _ (.5 m;A t- /.7 1"; l^y 1, D* = C,,, .o A = O.SG ( ) (7.q) (o, o v) = o. yo cF s nV 70 = Cio 1/0 A = (0. L15) (40) (0,09) ` 0. /q e-Fs CLIENT JOB NO.28Z 0O RINC PROJECT f �hFG CALCULATIONS FOR Engineering Consultants MADEBYJAS DATE�CHECKED BY DATE SHEET /0 OF /3 CC STORM L/n/E 12 5AS/nl CC-9 - MANHOLE CC-5- IBAS/N CC _• LAND L)se- AREA "Io C %C Roo F I. 59 too p. 9S ?S /.59,.ac F 95 0.95 CUrlUt�qriVE we/CfITED c -lo Cc-(o', 0.o90c S O.zlS 2.25 Cc-5 1.5,7 95 0.95 90•25 92.5 => C„ - 0. 9z CID. = /• 0 P)/'F FLOC) TIME P801M CC (o 7D CC -$ P/P6 s/ZE _ /5.. _ flec S40ec = O.19% Li= 20 F+ Qf , 7. 93 cFs I . ��« = 2•y Q = 0.19 = 0.06 v_ 0.55 V= 1.32 �,•, Q Fucc 2.93- •�'' 20 i COM"ATIVE ' tc I _ .-. .._��c-' g• 2 nni� i O. ZS t { ' Cl o Ta A _ (0. 92) (y. 6 5)1(1.6 B) = 7. Z t � ,j T3D,NC Engineering Consultants CLIENT PROJECT N P �� CALCULATIONS FOR MADE BY JA 13 DATE' 7 68 CHECKED BY DATE l3 aAsiJv Cc-3 - INLET CC- y :9AS)A1 1AM0 USE ROOF 0.12 00.00 PAVEMENT 6.0/. 6.67 GRAss 0. 02 /3. 3 3 0./5 /00.0 0 CUMUCAMIc WEIGH rEh C Cc-3 0, /5 S.Z /• 83 JOB NO. ZE32-001 SHEET // OF 13 CG LIAIE- C % c 0.95 7Co 0.95 6.3 0.20 2.7 85.0 0.9Z gy. 5 0,95 7.0 9/•s 7 C�� -.91 CJUU ; /.0 P/vE Flow 77ME rROP1 CC'-5 . TD CC-4/ pIPF .5126 18 L= /9N Ff Q rOL� = 7,3 c Fr n1,12E- sLOPs : 0, ys Q 7. 2 0.9q v - (. /y Y y. 6 7 FpJ Qr�« 7 3 ; N.67 PlieL 1 ( ore ) �CUMUCA-11✓E ,�c ' i£c 0.-7 9. 2 m;n 93) 7. S cFr 'QraJ = CJoo iEl.a A ((l. o� <7..10) �(/. 83)..= 13, 9 CFs T:DINC Engineering Consultants CLIENT PROJECT H/ FC 60 CALCULATIONS MADE BY AB DATE /Z/7 '9aCHECKED BY DATE 5ASIN CC-Z — INLET CC-2 t3Asm cc-?_ ! :LAND oS6 'A REP % C f1qV6_1VCNT 0.03 (o 0 0. 95 G/-Ass 0, 07- (40 0. 20 0,05 100 CUHVL09171/6 WE/GH7EP- , C, -/n cc-4/ I /. f33 97, 3 CG-Z 0.05 2.7 0.&5 I. 88 /00.0 PIPE FLOW TIME FROM CC-y TO CC-Z P/PE S/2E _ l8 L = 66 F+ G/pr X40/cr = O. bo_'�� 0,88 QF.,Lc S. S VFJL� 0.20 . m1n 5.'i Fl�rrc �Go s+•c� . JOB NO. ZSZ-00/ .SHEET / 2 OF / 3 CC L//VE C S7.o &5. o 7 C,, - 0. (05 8$: s 90,3=7C,o-0.90 Cioa _ 1, O Q:uLo = 9,5 CFr VFv« = y.0 V = 5. L/ fp, C(jMvtATWIT 1 6c �L 9,2 f 0.2 - 9.y 9o) (v,$) il.8e) = 7. 6 CFs r '0100 = ciao 7(oa A. _ (L0) (7.45)(/.s$) _ ly,0 SFr RMING Engineering Consultants CLIENT I JOB NO. 2 p 2. -00/ PROJECT N I FC CO CALCULATIONS FOR MADEBYJAa DATE"/7/0 CHECKED BY DATE SHEET /3 OF /3 Cc I1A)E is 8ASW CC- I - 1/ULET CC-1 t3ASIN CC -I': l LAMO USE AREA % G 117AVEMOUr 0.02 / 2. SO 0, 9S 900F GRASS 0.0/ 6.257 0.20 0. /(0 IOU. 00 COMOCATIVE ; wr_16N1-En c- /v Cc-Z /. 03 92. z 0. 90 Cc-1 0./& ! 