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Coppell CC 1B1-CS010501
GLENN ENGINEERING MEMORANDUM To: Max Scott From: Mike Glenn ~ Date: Tuesday, May 01, 2p01 Re: Koll Center, Coppell, Texas We have reviewed the design calculations submitted for the manufactured box culverts for the above referenced project. The calculations show the structural capacity of the boxes with reinforcing steel that is different from that required by ASTM C850. The concrete dimensions are the same as those required of ASTM C850. Based on the calculations submitted, it is believed that the boxes manufactured will meet the requirements for our project and can be used if the City of Coppell will accept them. If you have any questions, please contact me. GLENN ENGINEERING CORPORATION 100 Decker Court, Suite 250, I~,ing, Texas 75062-2206 972.717.5151 FAX 972.719.4229 Koll Ctr Box Culverts.doc CalHar Construction, Inc. April 23, 2001 Glenn Engineering Attention: Mike Glenn 100 Decker Court, Suite 250 Irving, Texas 75062 Re: Koll Center ~ Coppell, Texas Dear Mr. Glenn, Please review the following material from our concrete supplier, CSR Wall, to ascertain whether the 4'x2' and 4'x3' boxes manufactured with ASTM 789 specifications will be acceptable in place of boxes manufactured with ASTM 850 specifications. If you need any more information, please contact my office at 972-838-2888. Sincerely, CC: Kirk Woltman at Hill & Wilkinson 2138 CalHar Drive '~ Melissa, Texas 75454 * Office 972/838-2888 * Fax 972/838-2299 April 19, 2001 Don Callahan Cai Har Construction Inc. 2138 Cai Har Dr. Melissa, TX 75484 Gentlemen, This letter is to confirm the 4' x 2' & 4' x 3' boxes furnished on the above subject project, which were manufactured to comply with ASTM 789 specifications, has been analyzed to verify the wall thickness and the steel areas are more than adequate for the application, i.e. less than 2 feet of cover, beneath a 7" thick reinforced concrete pavement plus 11" of earth cover over the box. Our analysis is based on a HS20 live load distributed on rigid payment and 120 lb./cu, ft. soil. The attached calculations are submitted in support of our analysis. In the event you have any questions or wish to discuss this further please give us a call. V~ 7rule/Yours, Joe Zicaro, P.E. Vice President DATA\corresp\JZ-L0403.doc 7310 Yorkfield - Bldg, 3, Houston, Texas 77092-1017 Telephone 832-590-5315 Facsimile 832-590-5394 Hydro. Condu~t PROJECT /K"o L.L CE,'u-z-E'7'Z_ , Cop/=EZ.L. 7'~- DATE "~-/,~ '-0/,/' ~ PAGE ,/ OF ~ PAGES ,,/ L,vE Logo - /-/5 ZO U6,,vc 7-dE PCA's " Hydro. Condmt PROJECT DATE "~ -/8-0/ PAGE z OF ~ PAGES P= /~, 0oo X/. z = / ?, Zoo ,:.,~..s .?2_' y= .,,cz.. P-- .'o~ (/t zoo.) (/.2. / <~.) z C -- '. '/01 complete curve of pressure intensity on the top of the cul- vert. The same curve will apply to each wheel. The pres- sures indicated by each curve can be added to determine the total pressure intensity of the dual wheel. (See Fig. 36.) It is interesting to note in Fig. 36 that the pressure inten- sity calculated according to AASHTO (Section 