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HomeMy WebLinkAboutMisc.Analysis Status Tanks and Reservoirs me ID/Ti me 772 773 775 776 777 j 778 I 779 i 2037 fi T-1 T-8 SR-1 SR-6 SR-5 SR-4 SR-3 New Tank 0;0 d Filling - Emptyin Filling - 1 Filling - Filling - Filling - i Filling - Emptyin ay 0:00 330.28[ g 3701.02[ 3714.72[ 1 3748.621 1 3595.10[ ! 4051.15[ i 3836.88[ 9083.32[ hr gpmJ gpmJ 1 gpm] gpmJ I ~ gpmJ 1 ~ gpmJ i gpmJ I gpmJ Results Junctions Time Level: 0; 0 day 0:00 hr Number of Junctions: 8(Selection) Junction ID Description Elevation I Demand Grade Pressure ' IN [gpmJ IN I [Psi] 2064 i 338.000 11.970 1 464.424 1 54.779 2065 344.000 3.140 1 477.281 57.751 2067 338.000 1 0.000 1 440.465 1 44.398 2069 338.000 1 4.730 1 453.262 1 49.943 2070 337.000 1 0.000 4 2071 326.000 0.000 423.598 42.289 2072 328.000 1.360 4 2073 Sonic attach (1500 gpmff) 330.000 1500.000 423.598 40.556 Results - Pipes Time Level: 0; 0 day 0:00 hr Number of Pipes: 8(Selection) Pipe ID Node 1 i Node 2 i Diameter i Length Roughness Flow ! Velocity j Headloss [in] IN [millift] [gpm] [ft/s] [ft] 2442 2065 1 2066 6.000 j 309.090 ; 140.000 ! 764.798 8.678 12.163 2443 2066 2067 1 6.000 638.096 140.000 i 757.278 8.593 1 24.654 2445 1 2064 { 2069 6.000 ' 294.973 ; 140.000 1 748.813 8.497 ! 11.162 2446 1 2069 2067 1 6.000 342.184 140.000 744.083 8.443 12.797 2447 2067 1 2070 1 6.000 34.117 , 140.000 1501.360 i 17.036 4.682 2448 12070 1 2073 8.000 1360.502 i 140.000 1501.360 9.583 12.184 2449 12073 1 2071 8.000 122.679 140.000 1 0.000 0.000 0.000 2450 ! 2072 11 2073 16.000 ! 108.477 1140.000 1 -1.360 -0.015 1 0.000 Analysis Status Tanks and Reservoirs ID/Ti 772 773 775 776 777 778 779 2037 me New T-1 T-8 SR 1 SR-6 SR-5 SR-4 SR-3 Tank - - - - 0; 0 Emptyin Emptyin Filling - ; Filling - j Filling - Filling - Filling - Filling - day 1330.28[ g 3714.72[ 3748.62[ 3595.10[ i 4051.15[ 3836.88[ ! g 0:00 3701.02[ 1083.32[ 1 91)m] i gpm~ (gPm] gpm] gPm] gpm] gpm] gpm] Results - Junctions Time Level: 0; 0 day 0:00 hr Number of Junctions: 8(Selection) Junction ID Description i Elevation Demand Grade Pressure 1111 [gpml IN [psi] 2064 338.000 11.970 464.424 54.779 2065 344.000 3.140 1 477.281 ; 57.751 r-- 2067 ! i 338.000 0.000 1 440.465 44.398 2069 338.000 4.730 453.262 49.943 2070 337.000 0.000 435.782 42.802 2071 326.000 0.000 ! 423.598 42.289 2072 i i 328.000 1.360 423.598 41.423 2073 ( Sonic attach (1500 gpmff) 330.000 1500.000 423.598 40.556 Sonic at Cooner Building Materials ■ See Sheet A2 Brick Veneer See Sheet SP2, Section 04001 - Masonry work for accurate brick manufacturers & colors. 10-06-04 ZIMMERMAN SIGN Sht. 1 of 5 File : Zimmerman049a.mcd Site : SONIC Store No. 1731 401 texas Avenue College Station, TX 77845 Sign Type : 24' OAH sign pylon with a 7-2 1/4" x 12'-0 1/2" ID plus 37" x 97-3/8" readerboard and two ( 2 ) 11 " x 73-3/8" wrap around signs on cladded pole. Design Windload PSF ) WL 30.0 Based on the 2003 International Building Code using Exposure B and 110 mph winds. Reference : Manual of Steel Construction, AISC 9th Edition. Tube : ASTM A-500 Gr. B Fy = 46.0 ksi. ; Fb = 40.38 ksi. ( Compact sections ) Fb = 36.71 ksi. ( Non-compact sections ) Plate : ASTM A-36 Fy = 36.0 ksi. ; Fb = 31.60 ksi. mr Mounting Bolts : ASTM A-325 Fu = 120.0 ksi. ; Ft = 44.00 