7.8 0.90 2,0�1aL (uo.0 PIPE FLOW TIME FROM CC-2 70 Cc-1 : PIPE S12E- _; l8 " L = 225 Fa- r/PE . SGOP£ =: 0, 6 0 % Q _ 7,6 _ O, 09 v/` = 1.13 QTULL - D• S VNL4 i `t - 225 F+ / : 0.-7 // V. C //. 97 77. 19 1. 2 5 170. 31 =7 c„ = 83 7 90.0 =7 CIO -0.90 ctoo � /.0 QfULL - 3.5 vTl/LL - �• 7 ✓ = s, y i=ps CUm UCA-TIVE` f c j y c = 9. L/ + 0.7 = 1.0. l rn:n A = (0: 9 (q.q) (2.0 HF ) = 8. I cs .Q/00 C/,o Too o) (7.2s) (Z.oy) = 1q, 0 CF5 _ i 1 EXHIBIT L ' Project HP BUILDING b - CC 6 BB LINES - 100 YEAR EVENT ----------------------------------------------------------------------- ' INPUT DATA LISTING Date: 12/14/1988 Tine: 11.24:30 `. ------------------ CD -- L2 -- MAX D ----- ADJ 9 ----- LENGTH ------ FL I FL 2 CTLITN D N S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 8 1 ---- ---- ------ 4906.85 --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ---- 2 2 59.2 59.2 138.00 4B99.71 4900.54 4908.70 36. 0. 3 .00 .00 .00 1 3 0 0 0. '0. 0. .00 .013 2 3 56.8 56.8 210.00 4900.64 4901.90 4914.50 36. 0. 3 .00 .00 .00 0 4 0 0 0. 0. 0. .00 .013 2 4 52.1 52.1 198.00 1112,11 4111,11 4111,20 36, 0. 3 .00 .11 .01 0 5 9 0 0. 90. 0. .11 .013 2 5 45.1 45.1 197.00 4903.69 4904.68 4917.50 30. 0. 3 .00 .00 .00 0 b 0 0 0. 0. 0. .00 .013 2 6 39.4 39.4 64.00 4904.68 4905.00 4917.79 30. 0. 3 .00 .00 .00 0 7 0 0 0. 0. 0. .00 .013 2 7 38.5 38.5 62.00 4905.00 4905.31 4917.79 30. 0. 3 .00 .00 .00 0 8 0 0 0. 0. 0. .00 .013 2 8 35.2 35.2 15B.00 4905.31 4906.10 4918.00 30. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .013 �- ' 2 9 7.0 7.0 82.00 4907.04 4908.02 4918.10 19. 0. 3 .00 .00 .00 5 10 0 0 0. 0. 0. .00 .013 1 10 6.5 6.5 225.00 4908.02 4909.37 4917.90 18. 0. 3 .00 .00 .00 0 11 0 0 0. 0. 0. .00 .013 ' 2 11 6.4 6.4 66.00 4909.37 4909.77 4918.25 18. 0. 3 .00 .00 .00 0 12 0 0 90. 0. 0. .00 .013 2 12 5.9 5.9 194.00 4909.77 4910.b5 4917.70 19. 0. 3 .00 .00 .00 0 13 0 0 0. 0. 0. .00 .013 2 13 .3 .3 20.00 4910.90 4910.94 4917.65 15. 0. 3 .00 .00 .00 0 14 0 0 0. 0. 0. .00 .013 _ 2 14 .2 .2 109.00 4910.94 4911.15 4918.29 15. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .013 ' EXHIBIT L (CONTINUED) `-` Project : HP BUILDING 6 - CC 8 BB LINES - 100 YEAR EVENT Date: 12/14/1998 Time: 11:24:30 ------------------------------------------------------------------------------------------------------------------------- RESULTS STORM DRAIN ANALYSIS Line 9 D N Do Dr. Flow Sf-full V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TM TM No (cfs) (in) (in) Ift) (ft) Type Ht/ft) (fps) (fps) (ft) (ft) Calc Calc (ft) (ft) Calc