1.3 3) very closely approximates the average pressure intensity under the dual wheel. Theoretical Distribution of Wheel Loads on Rigid Pave- ment. A similar procedure is used with Table 7 to calculate subsurface pressure intensities for wheel loads applied to rigid pavement slabs. In place of the radius of the tire con- tact area, the radius of stiffness of the pavement slab is used. This radius of stiffness can be calculated from the formula: where E= h= bt= . Eh3 12(1 --#2)k - radius of stiffness of flab, in. modulus of elasticity of concrete, psi thickness of concrete flab, in. Poisson's ratio for concrete, assumed constant and equal to 0.15 k = modulus of subgrade reaction, assumed constant, poi The coefficients taken from Table ? (by interpolation if necessary) are used to calculate the vertical pressure-inten- sity on the top of the culvert according to the equation: P in which p = vertical pressure intensity, psi c ~ coefficient from Table 7 P = wheel load, lb. L = radius of stiffness of flab, in. With the pressure distribution over the top of the culvert determined, thrust, shear, and moment in the structure can be calculated. Embankment Loads on Conduits Pressure transmitted to conduits from embankment mate- rials obeys natural laws difficult to express mathematically. The variable factors that represent soft characteristics-angle of internal friction, density, homogeneity of material, and percent of contained moisture-can only be estimated. The careful designer chooses those combinations of conditions likely to occur during the life of the conduit that would subject the structure to the greatest possible pressures. A conduit designed for long life should be capable of resisting these ultimate pressures without distress. The theory of embankment loads on culverts was devd- oped principally through investigations made by the Iowa Engineering Experiment Station in cooperation with the United States Bureau of Public Roads.* After more than years the Marston Theory, named for its originator, the Professor Anson Mar~ton, is still g~nerally accepted as most logical approach to the problem of loads on SHtict UreS. According to this theory, the resultant vertical load p~ duced by an embankment is considered to be made up of two parts: the w~ight of the column of ifil directly over t~ conduit, and the friction forces acting either upward downward on the sides of this column of fill. For shallot fills where the height does not exceed the horizontal of the culvert, the friction forces can safely be ignored. F0~ higher fills, they should be included in the load determi~. tion since they may materially increase or decrease the lo~ on the culvert. The settlement of the fill adjacent to the conduit relativ~ to the fill directly over the conduit determines the magni. tude and direction of friction factors for a given installs. tion. A greater settlement in the fill material adjacent to the conduit-due perhaps to compressible subsoils, insufficient compaction of the fill, or simply a greater height of mate. rial adjacent to the