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Home My WebLink AboutDrainage Reports - 11/13/1987i i 0 1 1 1 1 /'/,c/f�L it f_-:��'•c=T . 0 1 Final Drainage Report � for. the � Oakr6dge Business Park, Tenth Filing October 1987 kilo 1 o� I 1 1 1 1 1 1 [I 1 0 u 1 1 1 1 1 T:DINC Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 303/226-4955 November 10, 1987 Ms. Susan Hayes Storm Drainage Department City of Fort Collins P.O. Box 580 Fort Collins, Colorado 80522 RE: OAKRIDGE BUSINESS PARK TENTH FILING Dear Susan: We are pleased to submit this Final Drainage Report for Oakridge Business Park Tenth Filing. If you have any questions or comments, please feel free to call. Respectfully, RBD, Incc A' J14od G.Mc ug 1' ojectM-ana er Cort Nil Project Engineer 1 Other Offices: Vail, Colorado 3031476-6340 • Colorado Springs, Colorado 303/574-3504 1 1 1 1 1 1 1 1 FINAL DRAINAGE REPORT FOR OAKRIDGE BUSINESS PARK TENTH FILING PREPARED FOR: EVERITT COMPANIES INC. 3000 S. COLLEGE AVENUE FORT COLLINS, COLORADO 80524 PREPARED BY: RBD, INC. ENGINEERING CONSULTANTS 2900 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO 80525 I INTRODUCTION LOCATION ' Oakridge Business Park Tenth Filing is located within the Oak - ridge Business Park on the southwest corner of Oakridge Drive and Wheaton Drive. The legal description of the development falls within the Northwest Quarter of Section 6 of Township 6 North, ' Range 69 West of the 6th Principal Meridian. EXISTING CONDITIONS ' The site currently is being utilized as farmland and is covered with field stubble and native grasses. The property slopes to ' the south at a 2% grade and drains into an existing drainage channel. This drainage channel runs along the south edge of the property and flows from west to east. Offsite flows enter the site in this channel through three 36 inch RCP's under Oakridge ' Drive. Drainage flows leave the site through two 42 inch RCP's which lie under Wheaton Drive. Offsite Street Flows tributary to the site along Wheaton Drive and South Lemay Avenue are collected ' in an existing catch basin and enter the site just downstream of the 3-36" RCP's through a 15" RCP. The site is roughly trian- gular in shape with improved streets along the north and east sides (ie. Oakridge Drive on the North and Wheaton Drive on the East.) The property south of this site is largely undeveloped at this time with the exception of two previously platted filings of the Oakridge Business Park (see Exhibit One). Construction is ' currently underway on the Eighth Filing. Storm drainage for these filings is being facilitated by a recently installed 15 inch RCP which is being relaid as a part of this project and will ' outfall into an existing catch basin on the Southeast corner of the site. Calculations for the capacity of this pipe and grated inlet are included in the Appendix. ' PROPOSED CONDITIONS When fully developed,the Filing 10 site (areas 3 & 5 of Exhibit ' One) will consist of two office buildings, a parking area and two large landscaped ponds. The storm drainage design included herein is for the entire subbasin identified as areas 3 through 6 and the tributary street flow area shown on Exhibit One. The ' design incorporates four separate facilities to provide suffi- cient detention volume to limit the localized flows from the above described subbasin to .2 cfs/acre, while passing the ' upstream developed flows. Our modeling used an off -site flow of 68.12 cfs. The 68.12 cfs is a combination of the attenuated 100 year peak storm flow of 65 cfs at South Lemay Avenue and Harmony ' Drive and the addition of 3.12 cfs from the area just upstream of the site. (15.6 acres x .2 cfs/acre) This flow either needs to be routed through the designed ponds or bypassed around the ponds. Due to the large ponds required to route the storm ' through the ponds, it was decided to route the 68.12 cfs around the site. 1 I ' This was accomplished by providing separate inlet and outlet basins. The inlet basin receives water from the 3-36" RCP's that carry the attenuated offsite flows and is designed to pass the ' offsite flows without allowing flow passage into the uppermost pond. The outlet Junction Manhole provides for the transmission of the water offsite into the 2-42" RCP's under Wheaton Drive and ' also prevents water from entering the downstream pond. 1 1 1 1 1 -65 cts : HARMONY ROAD. 4(REA 2 C \I I \_ OAKRIDGE DRIVE FUTURE: POND 77 1� POND 2 I r I AREA 1 OAKRIDGE -` BUSINESS PARK. 10t'h FILING Cj ;. ., UP ER POND POND 3 Z AREA 4 N LOWER NO r POND 4 AREA 6 4th FILING oesr �_ 8th FlullG. RULE DRIVE / \ EXHIBIT ONE I 1 E 1 DESIGN PROCEDURE The detention criteria for this site was derived from three pre- vious drainage studies. They are: Reference No. 1: McClelland Basin Master Plan by Greenhorn & Omara Inc., dated June 20, 1986. Reference No. 2: Final Drainage Report for Oakridge Village P U D Filing No. 2 by RBD, Inc. dated July 16, 1986. Reference No. 3: Final Drainage Investigation for Oakridge Business Park (Preliminary Copy) by James H. Stewart & Associates, Inc. dated May 17, 1987. This site is required to detain the 100 year developed storm at a release rate of 0.2 cfs/acre. This outfall rate was developed by the City of Fort Collins Storm Drainage Department. The outfall rate was developed during the design of the Oakridge regional pond which abuts the Union Pacific railroad embankment. This rate represents the most reasonable figure for development deten- tion upstream of the embankment based upon the cost -benefits of improvements downstream of the railroad embankment. DESIGN APPROACH The approach taken for the drainage design of the Tenth Filing centers around the landscape ponds and accompanying outlet works. However, several assumptions should be clarified from the outset: 1. Drainage from the Fourth and Eighth filings will not enter the proposed detention ponds designed in this report. The elevation of the storm drain serving these two filings is too low to outfall into the ponds. Additional detention needed for these filings will need to be provided in the proposed middle pond described in Reference No. 3. 2. An additional detention pond (or site by site detention) will be designed in the future to detain flows from the area north of Oakridge Drive (Areas 1 and 2, Exhibit One). This future pond will outfall at a rate of 0.2 cfs/acre for on - site flows plus 65 cfs offsite flow. 1 I 1 1 1 1 1 11 1 3. The ponds designed in this report provide for a detention rate of .2 cfs/acre for Areas 3 through 6 and the tributary street flows shown on Figure 1. No on site detention will be required in these areas apart from that provided by these ponds. With these design assumptions in place, a further explanation of our design approach follows. Design of the bypass line for the 68.12 cfs offsite flow was based on utilizing 42" PVC "Spirolite" pipe. The inlet basin serves two functions: First, to preclude upstream flows from en- tering the detention ponds and secondly to allow "head" to build up to pass the incoming flow. The outlet junction manhole serves two functions: First, it precludes water from entering the lower detention pond and secondly, it serves as the headwater basin to transport the offsite flows and the reduced onsite flows through the 2-42" RCP's downstream. The ponds are designed to not only provide adequate storage for localized flows but also to serve as visual enhancements to the site. Thus, each pond is designed to maintain a volume of water below the orifice pipes which control the release rate of stormwater to .2 cfs/acre. Realizing that stagnant water may have adverse environmental affects upon the site and downstream residents, the downstream pond has a circulation pump that con- tinuously recirculates water to the head end of the