ksi. OF 71 Anchor Bolts : ASTM A-193 Fu = 133.0 ksi. ; Ft = 48.80 ksi. ; Fv = 43.89 tk~ s* ~N~M...N.N.NN..N...M. Reference : American Concrete Institute, Code 318.02. ~.CARL,,A~.D:METER 712 7 Rebar : ASTM A-615 Grade 60 Fy = 60.0 ksi. e. 4Q . Concrete : 3,000 psi. compressive strength at 28 days. trs ^ T.. NG6,~ Summation of Moment at EL 16.40': ( Base of ID Sign ) ID Sign : IDSgn : _ ( 7.19.12.04• WL)• 7.19 •12 IDSgn =112035.788 in.lbs. 2 Sign Stub SgnStb 5' ( 4' WLl ' 0.411 12 SgnStb = 10.25 in.lbs. 12/ 12i JJ II 2 Moment : (in.lbs.) MtEL1640: = IDSgn+ SgnStb MtEL1640 = 112046.03 8 Sign Pole Structure : Required Section Modulus : ( in 3) RegdSx MtEL1640 RegdSx = 2.775 ( Compact Tube Section ) 40380 Section Modulus of Tube : (in 3) TS 4" x4" x.187" wall - TubeSx =3.30 Unity Check - Poles : UCP : = RegdSx UCP = 0.841 < 1.00 OK TubeSx Sign Mounting olts : Number of Bolts in Tension : No:=2 Bolt Centerlines - Front to Back in. ) LvrArm = 7.0 Load per Bolt : ( lbs.) TenBlt MtEL1640 TenBlt = 8003.288 (No•LvrArm) Mounting Bolt Diameter : (in.) B1tDia = 0.75 , 10-06-04 ZIMMERMAN SIGN Sht. 2 of 5 Stress Area : ( in.2 ) BltArea _ 7[BltDia2 ( Based on nominal diameter per AISC 4-3 ) 4 Allowable Tension : ( lbs. ) AllwTen = 44000•BltArea (Based on ASTM A-325 specification ) Unity Check - Mounting Bolt Tension : UCMntTen = TenBlt AllwTen B1tArea = 0.442 AllwTen = 19439 UCMntTen = 0.412 < 1.00 OK Sign Mounting Plate Calculation : Plate Width in. ) PLW 10.0 Plate Thickness in. PLThk 1.0 Plate Specimen : (in.) PLS :-PLW - LvrArm PLS = 1.5 2 TenBlt•No•PLS•6 i Minimum Thickness Required in. RegdThk : = RegdThk = 0.68 (PLW•31600) Unity Check : UC = RegdThk UC = 0.675 < 1.00 OK PLThk Summation of Stresses at Grade : ID Sign : IDSgn = ( 7.19.12.04• WL) ' 7.19 i + 16.81 1.12 ]DSgn = 635908.276 in.lbs. 2 Upper Cladded Pole : UC1dP =(0.51.3.67•WL)•[ Ii 0.51 ~ + 16.30.12 UC1dP = 11154.958 in.lbs. 1121 Breakfast : Brkfst = 0.92.6.11 • WL . 0.9211 + 15.381•12 Brkfst = 32054.331 in.lbs. 2 j 1 Readerboard : RdrBrd (3.08 - 8.11 • WL)• 3-01)+ 12.301.12 RdrBrd = 124454.373 in.lbs. 2/ I Drive Thru : DrvThru : _ ( 0.92.6.1 l • WL)• 0.921 + 11.381 12 DrvThru = 23959.803 in.lbs. 2 /I J Lower Cladded Pole : LC1dP : _ (l l .38.5.25• WL)• i 11.38' ' 12 LC1dP = 122381.658 in.lbs. ` 2 I Moment : (in.lbs.) MtGrd : = IDSgn + UC1dP + Brkfst + RdrBrd + DrvThru + LCldP Shear : ( lbs. ) ShrGrd :=((7.19.12.04)+(0.51.3.67)+(0.92.6.11)+(3.08.8.11)+(0.92.6.11)+(11.38.5.25))•W ShrGrd = 5532.165 Pole Structure : Required Section Modulus : ( in 3) RegdSx : = MtGrd RegdSx = 25.876 ( Non-Compact Tube Section ) 36710 i o, 1- 4-1 MtGrd = 949913.399 10-06-04 ZIMMERMAN SIGN Sht. 3 of 5 Section Modulus of Tube : ( in 3) TS 10" x 10" x 1/4" wall - TubeSx = 30.1 Unity Check - Poles : UCP = RegdSx UCP = 0.86 < 1.00 TubeSx Anchor Bolt Calculation : Number of Anchor Bolts in Tension : No = 2 Anchor Bolt Centerlines - Front to Back : ( in. ) LvrArm - 10.0 Load per Anchor Bolt lbs.) TenAncBlt MtGrd TenAncBlt = 47495.67 (No- LvrArm ) Anchor Bolt Diameter : (in.) D = 1.00 z Stress Area : ( in.2 ) A = D A = 0.785 (Based on nominal diameter per AISC 4-3) 4 Allowable Tension : ( lbs.) AllwTen = 48800.1.33-A AllwTen = 50975.482 Unity Check -Tension : UCTen - TenAncBlt UCTen = 0.932 < 1.00 AllwTen