conduit than over it-will set up friction factors acting downward on the f'fil above the conduit (Fig. 37). When that happens, the resultant pressure on the con. duit is greater than the weight of the material above it. If the settlement is greater directly above the conduit, if the conduit settles slightly into its foundation, the pr~a- sure is reduced by the amount of the friction forces, which then act upward (Fig. 38). This latter action is sometimel called "arching" of the embankment. It is similar to what happens when a culvert or other conduit is constructed ia a narrow trench. Special construction procedures sometimes are used with very high fills to produce upward-acting friction factors to reduce the load on the conduit. One such procedure, known as the "imperfect-trench method," is discussed on page 41. When there is no differential settlement between the fill adjacent to the conduit and the ifil over it, the resultant pressure is, of course, equal to the weight of the fill mate. rial directly over the conduit. It is evident that the embankment pressures which con- duits must support will vary within wide limits, depending on the fill material, degree of compaction, construction method, and, to some extent, the foundation. Depending on the direction of the friction forces, the conduit'may have to support only a fraction of the weight of the ifil di- rectly over it or may have to support a load considerably greater than this weight. The latter condition might occur if, due to poor soft conditions, the conduit is supported on *A. Marston and A. O. Anderson, The Theory of Loads on Pipet in D~rche$ and Te~t~ of Cement ~d Clay Drain Tile and Iowa En~in~rins Experiment Station Bulletin 31, 1913. M. G. Spangler, The Supporting Strength of Rigid Pipe Iowa Engineering Experiment Station, Bulletin 112, 1933. M. G. Spangler, Anaiys~s of Loads and Supporting Strengtha and Principles of De.r~gn for Highway Cutvert~, HRB Proceedings, 26th Annual Meeting, 1946, pages 189-212. 36 4- d,=, pressure distr/buh'on 24 "cover duo/ wheel 12" duo/wheels AASHTO-I.3 8000 lb./wheel 85 9.~psi IOpsi I [ I I 1.5' /.O' 0.5' 0 0 0.5' 1.0' 1.5' Fig. 36. Effect of dual wheels on live load pressure distn'bution. Table 7. Coefficients, c, for Pressures on Horizontal Subsurface Planes for a Single-Wheel Load on Concrete Pavement YIL XIL 0.0 04 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 0.O .113 .105 .089 .068 .048 ,032 .020 .011 .00~ .002 ,000 o~ .101 .00~ .oe2 .06s .0~ .0~ .021 011 .00. .001 .000 0.8 .o8~ .o~ .o74 .o~I .o~5 .o~ .022 .o12 .005 .002 .Oel /~F~x~single Iood 12 .076 .0~2 .~e5 .os4 .0~3 .032 o22 .014 .ooe o06 .o03 1.6 .062 .059 .~ .047 .039 .030 .022 .016 011 .007 .005 ~-: e.: .-: . · -. L '-: ~- :. '... 'r" '' ' '" '' '~' ' ""it' 2.0 051 .04g .046 .042 .035 .028 .022 .016 .011 .0(~ .0~6 ~. 