upstream pond reducing the adverse environmental impacts of stagnant water in the detention ponds. Designs on these facilities have not been completed. Manufacturers literature on the 42" PVC line state that a Man- nings N of 0.009 can be used for this pipe. However, using an "N" valve of 0.011 the pipe will pass 68.12 cfs under the present site conditions. (Inv. out = 66.2, Inv. in = 67.21, Headwater Elev. = 73.931). Calculations for the Hydraulic Grade line are included in the Appendix along with a chemical resistance chart WU "W1 showing the resistance of the pipe to most substances which at- tack other materials such as metal and concrete. Sizing of the ponds was based on the Rational Method. The area, in acres, was calculated for each of the 5 separate sub -basins. Impervious areas and Pervious areas were then calculated within each sub -basin. Based on these areas, weighted "C" factors were then calculated for the entire area tributary to its respective pond. For example; the uppermost pond was designed to detain the flow .om—s.ub—ba.s-i.ns-3_and 4 a.s w-e_Ll_a-s the tributary street fl_ows__along—Sou-th--Lemay--Avenue and Oakridge Drive. The street had a "C" -B factor of .95 and Subasins 3 and 4 had "C" factors of .57. The weighted "C" factor used for the entire basin was then: 95x2.28 acres + .57xl.6 acres + .57x6.07 acres/9.95 acres _ .66 '" I These "C" factors were then applied to the rational formula ' (utilizing a Cf = 1.25) in conjunction with Figure 3-2 of the City of Fort Collins storm Drainage Criteria to obtain the Peak ' flow rate for the given time of concentration. The maximum ference between the cumulative volume plotted against time dif- and the maximum allowable release rate of .2 cfs/acre would then be the required pond volume. This was done for the upstream pond ' using a maximum release rate of 1.99 cfs. The required volume of the downstream pond was calculated by ad- ding the cumulative volume corresponding to a peak outflow rate of 1.99 cfs from the upstream pond to all of the cumulative runoff volumes calculated by the Rational Formula for areas 5 & 6. This cumulative volume plotted against the maximum release ' rate of 1.99 cfs from the upstream pond and 2.49 cfs from the downstream basin (4.48 cfs total) would then be the required pond volume. 11 H 1 1 1 1 These calculations indicate pond ac-ft. for the upper and lower printouts of these calculations labeled as Mass Diagram Method. are approximately 1.84 ac-ft an lower ponds, respectively. volumes of 1.66 ac-ft. and 1.76 ponds, respectively. Computer are included in the Appendix, Volumes of the detention ponds i 1.81 ac-ft for the upper and The peak outfall rates of 1.99 cfs and 4.5 cfs were maintained by selecting an appropriately sized orifice. Tables of discharge versus head are also included in the Appendix. To maintain the different working water elevations between the upstream and downstream ponds a retaining wall with the orifice cast -in -place was required. A stability analysis of the retain- ing wall is included in the Appendix. In the event the orifice plate on the upstream pond should plug, the crest of the retain- ing wall is depressed 4" for a length of 3� This will act as a broadcrested weir and limit the flows to the downstream pond to less than 2 cfs. Given the same scenario for the downstream pond, water will overflow the ponds and enter a grated inlet on the top of the junction manhole. These emergency bypass struc- tures assure passage of storm flows through the site. F i1 ' RECOMMENDATIONS & CONCLUSIONS We recommend the following: ' 1. All storm drain piping, outlet works and sidewalk chases shall be constructed as detailed in this report and on the accompanying grading and drainage plan. ' 2. All grading should conform to that shown on the grading and drainage plan to promote positive and safe drainage within the site. 1 I 1 1 1 1 1 11 1 1 AP P END = X CALC ULAT = ONS 1 1 1 1 T:01NC Engineering Consultants CLIENT N-°^^ JOBNO. �S-cyy PROJECT CALCULATIONS FOR 4 A4 MADE BY (Ak_ DATE _141t_0 CHECKED BY DATE SHEET OF i ( r-i--l-1 ,_ ... _.. " ._# _ 1 r-j. — 1 I !,-�-� _1—F, { ,_ _ ,_ -l-T - _.f_.1 ._ a _ �_ _L _L_ 1_Lt ._r.