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Home My WebLink AboutCOMPOSITE BEAMS AT MAIN LEVEL - 05-00205 - Rexburg LDS Temple - FoundationSEA V2.0 GravityaDesign L'i ceras : KPFF Consulting Engineers -Port Job Rexburg Temple Steel Code: LRF SPAN INFORMATION: main Level Girder Beam Size (User Selected) = W18X35 F Total Beam Length (ft) 23.50 U M . ATE PRUPERTIES (Not d). Left Concrete thickness (In) Q = 23.4 3. Unit weight concrete f) segment: 125.00 T_' (ksi) kip -ft L 1.4DL Decking Ori t t ion 11.8 parallel Decking type 310.8 -0.322 VERCO W3 Formlok Distance to Adjacent f I.2 L+1. LL B28.00 h ff in) 70.50 0.85 Y bar (in) .f (kip -ft) 612.67 (kip -ft) (kips) - 1 . (in) Teff iri ) - 1542. Itr (in**4) Stud r - .50 SO.--ud diameter Stud Capacity (kips) Q = 23.4 f studs per stud segment: Full Number of Stud Rows LOADS: Self Point Loads Dist 7.83 15.67 Partial Actual if Percent of Weight _ 0.035 ft (kips): IDL Pre DL LL 13-44: -81 14.50 1-3.44 -9-81 14-50 SHEAR (Ultimate): MOMENTS: .n Cond eater Pre �_ ent '. r Max Controlling Max Vu 1 LL+ 1 . LL = 50.0 ksi Right 3.50 125.0 4.00 parallel VERCO W3 Formlok Beam: 1 16.46 - 519.x8 14.74 1881.67 in) 0.75 23,1123 - 121 1, 1 _ 12,1,12 Full Composite Action Flange. Top Yes 13rat ire Bottom Yes. Yes (kips) = 39.2 .0n = 54.53 143.37 LoadCase Mu @ Lb Cb Phi Phi*Mn L D = kip -ft at ft ft kip -ft L 1.4DL 1110.9 L] 11.8 249.38 + 1 . DL + I . LCL 310.8 -0.322 11.8 441.81 I.2 L+1. LL 310.8 11.8 0.85 441.81 REACTIONS (Unfactored) kips Initial reaction DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Total load (in) Lei LI 10.22 13.85 14.50 28+35 ht 10.22 13.85 14.50 28.35 t 11.7 ft -0.544 L D = 518 at 11-75 ft = -0.258 L] 1093 t 11-75 ft -0.322 L - 875 t 11.75 ft - -0.867 L 325 ��t RAMB AM V2. 0 Load D iw a r m Licensed to: KPFF Consulting Engineers -Port Job: Rexburg Temple Beam Size = W18X35 Span information (ft) Length = 23.50, Left bF Steel Code: LRF Main Level Girder Support at 0.00,Right Support at 23.50 63 Z Load Dist DL LLQ- LL Max Tot P,1 7-83 13-440 1 ..SOD 0.000 . 940 P2 15-67 13.440 14.500 0.000 27-940 0.035 i 0$00 0.035 0.000 0.000 0,035 23.50 0.035 0.000 0.000 0.035 RAMAM V2.0 Vihration Analysis (Murray'sMethod) Licensed PFF Consulting Engineers -Port Job: Rexburg Temple Steel Code: Code: LRFD Span information f Main Level Girder Length - 23.SO, Left Support at 0.00, Right Support at 23.50 Beam Size _ W18X35 Percent of DL Applied = 100.00 Percent of ISL Appy id = 1 N - Effective Calculated = 1.0000 -Effective Used = 1.0000 Composite properties for Vibration: Concrete thickness (in Left �Right 3.50 Unit weight concrete .f Left = 125.00 t 125 .00 (psi) Left = 4,00 Right 4.00 Decking type Left =VERCO W3 Formlok Decking type Right VERCO f f for Vibration in -258.00 Itr for Vibration (in**4) 2398-83 Results: iW Frequency Amplitude (gin) 0.0047 Method I. Range on Modified R-MScale: Upper Half of SlightlyPere eptible Method 2. Required damping: 4.1149 AM V2.0 GravityBeim n Tjn t: KPFF consultingin-Port Job: Rexburg Temple Steel : L F PAN INFORMATION: Main Level Girder Beam Size (UserSelected) = 1X44:- Fy50.0 ksi Total Beam Length f _ 23.50,; ,OMPOSITE PROPERTIES (Not Shored): Left Right. Concrete thickness (in) Unit weight concrete f 125.00 125.00 ' (.psi) 4.00 4;00 Decking Orientation parallel parallel -Decking tie VERCO W3 FormlokE Formlok Distance to Adjacent f) Beam: 28.00 Beam: 15.00 beff (in) 70 .50 Y har(in) 20.23 of (kip -t) 838.18 Mn (ki -f .(kips) . in - 16-12 Ieff (in**4) ZZ 2261-67 Itr(ln**4) 2808-39 Stud length in) 5.50 Stud diameter (in)_ *7 Stud ap i(kips) n = 23.4 f studs per stud segment: Full 2811.F28 Partial 14,1114 Actual 14 1114 Number f Stud RowsI Percent of Full Composite action 50.41 LOADS t Self Weight 0.044 k/ft Point L (kips): Dist DL Pre JAL 7.83 16.90 12.40 1 . 67 16.90 1 .4 Flange Bracing LL Top Bottom 18.30 Yes Yes 12.30 Yes Yes SHEAR (Ultimate): Max Vu 1 . DL+I t LL MOMENTS: Span Conti enter Pre DL --.enter Max + Controlling LoadCase I.L I.DL+1.LL l . L+ l , LL REACT I (Unf actored) (kips) Initial reaction LCL reaction Max+ LL reaction Max + total reaction DEFLECTIONS 1W. (kips} = 5a . i8 ,n = 195.24 U @ Lb Cb Phi *Mn kip -ft ft ft kip -f 140.2 11.. 8 0.90 357.75 391.7 I1 ..8 0.85 60.E -47 391.7 11.8 0.85 609.47 L e if 1-9 17.42 x.8.30 35.72 Initial lead (i t 11.75 f _ Live load In) at 11.75 f1 POs t Comp load .gin) at 11.75 Total load (in) at 11.75 ft AL&I -0.416 -0.222 -0.27 -0.693 L/D = 678 L,/D = 1274 L/D = 1019 D 407 RAMSBEAM V2.0 Load Diagram Lind FF Consulting Engineers -Port Job: Rexburg 'temple Steel Code: LF Beam Size W21X44 Span information (ft): Main Level Girder Length X 23.50, Left Support at 0, 0 0, Right Support at 23.50 VA Load Dist DL LL+ LL- Max Tot PI P2 7.83 15.67 16.900 16,900 18.300 18.300 0.000 0+000 35.200 35.200 N'1i 0.00 0.044 0.000 0.000.0■044 FE0 DLAMSBRAM V2.0 vibration Analysis (Murray' Method) Licensed to: KPFF Consulting Engineers -Port Job* Rexburg Temple Steel Code: Code: L F Span ire m t Ori (ft): Main Level Girder Length = { Left Support at 0.00, Right Support at 23.50 Beam SizeIX44 Percent of DL Applied _ 10G.00 Percent of LL Applied 10.00 N -Effective Caiculated1 .0000 N-Effecti*ve e '-a 1.0000 Composite properties for Vibration: Concrete t ine(in) Left - 5 0 Unit weight concrete f Left . - 12-5.00 f 1 (i) Left 4.00 Decking type Left = VERCO Decking type Right = VERCO teff for Vibration in Z 258.00 Itr firm in**4) 3565.14 Results.- Frequency esults: Frequency -10. 6741 Amplitude in) 0.0033 Method 1. Range on Modified- c of e Method 2. Required Damping. 