2.8 .037 .036 .033 .031 .027 .023 .019 .016 .011 .009 .04~ I X ~ 3.2 .032 030 .029 .026 .024 .021 .018 .014 .011 .009 .007 3.6 .027 ,026 .025 .023 .021 019 .016 .014 .011 .009 .007 40 .024 .023 .022 .020 .019 .018 .016 .013 .011 .009 .007 4 4 .020 .020 .019 .018 .017 016 .014 .012 .010 ,009 .007 4.8 .018 .017 .017 .016 .015 .013 .012 .011 .009 .008 .007 5.2 .015 .015 .014 .014 .013 .012 .011 .010 .oo8 oo7 .oo6 £ = radius 0£ stJ/fnes,s 0£ slab, [n. 56 .014 .013 .013 012 011 .010 .010 .o09 oo8 .007 .006 X and Yaze ~ ~ches 60 .012 .012 .011 .011 .010 .(XI9 .009 .008 .007 .007 .00~ 64 .011 010 .010 .010 .009 .0(~ .008 .007 .007 .00~ .005 68 .010 .009 .009 .009 .006 .0(~ .007 .0O7 .00~ .006 0O5 7 2 .009 .008 .008 .008 008 .007 007 006 .006 .006 .005 7 6 .00~ .008 .008 007 .007 .007 .006 006 .006 .005 O05 80 007 .007 .007 007 .006 .DO6 006 .006 .006 .OOS O'-oF d. BOX CULVERT DESIGN PROJECT: KOLL CENTER PROG~ER: JS 4-18-01 BOX DIMENSIONS WIDTH 48.000 INCHES HEIGHT 24.000 INCHES WALL THICKENSSES TOP 7.500 IN. BOTTOM 6.000 IN. AND SIDES 5.000 INCHES TOP HAUNCHES 4.000 IN. HORIZ. BY 4.000 IN. VERT. BOT HAUNCHES 4.000 IN. HORIZ. BY 4.000 IN. VERT. LOADING ON BOX COVER 1.50 FEET COVER LOAD SIDE THRUSTS (COVER) TOP 49.5 198.0 LBS/SQ. FOOT BOTTOM 134.1 LBS/SQ FT SPECIAL LIVE LOAD 408.00 LBS/SQ FT. FULL WIDTH OF THE BOX THE HORIZONTAL LIVE LOAD IS .00 LBS/SQ FT FLUID WEIGHT IS 62.40 LBS/CU FT OR 485.3 LBS/LINEAR FOOT FLUID PRESSURE IS .00 PSI CONCRETE WEIGHT IS 150.0 LBS/CU FT BOX WEIGHT IS 1099.0 LBS/FOOT DESIGN CONTROLS DEAD LOAD COEFFICIENT 1.500 LIVE LOAD COEFFICIENT 2.200 ULTIMATE CONCRETE 5000.0 PSI YIELD STEEL 60000. PSI RATIO LATERAL THRUST/VERTICAL LOAD .2500 (IN LBS/SQ FT) COVER TO THE CENTERLINE OF THE STEEL 1.1875 INCHES LIVE LOADS ARE EFFECTIVE TO ALL DEPTHS LOCATION X-ORD Y-ORD 23 12 26 50 26 50 26 50 26 50 26 50 19 36 00 -19 36 -26 50 -26 50 -26 50 '-26 50 -26 50 -23 12 00 00 00 00 23 75 30 75 30 75 30 75 30 75 30 75 30 75 30 75 23 75 0O 00 00 00 MOMENT THRUST IN LBS LBS ZERO MOMENT- ***** CORNER OF BOX ***** -9301.1 -252.1 -16934.4 3141.5 ***** CORNER OF BOX ***** -19585.6 417.7 ZERO MOMENT 22392.9 417.7 ZERO MOMENT ***** CORNER OF BOX ***** -19585.6 417.7 -16934.5 3141.5 ***** CORNER OF BOX ***** -9301.1 -252.1 ZERO MOMENT 29760.0 -252.1 ****** MAXIMUM UNIT SHEAR ****** -20.00 30.75 -1489.8 417.7 UNIT SHEAR CAP RED STEEL POSITION LBS/PSI FACTOR AREA OF STEEL BETWEEN ELEMENTS NOS. 22 AND 23 .000 .9000 .0189 OUTSIDE .8725 .0549 OUTSIDE ~ BETWEEN ELEMENTS NOS. 42 AND 43 .000 .8984 .0378 OUTSIDE .000 .8971 .0834 INSID~ ~ BETWEEN ELEMENTS NOS. 86 AND 87 .000 .8984 .0378 OUTSIDE -8.000 .8725 .0549 OUTSIDE BETWEEN ELEMENTS NOS. 106 AND 107 .000 .9000 .0189 OUTSIDE .000 .9000 .0903 INSIDE -41.355 .8971 .0017 BOX CULVERT DESIGN PROJECT: KOLL CENTER PROGRAMMER: JS 4-18-01 BOX DIMENSIONS WIDTH 48.000 INCHES HEIGHT 36.000 INCHES WALL THICKENSSES TOP 7.500 IN. BOTTOM 6.000 IN. AND SIDES 5.000 INCHES TOP HAUNCHES 4.000 IN. HORIZ. BY 4.000 IN. VERT. B©T HAUNCHES 4.000 IN. HORIZ. BY 4.000 IN. VERT. LOADING ON BOX COVER 1.50 FEET COVER LOAD SIDE THRUSTS (COVER) TOP 49.5 198.0 LBS/SQ. FOOT "~'~[]'11 BOTTO SPECIAL LIVE LOAD 408.00 LBS/SQ FT. FULL WIDTH OF THE BOX THE HORIZONTAL LIVE LOAD IS .00 LBS/SQ FT FLUID WEIGHT IS 62.40 LBS/CU FT OR 734.9 LBS/LINEAR FOOT FLUID PRESSURE