-1- I II ! TI_,l I- I �� j 7 ,�+� ; i �� u� t i.� �{��) � ��-t + __-E ✓- •.......,i, Z`1'i -1 t .r l �? ._j t I_� 1 I I { 1 1 " } h� Ft �� j L1,..r-,t i { ? r !�1 '...I� _f II - }{.. f� = 7._ t + � �.I �t 1Ij- , — r jI-�F I_1. -. I:!t-t} t + I l { {- �? t , -1 S I� T. I , , 1 - T 1 � 1 .}}-- I I I L l {- ' ' ! }1,L JJ'.•�3' � +' � ' -J j F '. ' } .}-±-, - �-1 ' I J I 1--1 !- -N r• I-- +- ' L-' --'- � ; 1 ! L jISony iy:_�.',_t. Tf- tTj�c L i{1n1r�a I .r ; I- i. l t_.� , I ! I !t ! I I J 1 I l l F• I I _ i ! l a 1_. I _ , I .I i r I 1 1 I 7-1 i r - t"1 . j"77, N._ F � }1!,�I11 r 1 li. � : ;r,rr 11 '- ,--1 IH (°#�,11 fi !-{� Etl:- j1r1i1 "i I � t;r+ iI, r !..1.��al 1-�, _. L: I � - ,i1 { �, +1 � �.1i{ 1L.. 1 1 ' MASS DIAGRAM METHOD for DETENTION VOLUMES ' PROJECT: OAKRIDGE ESTATES COMMENTS: 100 YEAR STORM MAXIMUM ALLOWABLE RELEASE (CFS) _ ' RATIONAL EQUATION: 0 = CIA FILING 10 1.99 C = 0.821 A(area) 9.95 ' TIME OF CONCENTRATION 17.83 TIME CA I INFLOW OUTFLOW STORAGE (cu ft) (cu ft) (ac ft) -�----(min)---_ 5 ------ --(in/hr)-(cu-ft) 8.16895 9.4 --------------------------- 23036.43 597 22439.43 0.515138 10 8.16895 7.29 35730.98 1194 34536.98 0.792860 ' 15 8.16895 6.16 45288.65 1791 43497.65 0.998568 20 8.16895 5.2 50974.24 23BG 48586.24 1.115386 25 8.16895 4.6 56365.75 2995 53380.75 1.225453 ' 3o 8.16895 .4.17 61316.13 3582 57734.13 1.325393 35 8.16895 3.8 65188.22 4179 61009.22 1.400578 40 8.16895 3.5 68619.18 4776 63843.18 1.465637 ' 45 8.16895 3.25 71682.53 5373 66309.53 1.522257 50 8.16895 3 73520.55 5970 67550.55 1.550747 55 8.16895 2.8 75481.09, 6567 68914.09 1.58205 60 8.16895 2.6 76461.37 7164 69297.37 1.590848 ' 70 8.16895 2.3 78912.05 8358 70554.05 1.619698 80 8.16895 2.05 80382.46 9552 70830.46 1.626043 90 8.16895 1.88 82931,111 10746 721115,111 1.657143 ' 100 8.16895 1.7 93323.29 11940 71383.29 1.638734 110 6.16895 1.56 84107.50 13134 70973.50 1.629327 120 8.16895 1.43 64107.50 14328 69779.50 1.601917 360 8.16895 0.625 110280.8 42984 67296.82 1.544922 ' 1440 8.16895 0.192 135513.0 171936 -36422.9 -0.83615 1 ' MASS .DIAGRAM METHOD for DETENTION VOLUMES ' PROJECT: OAKRIDGE ESTATES FILING 10,LOWER POND COMMENTS: 100 YEAR STORM ' MAXIMUM ALLOWABLE RELEASE (CFS) 4.48 ,INCLUDES ADDITION FROM UPSTREAM POND RATIONAL EQUATION: 0 = CIA C = 0.713 A(area) 12.43 ' TIME OF CONCENTRATION = 15.96 TIME CA Z INFLOW OUTFLOW STORAGE - (cu ft) (cu ft) (ac ft) -----(min)(in/hr)(cuft) 5 ------ 8.86259 9.4 - - 25589.80 - 1344 24245.80 0.556607 10 8.86259 7.29 39959.56 2688 37271.56 0.855637 15 8.86259 6.16 50926.09 4032 46894.09 1.076540 20 8.86259 .5.2 57691.76 5376 52315.76 1.201004 ' 25 30 .8.86259 8.86259 4.6 4.17 64138.37 70106.40 6720 8064 57418.37 62042.40 1.316144 1.424297 35 8.86259 3.8 74904.56 9400 65496.56 1.503594 40 8.86259 3.5 79224.15 10752 68472.15 1.571904 ' 45 8.86259 3.25 83144.92 12096 71048.92 1.631058 50 8.86259 3 85736.31 13440 72296.31 1.659694 55 8.86259 2.8 88460.6.3 14784 73676.63 1.691382 60 8.86259 2.6 90121.44 16128 73993.44 1.698655 ' 70 8.86259 2.3 93974.81 18816 75158.81 1.725409 80 8.86259 2.05 96764.68 21504 75260.68 1.727747 90 8.86259 1.88 100724.4 24192 76532.41 1.756942 E ' 100 8.86259 1.7 102344.4 26880 75464.41 1.732424 ilo 8.86259 1.56 104389.8 29568 74821.82 1.717672 120 9.86259 1.43 105584.4 32256 73328.42 1.683389 t ' 360 8.86259 1440 8.86259 1 1 1 0.625 162650.5 96768 65882.56 1.512455 0.192 319042.1 387072-68029.8-1.56175 1 NC Engineering Consultants CLIENT ,�^'-"'1� n JOBNO. r PROJECT �`{,r. F�+^'1; k'�l CALCULATIONS FOR � n`�-� ��✓-�� r.