3.7319 Right - it Right F rml o Formlok 3.50 1' - 4;00 Upper Half of Slightly Perceptible .JqSBEAM V2.0 Gravity Beam Design Licensed to: KPFF Consulting Engineers -Port Job: Rexhurg Temple Steel Code: LRFD SPAN INFORM-7),-TICN: MaIn Level Beam Beam Size (Optimum) = W16X26 Fy 50.0 ksi .A.WNWN, Total Beam Length (ft.00 - . ?OMPOSITE PROPERTIES (Not Shored): Left Right Concrete -.-hickness (in) 3.so 3.50 Unit weight concrete (pcf) 125.00 125.00 fic (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VEIRCO W3 Formlok E. W3 Formlok Distance to Adjacent (ft) Beam: 8.50 Beam: 8.50 beff(in) 84.00 Y bar in ZZ 17.84 Mnf (kip -ft) ZZ 437-53 Mn (kip -ft) 362.12 C (kips) 221.88 e in) 13. 96 left (in**4) 1-059.10 Itr (in** 1298-31 Stud length (in) 5.50 Stud diameter (in) = .75 Stud Capacity (kips) Qn 23.4 # of studs: Full 33 Partial 19 Actual Number of Stud Rows it Percent of FUIA, Compos-ite Action LOADS: Self: Weight - 0.026 ft Line Loads (k/ft): Distl Dist2 DLI IDL 2 Pre DLI Pre DL 2 1 LL2 0.00 28.00 0_7G5 0.76S 0.55 0.553 0.850 0.850 SHEAR (Ultimate): Max Vu 1.2DL+1.6LL (kips) 32-33 0-90Vn 104-38 MOMENTS: Span Conti LoadCase Mu @ Lb Cb Plai Phi *Mn kip -ft ft ft kip -ft Center Pre DL 1.4DL 79.5 14.0 --- 0,90 165-75 Center Max + 1.2DL+1.6L,L 226.3 14.0 0.85 307.80 ,..ontroliing 1.2DL+1.GLL 22G.3 14.0 0.85 307.80 REACTIONS (Unfactored) (kips): Left Right Initial reaction 8.11 8.11 Dli reaction 11.08 11.08 Max + LL reaction 11.90 11.90 Max + total reaction 22.98 22.98 DEFLECTIONS: =_ Camber =.1/2) Initial load (in) at 14.00 ft = -0.918 L D 366 Live load (in) aL 14.00 ft = -0-383 LD 878 Post Corrip load (in ) I a, C_ 1q.00 ft = -0. 478 L/1D 703 -.241, Total load (in) at 14.00 ft -1-396' 1A410 (5AA t ERAM V2. 0- load Diagram Licensed to: KPL FF ConsultingE i - rt Job: Rexburg Temple Beam Size - W16X26 Span information ( Main Level Beam Length =28.00, Left Support Steel Code: LF Support at 28.a0 Dist DL LL+ LL- Max Tot 1 0 - 0 0 0.791 0.85 0 0. 000 1 - 641 28.00 0.7-91 a 850 0.000 1.641 1 L4SEEAM V2.0- Vibration Analysis (Murray' Method) Licensed t KPFF Consulting Engineers -Port Job: Rexburg Temple Steel Collet Code: LFD Span information (ft): Main Level Beam Length =. 0, Left Support at 0.00, Right Support at. 0 Beam Size WlGX2G Percent of DL Applied _ 100.00 Percent of LL Applied 10.00 -Effective Calculated 1 N -Effective Used =2.0318 Composite properties for i ration : Concrete thickness (in) Left 3.50 Unit weight concrete pf Left = 125.00 f1 i Left u 4.00 Decking type Taft VERCO W3 Decking tv ,pe Right VERCO W3 e ff for Vibration in 102.00 It r for Vibration (I'n**4)- 1350-63 Results Frequency Amplitude Method 1. Method 2. Mhz ) - (in) Range on Required . 0.0052 Motif i e Damping: Right � t Right Forml ok Fl ok . 