IS .00 PSI CONCRETE WEIGHT IS 150.0 LBS/CU FT BOX WEIGHT IS 1224.0 LBS/FOOT DESIGN CONTROLS DEAD LOAD COEFFICIENT 1.500 LIVE LOAD COEFFICIENT 2.200 ULTIMATE CONCRETE 5000.0 PSI YIELD STEEL 60000. PSI RATIO LATERAL THRUST/VERTICAL LOAD .2500 (IN LBS/SQ FT) COVER TO THE CENTERLINE OF THE STEEL 1.1875 INCHES LIVE LOADS ARE EFFECTIVE TO ALL DEPTHS LOCATION X- ORD 26 50 26 50 26 50 26 50 26 50 20 63 00 -20 63 -26 50 -26 50 -26 50 -26 50 -26 50 -24 44 00 Y- ORD 00 00 35 75 42 75 42 75 42 75 42 75 42 75 42 75 42.75 35.75 .00 .00 .00 .00 MOMENT IN LBS ***** CORNER OF BOX **~** -5771.4 -172.1 -14945.0 3235.2 ***** CORNER OF BOX ***** -16940.4 329.5 ZERO MOMENT 26046.4 329.5 ZERO MOMENT ***** CORNER OF BOX ***** -16940.4 329.5 -14945.0 3235.2 ***** CORNER OF BOX ***** -5771.4 -172.1 ZERO MOMENT 33289.7 -172.1 THRUST UNIT SHEAR CAP RED STEEL POSITION LBS LBS/PSI FACTOR AREA OF STEEL BETWEEN ELEMENTS NOS. 18 AND 19 .000 .9000 .0118 OUTSIDE -6.123 .8717 .0438 OUTSIDE~a,__ BETWEEN ELEMENTS NOS. 46 AND 47 .000 .8988 .0329 OUTSIDE · 000 .8977 .0986 INSIDE~3 BETWEEN ELEMENTS NOS. 82 AND 83 .000 .8988 .0329 OUTSIDE -6.123 .8717 .0438 OUTSIDE BETWEEN ELEMENTS NOS. 110 AND 111 .000 .9000 .0118 OUTSIDE .000 .9000 .1001 INSIDE ****** MAXIMUM UNIT SHEAR ****** -20.00 42.75 1603.3 329.5 -42.326 .8977 .0030 ,.CSR HYdro.` Condu~t PROJECT ,/~"o z_t.. C-~','v'w~ ~ ~opPA--Z_C~ ~ DATE 4-/~-01 / ~ PAGE / OF ~ PAGES Z)~-:~r~ Zo,4o ,,~ L,,a$/~z- o ~ I.,.~1, (,,7 1-,~/'t(fi :~ CSII Hydro. Condu~t PROJECT DATE 4 _/8 -0/ / v~-"~ PAGE z OF (~ PAGES ~= /~,,ooo X'/.z : /?,Zoo/-.,~.s L= 2.6,.t~ o~- 2./Z5 ~ ¥'= /-- Z./~ X' : C::) Cz . complete curve of pressure intensity on the top of the cul- vert. The same curve will apply to each wheel. The pres- sures indicated by each curve can be added to determine the total pressure intensity of the dual wheel. (See Fig. 36.) It is interesting to note in Fig. 36 that the pressure inten. sity calculated according to AASHTO (Section 1.33) very closely approximates the average pressure intensity under the dual wheel. Theoretical Distribution of Wheel Loads on Rigid Pave- mens. A similar procedure is used with Table 7 to calculate subsurface pressure intensities for wheel loads applied to rigid pavement flabs. In place of the radius of the tire con- tact area, the radius of stiffness of the pavement slab is used. This radius of stiffness can be calculated from the formula: . Eh3 L = 12(I --/a2)k - radius of stiffness of slab, in. where E = modulus of elasticity of concrete, psi h = thickness of concrete slab, in. /a = Poisson's ratio for concrete, assumed constant and equal to 0.15 k = modulus of subgrade reaction, assumed constant, pci The coefficients taken from Table 7 (by interpolation ff necessary) are used to calculate the vertical pressure-inten- sity on the top of the culvert according to the equation: P p = CL2 in which p = vertical pressure intensity, psi c = coefficient from Table 7 P = wheel load, lb. L = radius of stiffness of flab, in. With the pressure distribution over the top of the culvert determined, thrust, shear, and