�r. MADEBYbv� DATE IQ 19.kHECKED BY -OATE -SHEET OF J L 1 '.I ,- I l i 1 I A l l+ 8/ ; LEE, 1 {- _ #......11 1 f_• I I �I_�t� j--+--#- , i # r-i z-r-r, 1-'-1 +-,_ ,.f r, --i• -,----i".}_i. _, f. ,'� I -. �. _#._� I T1 i-: 1 �- I=� � -[- , 1- . . � jjI� °�t`Zh�F� -�'�.j, i'{' , 1 1. -L_ -t.. �1- !-- -.. _ _t_,4(._ ._(.- _. ,_!.-• � 1 _ _ t _l_ + _-)�_; , r 1 ti r t I f� i.L 1y r �4bII.41f+�.+ i t _{ 1 h-- �_Y _ I I ri (� t 1, ilk rI �t I j1,} ! (r+a I �iTLr1 jII i1I r ( i111Tii {ri I _ ._L i ,t i1TI `I i I, I! {W�1P..11f i I, tali }I _t. It i it j1111 :4.' t �' ('f1 i._, f ,,-tJ..�. �1 hyil +I✓ T tt l j! t t1�rl —t � I LL a_ rI f L. uME r ' #r?ir 11�!{i `, I- f r, l b i I r I I I I I I I - #. .I , 1 { L' I xl..i; 3Q .� �, .30 i5 I {:},3'. i i �.. L # t. , t �1 �t!_ i'_# ,� t ' �14-i '( rl 7 1 1 11'i FT 1 I i t,. .1 I�Ir ( I _ �' 7 i ..., t f I �I 1.�+L I r I 1 "1 L� 1 1 �.itl r I-i + `"L h a- 1._�T � ��. y I t �� I �f' I�^i� i I 11 i.' _1 I � i _1__ I � I-' � y_�l_1 �.�Li # i i �1� I i•�I �t ''1 �'�. 1 ' LOWER POND DISCHARGE CONTROL Discharge is controlled by a 10.75" ,6 Orifice Plate with bottom set @ 69.5.. Elev. O (cfs) ' 69.5 0 Q C DD2/4 2�h _ A 71 3.165 cfs - .1 t2gTi � 72 4.42 cfs ' Use 12" Schedule 120 Steel Pipe I.D. = 10.75" tUPPER POND DISCHARGE CONTROL Discharge is controlled by a orifice plate with bottom set at 71.5. Plate is 7" ' Elev. cfs 71.5 0 ' 71.79 .579 72.08 .71 72.5 1:1 73 1.439 73.5 1.711 ' 74 1.944 ' Use 8" Schedule 140 Steel Pipe I.D. = 7.001" 1 14 C:HAbL & SWALE CALCULATIONS CLIENT _ ✓tCf`,i '/TT JOB NO. 0.3J %54 Imo' PROJECTCIVIClam. P /D`A ... .. CALCULATIONS FOR Engineering Consultants MADE By- DATE CHECKED BY_ DATE 6HEET OF Z I WES'�'2N SIDECA�AJC•K C'N�ISC Alrt<i+C.ac,� GI CA CanFt�slrE C PPvep AQE)a ..... 0.90Z O, 9 S O.S 7 LNDSCPD ARr'�1. O,/g/ ! p,�s p,05 TOT'A L AREA /. D8 3 0.9Z 0.85 1 Tom= 1.87(1,1—cc;>D�? l.a�(►,I-(o.asKi.25)] 370�z Iq Z3M►A) U$G' S.oMW A /os CCU= o.as X i.as= ion i o i 9.3Sefa i O. S' 1�ROP pR .2"DRoP ETSTMAJ C'HAiE: i i1C>cb�_►g S�SIDC7►`tiLK PAUt-0 ARt>i ►.S ^c O.�S /e50 co►u�slr�C I � Tc'. I.97(1.1- 0.73'x/.�S> 4(.0 O,135/ �).4a) "" = !o,3AA►y 1.-74.�.a /. 2 ec►-iA = o 73615�8.o(a.3�t 1 1 1 1 CLIENT �n/t JOBNO. 09S -044 qwNC PROJECT `r LL CALCUU1TIONSFOR " R . Engineering Consultants MADEBY /M DATE 4CHECKEDBY DATE SHEET 3 OF `�— ), 117 I �. I I_i• I a_i ' �_._I._.. _ I J—_L _1-{� •-t-� �{ - �S 1t:TT rt t�1 }.�_ I 1 , 1 ...J�- _. 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PROJECT aCALCULATIONSFOR MADE BY _��DATE 10_41� NECKED BY -DATE -SHEET __WJ_ OF -A -4 r+ f 17- -,4 ---- -4 * - .71 7 - LF Lf'k, iDl' - - !,(- -&" 1 I . , r F- -7 1 1 11 1 1 1 1 1 VI I 17-1 I I I I -7 df-:11.: JL !4 4- .7- Lj L' —i _4 t I T� J7.... ........ 1 ... ... 7-7 J 1---, -t! �LJ 1 _J1 J.-I "T-i ------ 1-711 1-7-4 47 ;L id jr., I—' A..J j-4 4 E .4- El ... F�p 1 7 1 "T, I t' Ll _7+ ri, 4- i - 4--t 4- z+1 7 - - - - - - - r' 1 J r i t f T I L 1-4_1 ! 1"-i �' , I .1 { ;+ -4-I i I I 4 7r t 7 _1 A J..'L A _F_ 1-T A 4 -- -- ------ L tot IF- !-1-T L t -L i!!. JL IL - .4 4 . ...... Lj_ 4- % . . . . . . L 4 I L41 "J �R6S7PAWT`> -7 ■AINC Engineering Consultants IiAIA CLIENT Ove eA ---Joe NO. _p_3_5-0zw PROJECT CALCULATIONS FOR MADE By DATE jV_j1_fI!HECKEO BY DATE SHEET 1—d __Z_0F OA� F-7 .. TT-t-f .. .. ....... rz _T ... _T_ i I-7 V7 -.41 -T ...... _J,, 3 L T_ I it --- 4+ - T-1 741 4- t I f 17- 7 c...... T. -4 A . 4--j- LII I,1 A '177 L14_1 -A. tl 7, 1 4-- T' T, 'i-i- L A. I-4-L-_I. T ;A - F_ 7 t 4- t 711 �ij i I I I .2�' ',. t`�- r ' � r" �i. �.� I' ! ._� .-� ' Ii.4- 1-1... 1 111. A: ik t T L I+ 4 I&Z� 11!Z S/,��CT/d AJ f %Z!- Cor 1L WENT TMINC PROJECT Engineering Consultants MADE BY. )0 CALCULK BY - DATE NO.0:55 _0 TLLP SHEET 7- 7. .... .. 4- 21(p ILLL -4-4--j FFF jIY'I 11' 1 "777"t'" i j '�--r �, r , ( , f- I-� � I t� r ; ' } t"t-' I t �T_ I j-�" i , i it �'��_{ r� I' i � ..'