CK ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ I Hydraulic grade line control 4906.95 2 59.2 36 0 3.00 2.48 Full .00788 8.4 8.4 4899.71 4900.54 4906.85 4907.94 7.14 7.40 .00 .00 3 56.8 36 0 3.00 2.44 Full .00725 8.0 8.0 4900.64 4901.90 4909.11 4909.63 7.47 7.73 .00 .00 ' 4 52.1 36 0 3.00 2.35 Full .00610 7.4 7.4 4902.00 4903.19 4909.95 4911.16 7.95 7.97 .00 .00 ' 5 45.1 30 0 2.50 2.22 Full .01209 9.2 9.2 4903.69 4904.68 4911.00 4913.38 7.31 8.70 .00 .00 6 39.4 30 0 2.50 2.12 Full .00923 8.0 8.0 4904.68 4905.00 4914.00 4914.59 9.32 9.59 .00 .00 7 39.5 30 0 2.50 2.09 Full .00981 7.8 7.8 4905.00 4905.31 4914.69 4915.23 9.69 9.92 `.00 .00 BB- 9 8 35.2 30 0 2.50 2.01 Full .00736 7.2 7.2 4905.31 4906.10 4915.54 4916.71 10.23 .10.61 4917.51 4918.00 1 C, L: 4 Hydraulic grade line control = 4911.00 9 7.0 18 0 B5 1.02 Full .00444 4.0 4.0 4907.04 4908.02 4911.08 4911.44 4.04 3.42 .00 .00 10 6.5 18 0 1.01 .98 Full .00383 3.7 3.7 4908.02 4909.37 4911.51 4912.37 5.49 3.00 .00 .00 11 6.4 18 0 1.00 .98 Full .00371 3.b 3.6 4909.37 4909.77 4912.19 4912.63 3.02 2.96 .00 .00 ' 12 5.9 18 0 1.05 .94 Full .00316 3.3 3.3 4109.77 4910.65 4913.04 4913.65 3.27 3.00 .00 .00 ' 13 .3 15 0 .27 .21 Full .00002 .2 .2 4910.90 4910.94 4914.06 4914.06 3.16 3.12 .00 .00 C C -7 14 .2 15 0 .22 .17 Full .00001 .2 .2 4910.94 4911.15 4914.06 4914.06 3.12 2.91 4914.06 4918.29 L - ` LIST OF ABBREVIATIONS ---------------------- V 1. FL i. 0 1 and H6 i refer to downstream end V 2. FL 21 0 2 and H6 2 refer to upstream end X . - Distance in feet from downstream end to point where H6 intersects soffit in seal condition X(N) - Distance in feet from downstream end to point where water surface reaches normal depth by either drawdown or backwater XIJ) - Distance in feet from downstream end to point where hydraulic jump occurs in line FIJ) - The computed force at the hydraulic jump D(BJ) - Depth of water before the hydraulic jump (upstream side) DIAJI - Depth of water after the hydraulic jump (downstream side) SEAL indicates flow changes from part to full or from full to part HJ indicates that flow changes from supercritical to subcritical through a hydraulic jump HJU indicates that hydraulic jump occurs at the junction at the upstream end of the line HJD indicates that hydraulic jump occurs at the junction at the downstream end of the line 1 1 —ea---- WMEE�r dWO „8L DNIISIX3 - =Va nd' r JI r�� I II II II a 'I I I )b' I D I) 0 6 'aa A1Nnoo 10 Iz / O IL O J LL LL O Z O F- U W m N } Z c`� C o O = V m g = LL g X W W LLI F- LL LL 0