moment in the structure can be calculated. Embankment Loads on Conduits Pressure transmitted to conduits from embankment mate- rials obeys natural laws difficult to express mathematically. The variable factors that represent soil characteristics-angle of internal friction, density, homogeneity of material, and percent of contained moisture-can only be estimated. The careful designer chooses those combinations of conditions likely to occur during the life of the conduit that would subject the structure to the greatest possible pressures. A conduit designed for long life should be capable of resisting these ultimate pressures without distress. The theory of embankment loads on culverts was &vel- oped principally through investigations made by the Iowa Engineering Experiment Station in cooperation with the United States Bureau of Public Roads.* After more tha~ years the Marston Theory, named for its originator, th-, Professor Anson Marston, is still generally accepted as th most logical approach to the problem of loads on burie structures. According to this theory, the resultant vertical load duced by an embankment is considered to be made up two parts: 'the weight of the column of fill directly over th conduit, and the friction forces acting either upward downward on the sides of this column of fill. For ahall0, fills where the height does not exceed the horizontal spa of the culvert, the friction forces can safely be ignored. Fa higher fills, they should be included in the load determiaa tion since they may materially increase or decrease the 1o~ on the culvert. The settlement of the fill adjacent to the conduit relative to the fill directly over the conduit determines the magni. tude and direction of friction factors for a given installs. tion. A g~eater settlement in the fill material adjacent to the conduit-due perhaps to compressible subsoils, insufficient compaction of the fill, or simply a greater height of mate. rial adjacent to the conduit than over it-wili set up friction factors acting downward on the f~tll above the conduit (Fig. 37). When that happens, the resultant pressure on the con. duit is greater than the weight of the material above it. If the settlement is g~eater directly above the conduit, if the conduit settles slightly into its foundation, the pres. sure is reduced by the amount of the friction forces, which then act upward (Fig. 38). This latter action is sometimes called "arching" of the embankment. It is similar to what happens when a culvert or other conduit is constructed in a narrow trench. Special construction procedures sometimes are used with very high fills to produce upward-acting friction factors to reduce the load on the conduit. One such procedure, known as the "imperfect-trench method," is discussed on page 41. When there is no differential settlement between the adjacent to the conduit and the fill over it, the resultant pressure is, of course, equal to the weight of the fill mate. rial directly over the conduit. It is evident that the embankment pressures which con. duits