/O I-;_i I ' 1 1 I i F 2 P 7. I 1 41 i �Aa 4 _7_ _j_A 4- _T_L. _J--- 41 -T- -17" 4 J 7, If J.J -T-1--- J-1, 17T' 77-1 J -4L 1 4 A- _J 71 :j T, �71 T I t 17 q17.7 T:WINC Engineering Consultants CLIENT JOB NO. PROJECT CALCULATIONS FOR MADE BY -4�-ATE '�LkECKEDSY DATE SHEET F-PLOF T I r- L-] A T. —+—i441 4. 4 IL - -2L, 7 d2 4— I I t I X 4 . I T L t tilt L 1r —44-1-1 rlilr + V -A T. --- -------- -j j A, 4 -F —t—j- -4 d-j-4- t I:j 1 T "T j-d-- .711 L 7-4, �� ! ! J.. I I I'} I I� I T H-!- 7 ' -- � I I e � nta x ' y f R� ,_ t xi r _? ,/�� 1-_ � ; _I , n; � �- �_ ti t� `� 1 � 1 t��r � x� ' S: 4-- L I T, 14 AA -T. 4 f !L lilt 11L W x+ * CULVERT DESIGN AND OPTIMIZATION - CUDO *� j INPUT ECHO box design +or Oak -,ridge Filing #10 DESIGN CULVERT FOR••GIVEN DIMENSIONS GROUND ELEVATION 72.'00 FT. CULVERT BOTTOM SLAP, :ELEVATION 64.i0 FT WIDTH OF WATERWAY OPENING I1.,00,FT. ' DEPTH OF. WATERWAY OPENING 5.63 FT COEF. OF ACTIVE EARTH PRESSURE .45; ' CONCENTRATED LOADS -(KIPS) 16. Uu - 16.00 4.00 SPACING OF LOADS (FT.>. 14.0 1Lk. 00.: ' CONCRETE STRENGTH AT, 28 DAYS CPSI) 35UC�.0 UNIT PRICES, ' CONCRETE REINF. 'WALL FORM SLAB FORM $/CU.YDS ,'4/LBS $/SQ.FT .b/SQ.FT 75.00 'cr. 5C1 - 5. LiL) S. UL7 . ! Y NUMBER OF CELLS tTOP SLAB THICKNESS 12:00 IN.' BOTTOM SLAB THICKNESS 12..00 'IN. . EXTERIOR WALL THICKNESS' 10L0u IN. '. . • - .,fir, � r ;, i , ,� u 1 t ` q ?C+,{i `xi l � ;1. Y ,•T Y Hjf4! Y' _ ��1 • ... •t` t ��y p .. . ' sy..., ... .. 7'' .• .§,�. , h ?+. e 4,n 4 l i i �v ri .. uj +ti. ,. iYt �` 1� N 1 V 'h � i:.; ,At%„Y{roii- i4 i. Y 'L_ !`3: . ti� • - Yy.: .. !• 4 i it + t 1 . • a 1 '- .j t,_. ,t- .. .., rti'�X�•, .. : )Y r • i i I OVERALL OPTIMUM DESIGN FOR GIVEN OPENING ' NUMBER OF CELLS = 1 p�? WATERWAY OPENING ' WIDTH _ 11.00 FT, t HEIGHT =. 5.63 FT. ' SPAN} = 11.83 FT: SLAB THICKNESS TOP SLAB = 12.00 IN.• ' BOTTOM SLAB 12. GO IN. n. WALL ;;THICKNESS . t" • r +s EXTERIOR = 10 00 IN. = NOTE: I**)— AREA Ic SPACING OF POSITIVE'REINFORCEMENT ARE BASED ON THE MAXIMUM MOMENT DUE TO DESIGN LOADING,' 1.2 TIMES CRACKING MOMENT OR CRACK CONTROL (Z =98) ■ T,0P SLAB —.DETAILS FOR NEGATIVE MOMENT OUTSIDE FACE AT SUPPORT it r ar" LOCATION MOMENT READ. SUGGESTED 7 FT—KIPS REINF. SPACING SPAN 1 LEFT —7 9 .27 # 4 C 9 RIGHT —7.9 .27 # 4 G • 9 ��`•- '" 'TOP SLAB — DETAILS .FOR ,POSITIVE MOMENT INSIDE .FACE AT MID. SPAN (**) LOCATION MOMENT READ. SUGGESTED ' FT —KIPS REINF.., SPACING 1 SPAN 1 22 6 .. . 93 ° . # 5 ..0 - 4 � N f f to. Wit ' S 1 • 'i4Y , 11. , rk... ,v �' .� ., ?, t t .. i. '. ]Yr . . S I r FI Xrl i'~yl Uy t.��- ; 'I' • - 1 VT?� r - �1 �. i• � f .. 3 l { hl ' 80TT"OM SLAB — DETAILS FOR NEGATIVE MOMENT OUT'SIDE FACE AT SUPPORT LOCATION MOMENT REGlD. SUGGESTED" ' FT —KIPS REINF. SF'ACTNG,., SPAN 1 LEFT' —12.7 .34 #:4.@. 7 f. RIGHT —12. 7 .+4 # 4 @ 7 �ES,LC�N BOTTOM SLAB — DETAILS FOR POSITIVE MOMENT ' INSIDE FACE AT MID SPAN LOCATION MOMENT READ. SUGGESTED�,- FT—KIPS Y REINF. SPACING. I71 Zlt$ '• SPAN 1` 27 0. 1.06 # :6 @ 5 a> EXTERIOR.WALL DETAILS r LOCATION MOMENT REED. SUGGESTED FT —KIPS REINF. SPACING OUTSIDE FACE. ' VSE BOTTOM —12 7 ;' .40 '. # 4. @ 6 1�, ;..TOP -7.8 -' .24- # 4 `@ 10 N U.ae- -tom%' I�.. . INSIDE FACE,(**) T SUMMARY OF' COSTT TTt£b T;(DE£b}s ITEM QUANTITY UNIT UNIT" COST PRICE. }. CONCRETE 1.29CU.YDS. 75.00 96.44. REINFORCEMENT 171.54 LBS. .SO :,r 85.77 SLAB FORM 11,00 S0,FT. 5.00 55.00 ' WALL FORM 26.52 SO. FT. 5.00 132.60 TOTAL -COST OF 1 'CELL CULVERT 369.81 df ; • +n . , ,.. y f d l 'r � , 1 •.. ' i ax l ... . . t4 r♦,x�,?. .. , .. _., - _, ... ... ... ..:, , .._-_ .._f tic CLIENT FAM 408 NO. C) L4 Ll RMINC PROJECT 3,4,i CALCULATIONS FOR Engineering Consultants MADEBY DATE CHECKED BY DATE SHEET�_OF ' T:MINC Engineering Consultants 1 1 ' CLIENT JOBNJO. O3S�Oy4 J PROJECT. 0% CALCULATIONS FOR n.. ,,76 .MADEBY U& DATE IO CHECKED BY DATE SHEET { OF Z r_ I I -}� I.��w` I I {�'--1-�-- -1 i-" -1-. .� � t._ , F i. + 31C�s 1 �I--rd --i +'{�-fri�N - ��'Q- � 1 H �lr I , t t rT.! �F14 . �7_II�,I - i -111 I:g-1_. ;1 1 I.Ip'rl I:r, - +120o L�T f f I t-I ! ; t- +_. ? c._._ 4. ti..T�-.a + 1, -i 1 I „ l 1{ I I 1-I �.f } r L L I I I 1 ; Li(_ I t ! i+ �� '�i_� '_ .