50 r. 125"00 4.00 P, -M Scale: Upper Half of Slightly Perceptible 3.655.E AMEA V2.0- Gravity Beam Design L-censed to: KPFF Consulting Engineers -Port Job: Rexburg Temple SPAN INFORMATION: Main Level Beam Size (User Selected):. .- 1' X1 Total Bears Length t = "15-4, 03 0 7OMPOSITE PROPERTIES TIE (Not h -.' . Concrete thickness(in) Unit weight concrete f f1c (ksi) Deck-I*ng Orientation 1 Steel Code LRF 50.0 ksi Left 125.00 4.00 perpendicular Lie, _Ln g type VERCO W3 Eri ok Distance to Adjacent beff (in) _ Mnf (kip -ft) C (kips) Ieff (in**4) Stud length (in) Stud Capacity (kips) # of studs: Max - Number of stud Roars LOADS: Line SHEAR Self Loads itl 0.00 (Ultimate): MOMENT Span Codd Center Pre Center Mix ont r l l i, ft +0 204.10 105.10 368.49 5.50 Qn = 23 . L5 Partial ii Percent Beam: 8.5D Y bar (in) Mn (kip -ft) e (1' n) qtr (in**4) Stud diameter Right 3.50 125.00 4.00 perpendicular VERCO W3 Formlok Beate.: 8.50 - 14.43 155.90 12.11 - 482-34 0.75 '.l of Full Compo -site Act-' on 50-53 0.014 }/ft DLI DL2 Pre DLL Pre DL2 L I LL .765 0.765 0.553 0.553 0.850 0.850 Max Vu 1 . 2DL+I . LL (kips) = 17-21 0.90Vn = 64.31 LoadCase MU @ Lb Ch Phi .P I' * Mn LD = kip -ft ft ft kip -ft L 1. DL 22.3 7.5 --- 0.90 G5.25 + 1 . ]DL+I . LL 64.5 7. -`_- --- 0.85 132.51 1 . D L+ l r L L 64.5 7.5 -- - --- 0.85 132.51 ±ETI Hued. (kips): Initial react i n ISL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Initial load (in) Live load (in) Past Comp load. Total load (in) ,/Ml.i3✓✓t 2 Left Right 4.25 4.25 5.84 5.84 6.' 12.22 12.22 ,t 'x.50 ft - -0.251 LD = 716 at 7.50 ft -0.o91 L/D = 1987 t 7.50 ft g -0-113 L 1-590 Ga ll6 RAMSBE AM V2. 0 Load_ia. L-ind t PFF Consiilting Engineers -Port Job: Rexburg Temple Beall Size = W12XI4 Span inrti f t) Length = 15. 00, Left w Load Steel Code: LRFD } Main Level Beam Support at 0.00, Flight Support at 15.00 6C-5 i i Dist DL L+ LL- Max Tot wi 0.00 0 .779 0.850 0.0001#629 15.00 0.77-9 0.850 0.000 1.629 RAMAM Vibration Analysis (Murray's L� n d t: KPFF Consulting Engineers -Port Joh: Rexburg Temple Span information ft Main Level Beam Length T 15.00, Left Support at 0.00, Right Method) Steel Code: Code: SuPport at 1 RF Beam Size W1. X Percent of DL Applied = 1.00 Percent of LL Applied = 10,00 -Effective Calc-ulated= 1,8357 N -Effective Used - 1.8357 Composite ropti for Vibration: Concrete -ii Lg;E? f I -L -. 0 Right 3.50 Unit fight concrete (pcf) Left = 125.00 Right - 125.00 L(ksi)T t = 4.00t 4.00 Decking type Left i EFormlok Decking e RJ&-ght VERCO W3 Formlok f f for Vibration (in)- 102.00 I r for Vihration (in**4) 7 .56 Results: Frequency ) - 14.7683 Amplitude (ice) - 0.0032 Method 1. Prange orl Modified 1- M Scale: Upper Half of Slightly Perceptible Method 2. Required Damping: 4.1486 RAMSD AM V2.0- Gravity Beam Design Licensed to: KPFF Consulting Engineers -Port Job: Rexburg Temple PAN INFORMATION: Main Level Beam Beam Size (User Selected) = W21X44 Total Beam Iength (ft) = 28.00 Steel Code: LFT) Fy = 5 -. 