must support will vary within wide limits, depending on the fill material, degree of compaction, construction method, and, to some extent, the foundation. Depending on the direction of the friction forces, the conduit may have to support only a fraction of the weight of the fill di- rectly over it or may have to support a load considerably greater than this weight. The latter condition might occur if, due to poor soil conditions, the conduit is supported on *A. Marston and A. O. Anderson, The Theory of Loads on Pipes in Ditches and Tests of Cement and Clay Drain Tile and Sewer Pipe, Iowa Engineering Experiment Station Bulletin 31, 1913. M. G. Spangler, The Supporting Strength of Rigid Pipe Culverts, Iowa Engineering Experiment Station, Bulletin 112, 1933. M. G. Spangler, Analys~s of Loads and Supporting Strengths and Pn'nciples of D~ign for Highway Culverts, HRB Proca~dinsa, 26~h Annual Meeting, 1946, pages 189-212. 36 pressure disfribuffon 24 " cover dual wheel ,4ASHTO- 12" dual wl~eels 8000 lb./wheel 85 I I I I I 1.5' /.O' O.5' 0 0 0.5' 1.0' 1.5' Fig. 36. Effect of dual wheels on live load p~'essute distn~bution. Table 7. Coefficients, c, for Pressures on Horizonlal Subsurface Planes for a Single-Wheel Load on Concrete Pavement ¥IL X/L 0.0 0,4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 0.0 .lt3 .~os .os9 .06e .04e .032 .020 .0~ .006 .002 .000 0.4 .101 ,095 .0~2 .065 ,G47 .033 .021 ,011 ,004 001 .000 ~ iDgle 0.8 .089 .084 .074 .061 .04s .033 .0~ .0~2 .005 .002 .00~ $ /OOd 1.2 .076 .072 .065 .054 .043 .032 .022 014 ,008 .005 .003 I 2.4 .043 .041 .039 .03~ .030 .026 .021 .016 ,011 .0(}~ .00~ 2.8 .037 .036 ~033 .CL31 .027 .023 .019 .015 .011 .009 .006 IX 3,2 .032 ,030 ,029 .026 .024 .021 .018 .014 .011 3.6 .027 .026 .025 .023 .021 .019 .016 .014 .011 ,009 007-J -- 44 .020 .020 .019 .018 .017 .015 .014 .012 .010 .009 .007 4.8 .018 .0~7 .017 016 5.2 .015 .015 .014 ,014 .013 .012 .011 .010 .008 .007 ,006 ]', = radius of sttt'fness of slab, in. 5.6 .014 .013 .013 .012 ,011 .010 .010 .009 o08 .007 006 X and ¥ ~re in inches 6.0 .012 .012 .011 .011 .010 .009 .009 .008 .007 .007 .006 6.4 .011 010 010 .0~0 .009 .008 008 .007 .007 .0{~ 005 68 .010 OO9 .OO9 .0O9 .00~ .008 ,007 .007 .006 .006 .005 7.2 009 .008 008 008 ,008 .007 .007 006 .006 .006 .005 7.6 .OC~ .008 .008 007 .007 .007 .006 .006 .006 .005 005 8.0 007 .007 007 007 .006 .006 .006 006 .005 .005 .005 BOX CULVERT DESIGN PROJECT: KOLL CENTER PROG~ER: JS 4-18-01 BOX DIMENSIONS WIDTH 48.000 INCHES HEIGHT 24.000 INCHES WALL THICKENSSES TOP 7.500 IN. BOTTOM 6.000 IN. AND SIDES 5.000 INCHES TOP HAUNCHES 4.000 IN. HORIZ. BY BOT HAUNCHES 4.000 IN. HORIZ. BY LOADING ON BOX COVER 1.50 FEET COVER LOAD SIDE THRUSTS (COVER) TOP 49.5 4.000 IN. VERT. 4.000 IN. VERT. 198.0 LBS/SQ. FOOT BOTTOM 134.1 LBS/SQ FT SPECIAL LIVE LOAD 408.00 LBS/SQ FT. FULL WIDTH OF THE BOX THE HORIZONTAL LIVE LOAD IS .00 LBS/SQ FT FLUID WEIGHT IS 62.40 LBS/CU FT OR 485.3 LBS/LINEAR FOOT FLUID PRESSURE IS .00 PSI CONCRETE WEIGHT IS 150.0 LBS/CU FT BOX WEIGHT IS 1099.0 LBS/FOOT DESIGN CONTROLS DEAD LOAD