} ; t. L�� 1 (�_}_ ( � 1_ J t I I! ' }--} t_., I I r 1 l 1 1 ' � I � 1 !_i i f�' �_.4,.., I f l a � I � t- 1 {. I j-'�' `F•: I.. C �l� L11r ! �frl ►�t,, ZSiX_ �. t }. '..l +- t i I r 1 :To"vf.`o� - i t' + 'fC '! i 1 I I I I , `_I � I , ' , i_ � 1..{ .._{ .1i- I i 'T 1_ I ( f ?}+ t* }_1 I ti• I f"',^I__ .-. ' t. I { i, 7 '� ' 1 I I , i I 1 I I` t 4{ ' t ' 7 � � �, II/ J ,a, n 1 (-11-i 1 p I I , z' I ,.. j` } I t 1 -/ 1 1• ' , i I , 1 i..; 1 I_T +, f 121 'xI._asf}1. L I 12 .. + L t __ 1 .. �'111 I t..! I 1 � + zl � + i } { � . '� __4_' i i I i � I I i , I ' � � � i , I . I 1 •_ � , {-;._ �, I 't1 - _+. ^�i� 1 1 r-'I-- /) y I!!! L 'f 1 i013 �I file} Ff I 46 4�4;, 1 T f rr L , ♦ ( L. �-- tit .�- �.».._ZI.. - 1- -T&DNC' Engineering Consultants CLIENT (.61 -JOB NO. 44 PROJECT C�,e CALCULATIONSFOR Ca4c�&, of Is'll MAor:ey (21 DATE CHECKEDBY-DATE -SHEET Z-: OF _A-faDl F _r T.T. R7LI I ts _1 I I I I ITI 14J+-4 + .17 I -M I S 1 F _1 L t _Li. .. I It -T- - -4 I L W I 71 wt 77! [1 T.1 J.. L.I. ..... L j 41 4 ._:.A_4 _ -TH -F- . . . . . . . . . . 4 1 7 J_ L .+44. HT I_ . - - t- I __'k, kj-, 171_4 .7 7", 1-4 L .4- - T" jj - 114- F1 i. -I-- - I r - ! L{'�1+ r T" -7 1i :i L I, _._r 7'-H- 4-TALL 7 444 -- IA --- -- --- T_ 4- L 17 _14 LL_jl L. 4. �4 14 FT4 _17 CHEMICAL RESISTANCE -PVC PIPE [1 1 1 1 1 1 1 1 1 I* 1 1 1 1 LJ 1 1 1 1 ZOO® SUBSTANCES CONCENT 14 'S�Y1 '�' 3wSL1J�iJ,tlg0, ��T:�it rTJC1.1$G;7 t��+i�1�[��ipu�'w'��i,4�^7'a'l��.g� Yates.��i.k`�K'.iM'�X.W95!'_[Mk1i1F�AL.�1�:R:1�'�aY?J� �y L'�r�S�i? i+�.t'•f.�i_ ciyC�Oiir ,��.ryyqq }}��1�'�9��(•a�aiP77��.J Ac Y_ .,,15 -eeee Acetophenone Acetylene Tetrabromide m©©© Acrylic Emulsions 0000 Acrylonnitrile 0000 Acids, Aromatic v000 ��d � °i An�rbasl'. >,: ,�,e.�ia...i� r wr• Se wi b:�d��i:'�d'ag1��7jTl8�'6'yL�7�i1�:1 = pR[L MoE,",, -�-' S W'•S L _ m eeee a iF i Ammonium Acetate v000 Ammonium Chloride v000 Ammonium Fluoride 0000 Ammonium Nitrate v000 Phosphate T7iiErvr-000 _J�ryry�pp�I�J��d��YpyCYfv1� Seed Oil k'Ammonium hl.�'.. a%Y7 01. BAnise OB Anisole m©o© v000, Antimony Trichlorlde 0000 v000 s .. ,`effete 100, v000 Beet Sugar Syrup onnn Benzaidehyde v000 v000 SUBSTANCES CONCENTRATI�N BY WEIGHT 1.) •, a��ci..�n �.�p ..n .M'.•1 ��n.:>S+:.>!1 �16p6@.��1q�6k�7®p®� p�Y C �'�' 's1t�`n s..w, i�f�n1�"`..•...�R!A:.a�'k [176�}ea1:fK,':1 7lOkB:� ��{ytLTB Bismuth Carbonate eeee 0nun v000 :... v000 0000 • SY� '4J•Y.rt�il4S �/��Y�� {�4+�•�-, f.�•..WqJ• P • • R Y.-.F Ni !Bromine TTyye�\FF^Yi®[g'[�[g�5��S{MYM Bromine Vapor high eeee Vapor low eeee omnn v000 f was FOU40M yWn may: ar"T f yq E87? 1313gI eeee v000 Oman Butyric Acid B.S. 20 ommm Caffeine Citrate v000 Calcium Chloride_ C.S.r jp0p0gq)D{��,D tL!�:1�•rT•lr• •'`�.t 1....s 76p�;N;u��58��ti.t�y*+�3 i:I Ik.ii, ' .... ,' �S `•" Carbon Tetrachloride [w Y:>mS9uiL5}liP�6. REIM t�{�T�isF�d7,��ihii �[]1 eeee Caustic Potash Solution 55 v000 Caustic Potash Solution 2n ranee Caustic Soda Solution 52 v000 oven Chloric Acid omaa — Not tested c.s. Saturated in the cold R Resistant a.s. Aqueous solution L Limited resistance X Not recommended NOTE: When concentration values are not shown the concentration is 100% 2 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 m= Degrees -Fahrenheit (-Fm ®�I SUBSTANCESCONCE RATIRINII ...�"�b��i+yy•��.�:��^ti^gJg[C «®•�e4°l^ k"^d". ' .,�s� �j�.•.��j_,•�� a!,. `r �"!7TTTi"i i ��°�1 u•�YR.`yinR ..�wiN :,n,�LiO Y4�{•,�t�WY6��':.Mitl ��rcel ISd �:u.1d•.74ra„3kid51 r��i:�i �tr,:{&/��y �llF9. [{'ajy}�y� Chloroacetic r Down nOQn - 000n On00 Chloroform mnun Chlorosulp Acid Hann �l+ ELL,Y Ykd�1 Y0•.1. tr.%iT•T'17K.,�'j'�q Tud.��"��.� ��y�J��¢•rt�ijul •; Flii�A��_', � .,..r.��4��t. 1, r �tti1'74i41.�7L��9l�vi� �•> .Y '-x, ,.�..'-6�."F?