0 k s i ,UIN PPEIE (Not Shored): Left Concrete thickness (in) 3.50 unit weight concrete f 12-5.00 f 1(ks-i) Decking orientation perpendicular Decking tvnp 1 TJX V 1 11 Distance to Adjacent beff (in) Mnf (kip -ft) C (kips) - left (l'n**4) Stud length (in) - Stud Capacity (kips) # of studs: Fuld Number of Stud Rows - LOADS: Self Line La. it 0.00 Weight (k/ f t it . 00 SHEAR (Ultimate) t MOMENTS: Span Coad Center Pre Center Max ---.".,,Control lirig I (ft) Bcam: 8.50 84.00 Y bar(in) 849.99 Mn (kip -ft) . (in) 2320.89 It in*4 5-50 Stud diameter Qn 23.4 Partial it Percent W a.044 k%ft Right 3-50 125.00 4.00 perpendicular VERCO W3 Formlok Bear: 8.50 20.80 714.23 16m26 L 2926.69 i = .7 _2 8 Actual of Full Composite Action 50-31 DLI DL2 Pre DLI Pre DL2 LLI LL 0.76S 0.7GS ft 0-S53 kip -ft 0.850 0.850 Max Vu 1.2DL+l.6LL (kips) 32.63 1.L+I.LL 0-90Vn 195,24 REACTIONS (Unfactored) ( Initial reaction DL reaction Max + LL reaction Max + total reaction DEFLECTIONS; Initial. load (in) Live l in POSt Comp load(in) Total load in) Left Right 8.36 8.36 11.33 11.33 11,90 11 _ 90 23.23 23.23 at 14.00 ft = `.0.338 LD = kip. -ft at ft ft kip -ft ISL 1.4DL 81.9 L D = 14.0 0-90 357.' 1.L+I.LL 228A - 0 .2 I*0 0.8.E 607.09 1 . 2 DIS + 1 6 LL 228.4 00 14.0 0.85 607.0 - REACTIONS (Unfactored) ( Initial reaction DL reaction Max + LL reaction Max + total reaction DEFLECTIONS; Initial. load (in) Live l in POSt Comp load(in) Total load in) Left Right 8.36 8.36 11.33 11.33 11,90 11 _ 90 23.23 23.23 at 14.00 ft = `.0.338 LD = 994 at 14.00 ft -0.175 L D = 1924 at 14 .00 ft -- - 0 .2 18 L 1540 .t 1 . 00 ft -0-556 LD = 6.04 G13 15 RAMSBEAM V2. 0_ Load Diagram Licensed t: KPFF Consulting Engineers -Port Joh: Rexburg Temple Pearn Size = W21X44 Spars information ft Length = 28.00, Left v r •. Steel Code: LFD I. t Merin Level Beam Support at 0.00, Right Support at 28-0 Dist LIQ+ LL - Max Tot i 0.00.850 0.000 1. 28.00 0.809 0.850 0.000 i.65-9 AM V2.0 Vihration Anal Murry I -ie t FF Consulting Engineers -Port Job: Rexburg Temple Span I amb (ft): Main Level Beam Length � 28.00, Left Support at 0.00, Right Beam Size W2 IX44 Percent of Percent of ISL Appiied = LL Applied = 100.00 10.00 T -Effective Calculated = 1.8972 -Effective Used = 1.8972 COmposite properties for Vibration Concrete thickness in Left Unit weight concrete (jocf)Left f' (ksi) Left Decking type Left Decking type Right beff for Vibration (in) Itr for vibration Un**4) Results; Frequency Amplitude Method 1. Method 2. (hz) = 9.4273 (in) = 0,0032 Range on Modified Required Damping Method) Steel Code: Code: LFI Support at 2 8. 0 - 3.50 = 12S.00 4.00 VIERCO W3 VERCO W3 102.00 -- 3059.26 -i Scale 3.5602 Right Right Right Formlok Formlok 3.50 125.00 t 00 Lir Half of Slightly Perceptible