COEFFICIENT 1.500 LIVE LOAD COEFFICIENT 2.200 ULTIMATE CONCRETE 5000.0 PSI YIELD STEEL 60000. PSI RATIO LATERAL THRUST/VERTICAL LOAD .2500 (IN LBS/SQ FT) COVER TO THE CENTERLINE OF THE STEEL 1.1875 INCHES LIVE LOADS ARE EFFECTIVE TO ALL DEPTHS LOCATION X-ORD Y-ORD 23 12 26 50 26 50 26 50 26 50 26 50 19 36 00 -19 36 -26 50 -26 50 -26 50 -26 50 -26 50 -23 12 00 00 00 00 23 75 30 75 30 75 30 75 30 75 30 75 30 75 30 75 23 75 00 00 00 00 MOMENT THRUST IN LBS LBS ZERO MOMENT ***** CORNER OF BOX ***** -9301.1 -252.1 -16934.4 3141.5 ***** CORNER OF BOX ***** -19585.6 417.7 ZERO MOMENT 22392.9 417.7 ZERO MOMENT ***** CORNER OF BOX ***** -19585.6 417.7 -16934.5 3141.5 ***** CORNER OF BOX ***** -9301.1 -252.1 ZERO MOMENT 29760.0 -252.1 ****** MAXIMUM UNIT SHEAR ****** -20.00 30.75 -1489.8 417.7 UNIT SHEAR CAP RED STEEL POSITION LBS/PSI FACTOR AREA OF STEEL BETWEEN ELEMENTS NOS. 22 AND 23 .000 .9000 .0189 OUTSIDE -8.000 .8725 .0549 OUTSIDE ~ BETWEEN ELEMENTS NOS. 42 AND 43 .000 .8984 .0378 OUTSIDE .000 .8971 .0834 INSIDE ~ BETWEEN ELEMENTS NOS. 86 AND 87 .000 .8984 .0378 OUTSIDE -8.000 .8725 .0549 OUTSIDE BETWEEN ELEMENTS NOS. 106 AND 107 .000 .9000 .0189 OUTSIDE .000 .9000 .0903 INSIDE -41.355 .8971 .0017 BOX CULVERT DESIGN PROJECT: KOLL CENTER PROGRAMMER: JS 4-18-01 BOX DIMENSIONS WIDTH 48.000 INCHES HEIGHT 36.000 INCHES WALL THICKENSSES TOP 7.500 IN. BOTTOM 6.000 IN. AND SIDES 5.000 INCHES TOP HAUNCHES 4.000 IN. HORIZ. BY BOT HAUNCHES 4.000 IN. HORIZ. BY LOADING ON BOX COVER 1.50 FEET COVER LOAD SIDE THRUSTS (COVER) TOP 49.5 4.000 IN. VERT. 4.000 IN. VERT. 198.0 LBS/SQ. FOOT BOTTOM 167.1 LBS/SQ FT SPECIAL LIVE LOAD 408.00 LBS/SQ FT. FULL WIDTH OF THE BOX THE HORIZONTAL LIVE LOAD IS .00 LBS/SQ FT FLUID WEIGHT IS 62.40 LBS/CU FT OR 734.9 LBS/LINEAR FOOT FLUID PRESSURE IS .00 PSI CONCRETE WEIGHT IS 150.0 LBS/CU FT BOX WEIGHT IS 1224.0 LBS/FOOT DESIGN CONTROLS DEAD LOAD COEFFICIENT 1.500 LIVE LOAD COEFFICIENT 2.200 ULTIMATE CONCRETE 5000.0 PSI YIELD STEEL 60000. PSI RATIO LATERAL THRUST/VERTICAL LOAD .2500 (IN LBS/SQ FT) COVER TO THE CENTERLINE OF THE STEEL 1.1875 INCHES LIVE LOADS ARE EFFECTIVE TO ALL DEPTHS LOCATION X-ORD Y-ORD 26 50 26 50 26 50 26 50 26 50 20 63 00 -20 63 -26 50 -26 50 -26 50 -26 50 -26 50 -24 44 00 .00 00 35 75 42 75 42 75 42 75 42 75 42 75 42 75 42 75 35 75 00 00 00 00 MOMENT THRUST IN LBS LBS ***** CORNER OF BOX *~*** -5771.4 -172.1 -14945.0 3235.2 ***** CORNER OF BOX ***** -16940.4 329.5 ZERO MOMENT 26046.4 329.5 ZERO MOMENT ***** CORNER OF BOX ***** -16940.4 329.5 -14945.0 3235.2 ***** CORNER OF BOX ***** -5771.4 -172.1 ZERO MOMENT 33289.7 -172.1 ****** MAJ4IMUM UNIT SHEAR ****** -20.00 42.75 1603.3 329.5 UNIT SHEAR CAP RED STEEL POSITION LBS/PSI FACTOR AREA OF STEEL BETWEEN ELEMENTS NOS. 18 AND 19 .000 .9000 .0118 OUTSIDE -6.123 .8717 .0438 OUTSIDE~,~ BETWEEN ELEMENTS NOS. 46 AND 47 .000 .8988 .0329 OUTSIDE .000 .8977 .0986 INSIDE~ BETWEEN ELEMENTS NOS. 82 AND 83 .000 .8988 .0329 OUTSIDE -6.123 .8717 .0438 OUTSIDE BETWEEN ELEMENTS NOS. 110 AND 111 .000 .9000 .0118 OUTSIDE · 000 .9000 .1001 INSIDE -42.326 .8977 .0030