�r .ahn^:fetg9T74r7..7li Clove OilDeee — Coconut • vaaa coconut • nnnn • nuou QOnn Copper Salts MEMO �ii4lCr. Loaf �10 "' s Y xAV i��c7iaSi Oman .. nnnn 0000 Dibutyl EtherOman Dibutyl Phthalate Oman r t � Z Diethylene Glycol -61 —ethyl Ether OOnm 0mma =mom OOnn 1 — Not tested c.s. Saturated in the cold R Resistant a.s. Aqueous solution 1 L Limited resistance X Not recommended NOTE: When concentration values are not shown the concentration is 100% 3 Polyethylene Degrees- Fahrenheit (OF( 75 100 125 100 SUBSTANCES CONCENTRATION BY WEIGHT (%) tDloetyl Phlhelatl' ;kt5.x�''.- • ¢SDloxane aDdiil; .1. {1Entulaill R .� * AI Ephat�A Ethyl Acetate L 3- R• X R X X Ethyl Alcohol R R R R Ethyl Benzene Ethyl Chloride L X X X Ethyl Glycol R p p q 2 Ethyl-Hexanol I.... ....�. Aa t114 ?R Fluoroboric Acid X X X X Fluosiiicic Acid a.a. 32 R R R R Formaldehyde a.s. 30/ 0 —R R R R Formic Acid Formic Acid a.s. 65 R R R R Formic Acid a.s. 50 R R R R Fortp10A ru I ul Fr u Gelatine s.s. all pF $ + tR R R R R Glucose a.s. C.S. R R p R Glycerin a.s. all R R R R Glycerol R A R R Glycolic Acid a.s. 37 R R R p Glycol YA91 Honey R R R R i R w1. AR R R Hydrazine Hydrate R R R R Hydrobromic Acid cone. R R R R Hydrochloric Acid 36 R R R R Hydrochloric Acid 10 R R p p Hydrochloric Acid- aseous, d 3 moist all R R R R 0 I 16 1 1 1 1 1 1 1 M 1 1 1 1 ►1 1 1 1 1 Degrees-Fahrenheitm SUBSTANCES CONCENTRATION w ,i .._ .t �.%r•";'s�'RPii�yy3r'wR3 } "9 i74' x,t.. Hydrogen Sulphide dry MEN �p{gII{6.G:�.aC[�'u'�'.�J Epq.'a�h1T}"1�1i`.iAi�gyk�fBl��Glli.� eeee Hydroquinone noun NnNo NODo Nn nn lsopropanol Donn 4 i �• ' _AeFe �f3S.�t.43- eon 0 Lead Acetate DODO Lead Tatr"thyl N000 • Munn . Jr, Margarine Wunn L"AIS20*1 eeee Nnon Nunn Mercuric Chloride Mercury noun Mercury Salts noon a, 11 oY.d lltiRiY,C'i[�4.fr�AY, •�lli Methyl Glycol noun FF 'nn'yy�YYeyyu..y��I��{(�•��yyy y RY W"4i'. . �j' t»�o� T. a eeee DODO E�,=Kolll noon Noun noun tm .. ®EM SUBSTANCES CONCENTRATION BY WEIGHT (%I '.;t�3t SET _:31�Erq��7o Nitric Acid 68 tee II��p��aa-�•vn®KM man Nitric Acid 68 B©©® Nitric Acid so B©©© Nitric Acid up to 30 no NitrobenzeneDnnu OmNitrotoluene Down Ji>a�0i - Ell p • • eeee . noun xon Bunn Bonn . DDoo Peppermint Oil Dee= .• t eeee t r> Phosphates NonD Phosphoric Acid 35 Donn Phosphoric Acid 60 noon Phosphoric Acid up to 30 Moon Phosphorus Oxychlorlde Munn MU L^�^ZallYl6dArA �.•"xT 7 .aew1'ri. ::�YEiYYLYWAIiW man Potassium NOUN Potassium Borate NooD mono Potassium Bromide a4. C.S.- mono Potassium Chloride Mon o, Not tested C.S. Saturated in the cold R Resistant a.s. Aqueous solution L Limited resistance X Not recommended NOTE: When concentration values are not shown the concentration is 100% I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 Not tested c.s. Saturated in the cold R Resistant a.s. Aqueous solution L Limited resistance X Not recommended NOTE: When concentration values are not shown the concentration is 100% C 1 SUBSTANCES CONCENTFLATIO BY WEIGHT (% Tn-�W&7, rM-a a I—affifi-all Potassium Nitrate eeee nnnn Potassium Pensw"m v000 Potassium Sulphate v000 Propane (gaseous) unun t' r R'• rkylm��•iv'a�M/�!P�i v000 I.J Y 1 li SSt�6L t-i�':.._ • - eeee y��If• 1n , v000 n�nn v000 • :far 75 v000 Mpg, f t++i 1 Iw t Y Sodium Carbonate m- a n ws a.S.C.S. t ( i e� eeee Sodium Carbonate e.g. 10 v000 Sodium Chloride C.S. v000 v000 Sodium Hydroxide_ v000 Sodium Hypochlorlte R.pS a., ' rytlDunn eeee v000 nnnn SteariC Acid v000 Succinic Acid noon Sugar Solution a.s. all E v000 Degrees -Fahrenheit SUBSTANCES CONCENTRATION BY WEIGHT I%) E. ' L.lae :F;a: i, i51i7H}lk�r:� Sulphuric Acid 10 eeee Sulphuric Acid, Fuming ©©©© Sul;churyl Chloride v000 v000 v000 X,—.jJrrIrTTr._jW4jzj tit J§[fjEMM A ifs I 1aM4 eeee ?"M}�q�.S��L"O" 011 LL,,i1 7 nMOM v000 v000 Triethana �P v000 Trioctyl rrrr JL y�E[E_{fg+q0yq v000 eeee v000 Vinyl Acetate v000 Viscose Spinning Solution 000a DioxideWaste Gases, Containing Carbon v000 `,anno-Containing Carbon Monoxide — 4'wra't"'I''l i yle.lcr."� �'tir Isl�'6is �3 eeee Wax Alcohol moon noon nnnn Munn v000