Allowable Bond Stress : ( lbs./ in.2) U = ? . j 4.8 3000 U =175.271 3 D Embedment Reduction for 6" hook : ( lbs.) HK = 43890-A HK = 34471.125 (Based on ASTM A-193 material in shear at 43,890 lbsJin 2 ) Development Length in. Ld : =TenAncBlt - HK Ld = 23.654 U•n-D Length of Embedment of Anchor Bolt in. EmbLngth : = 48 Uni Y Check - Embe..a-nent : UCErr.'U Ld UCEmb = 0.493 < 1.00 EmbLngth Base Plate Calculation Plate Width in. ) PLW 18.0 Plate Thickness : (in.) PLThk 1.5 Anchor Bolt Centerlines - Side to Side in. B1tSprd 14.0 Plate Specimen : ( in. ) PLS = BltSprd - 10 PLS =2 Minimum Thickness Required : (in.) Unity Check : UC = RegdThk PLThk 2 RegdThl: _ 11 TenAncBlt-No-PLS-6 y' (PLW-31600) UC = 0.94 < 1.00 OK i 161W11-1 OK OK RegdThk = 1.42 OK 10-06-04 ZIMMERMAN SIGN Sht. 4 of 5 Design of Caisson Footin Overturning Moment : ( ft.lbs.) Ma = MtGrd 12 Shear : ( lbs.) Va = ShrGrd Applied Lateral Force : ( lbs. ) Allowable Lateral Soil Pressure lbs./ft.2 per ft. ) Diameter of Round Footing : (ft.) Distance in Feet From Ground Surface to Point of Application of "P" Depth of Embedment in Earth in Feet But Not Over 12 Feet for Purpose of Computing Lateral Pressure Allowable Lateral Soil Bearing Pressure Pursuant to the 2003 International Building Code Section 1805.7 and Table 1804.2 with 100% increase for allowable 1/2" deflection at grade. A = 2.34• P (SI.2)•bl d2 = ~A I + ~ [1 + 4.36. h 2 I A A = 2.433 d2 = 7.496 < dl =8 Check Tensile Stress in Footing : Overturning Moment About Heel Point : (ft.lbs.) Mh : = Ma + (Va• d 1) Treat as a cantilever at bottom. Compressive Strength of Concrete psi. ) Yield Strength of Rebar : (psi.) Section Modulus of Footing : ( in 3) Sw = x(bl 12) 3 32 Allowable Concrete Stress psi.) }Ft:- 0.65• ~5•4) Tensile Stress in Concrete : (psi.) ft 1.3• (Mh 12) Sw j P = Va h Ma Va Ma = 79159.45 Va = 5532.165 P = 5532.165 LP - 250 bl = 3.0 h = 14.309 dl = 8.0 Sl = dl•(LP•1.33) S1 =886.667 3 Mh =123416.77 OK fc 3000 fy = 60000 Sw = 4580.442 }Ft = 178.01 ft = 420.331 > ~Ft =178.01 REBAR REQUIRED FOR STRESS 16'7 '0 " 10-06-04 ZIMMERMAN SIGN Design of Reinforcing Steel in Caisson : Moment for USD Design : Mu:= 1.7- Mb Mu = 209808.509 d:=((bl•12)•.80)-4 d=24.8 To Plot for " ju coeff Mu- 12 coeff = 0.038 ju = .83 fc•bl • 12•d2 Required Area : ( in?) As = Mu 12 As = 2.265 ju•fyd•.9 Number 2 T - Rebar Size : Number = 8 Rebar Area : ( in.2 ) Area = 8 Area = 0.79 4 Number Required ~.2 = 5.768 Add six ( 6 ) #8 Rebar x T-6" LG. equally spaced on a Area, 30" circle with seven ( 7 ) #3 Rebar ties on 14-3/4" centers. bl` Quantity of Concrete : (yds.3) CY = t[• i • dl CY = 2.094 14-2712' 0-Z-vq- Sht. 5 of 5 Results - Pipes Time Level: 0; 0 day 0:00 hr Number of Pipes: 8(Selection) Pipe Node Node Diameter Length Roughness Flow Velocity Headloss ID 1 2 [in] IN [millift] [gpm] [ft/s] IN 2442 2065 2066 6.000 309.090 140.000 764.798 8.678 12.163 2443 2066 2067 6.000 2445 2064 2069 6.000 2446 2069 2067 6.000 2447 2067 2070 6.000 2448 2070 2073 8.000 2449 2073 2071 8.000 638.096 140.000 757.278 8.593 24.654 294.973 ! 140.000 748.813 8.497 11.162 342.184 140.000 744.083 8.443 12.797 34.117 140.000 1501.360 17.036 4.682 360.502 140.000 1501.360 9.583 12.184 122.679 140.000 0.000 0.000 0.000 2450 2072 2073 6.000 108.477 140.000 -1.360 -0.015 0.000