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Home My WebLink AboutLATERAL - 05-00205 - Rexburg LDS Temple - Foundation� Carrsulflng Engineers June 27, 2005 Mr. Lanny Herron Architectural Nexus, Inc. 135 North Main Street, #200 Logan, Utah 84321 RE; Rexburg Idaho Temple Foundation Permit Package Dear Lanny: Attached please find calculations, sheen L1 through X815, dated June 27, 2005, which verify the structural adequacy of the Rexburg Idaho Temple Foundation, as shown on drawings S001 through 5704, dated June 27, 2005. Design is based on the requirements of the 2003 International Building Code. if you have any questions or need further information, please call me. Sincerely, 7 John T. Mayer, P.E. [JTM.,W20435Mca1cs 06-24-05.dac] 7 1 ? S. W, F10h Avenue, Suite 2,500 Seattle Sacramento Taorn s Los Angeles Portland, OR 97204-3628 (503) 227-3251 Portland Eugene Irvine San Diego Fax ( 0 ) 227-7960 Ft. Brag fan Francisco Phoenix Deaver :y1b5 Oakland St. Louis Project: Principal: Project Manager: KPFF'Job No.: F roj ect B y Sheet Rexburg Idaho Temple John Mayer 1 of 1 Foundation Permit Package Locatio n Rexburg, Idaho Cute Job No. Client Architectural Maxus, Inc. Jure 27, 2005 204359 Rexburg Temple -- Foundation Permit Package Nathan Chariton John Mayer 204359 STRUCTU Description L CALCULATIONS INDEX Literal Design Braced Frame Design Shear Walls & Footings Design Gravity Columns Design Gravity Column Base Plates Spread Footings Composite Bears at Main Levet Page Number GC47 GBP4 GB15 I Summary of Lateral System The Rexburg Temple is a seven -level steel framed building Located approximateiy 30 m"1es nosh of Idaho Falls, Idaho. The main building stands close to $3 feet tall, with a steeple extending another 10 0 fIt i s approximately S 5 feet wide, and 19 0 feet long, with aparially exposed basement. Design Criteria: ■ Spectral Accelerations., SS -= 51%g S1 — 17%g • Site Class: B • Seismic Use Group.- P = l.0 Seismic Design Category: C R — 6.0(Dual system of Special Concentric and Eccentric ]Braced Frames} s mind: V = 90mph, Exposure C Seismic loads were found to control in doth principal directions. Definitions: The "'ower" is defined as all structure bet-xNleen Gr'Idlilles C and F, and 10 and 1?, above reference elevation 1671-SV27-5. * The "Interstitial Level" is defined as all structural fraining at or near elevation 152"-4", The "Area. Ways" are defined as all spaces north of Gn'dline A and south of Gridline H. .. Lateral Lead Path 1 13asis for design: The Tower was treated as a space frame proj'ecting above the roof and laterally supported on the Mechanical Mezzanine and Interstitial Levels. Therefore, the seismic coefficients are: ap = 2.5, and Rp = 2.5. The FP farce was calculated and the resulting shears and overturning forces were applied to the Interstitial (shears only) and Mechanical Mezzanine Levels (both shears and axial}. Similarly, the Interstifial Level load was calculated using F� with ap = I.Q, and RP = .2.5. The base shear was calculated for the entre building except as described above, and distributed among the six lcvels- RoofInterst'fiIal, Mechan�ca�, 3'�d, 2nd, and Main. The shear walls supporting the main level -were -found to be,much more rigid than the braced frames, creating a"load reversal". Therefore, the frames were discontinued at the main level, and the forces trans.ferred tho'ughth'e'___ diaphrag-m to the walls below in bath principal directions. There is only one eccentric braced frame,, occur3ring along Gridline 8. This was included.rather than , a Special Concentric, due to door openings and ceiling hei�hfs. Bearing pressures were determined using the load combinations D + L ± (pV/1.4 + FP/1.4) and 0.9D � (pV/1.4 + Fp/1.4). Connections of the frame to the foundations were determined using the load combination QopV + FP -1 - Design was completed prior to the fonnal issuance of the geoteclunical report, under the assum.ptio11 of site class C. Because the geotechnical engineer states that the site clays is B. the desicm is confirmed to be conservative. kPff Consulting Engineers Portland, Oregon IBC2003 Wind Design Rexburg Temple stop I Wind Speed Directionality Factor From Table 6-4 Step Importance Factor From Table -1 Man 0+ mph cladding Bldg Category Hurricane Region Step Exposure Category Velocity exposure pres.sure coeffic[ent Table -- CX zg (ft) M goa N 4 0111 LDS Rexburg Temple _ 2.01 . Z b 2/19 1 a b- C L Zmin 2113 6.65 0.2 500 115 15 204359.00 6123/2005 Step Topographic Factor K^� (1, + K�KIK a- eI ghf of hili, H 20 ft Dist from crest to bJdg, 250 ft Height above low ground, z 50 ft Dist from '/ Leight to bldg, Lh 250 ft /Lh - 0.08 1.00 1.00 3. = 1.00 zt = 1.00 IBC Wind.xls Sheetl 1_2 16 68 78 84 93 ion I OR 120 185 z 0.849 0.849 0+860 0,989 1.094 1.1 1.201 1 220 1.246 1,266 1.281 1.315 1.441 Step Topographic Factor K^� (1, + K�KIK a- eI ghf of hili, H 20 ft Dist from crest to bJdg, 250 ft Height above low ground, z 50 ft Dist from '/ Leight to bldg, Lh 250 ft /Lh - 0.08 1.00 1.00 3. = 1.00 zt = 1.00 IBC Wind.xls Sheetl 1_2 kpff Consulting Engineers Portland, Oregon LIDS Rexburg Temple -4 Step 14.96 16 15.17 1 Gust Effect Factor 0 19.28 68 20.57 Rigid Structures 21.17 Flexible Stru torr go = 3.40 26.89 go= 3.40 v = 3.40 gv 3,40 = 84.00 ft h = 185JO ft LAX = 158,00 ft L _ 20.0 ft B 78.00 ft BX 20.0 ft 50.40 ft l 0.05 1, 0.186 n ; 0.9968 544. 19 9R= 4,1887 QX = 0.879 111.00 ft QY = 0.852 9 12.25 ;867 L± .s . 0.854 QX 0.87 j 103.40 N, 6.14 Rn -- 0.0445 Rh 0.1145 B = 0.9711 ISL 0.2802 F = 0.2559 f 0.8606 Step Enclosure Classification Enclosed ASCE 7 Section 6.5.9 Step Internal Pressure Coefficient Figure 6-5 GCP1 - 0.18 -0.1 Step Eternal Pressure Coefficients Figure 6-6 Windward 0,8 q7 Leeward, -0-3 qh Leewardy -0.5 q h Side galls -0.7 qI, Step Velocity Pressure Section 6.5.10 qz � 0.00256KzKztK dV21 Main BuIlding Height qz (Psf) 0 14.96 16 15.17 1 17.43 0 19.28 68 20.57 78 21.17 4 21.50 Steeple Height qz (p 77 22.4.E 4 22.x`7 93 23.26 1.00 23.62 106 23.91 120 24.54 185 26.89 Cladding ;h 8.2032 f 0.044 11L = 2.969 204359.00 6/23/2005 IBC Wind.xls Sheetl 0 18,70 16 18.96 1 21.79 50 24.10 68 25.71 78 26.45 4 26.88 204359.00 6/23/2005 IBC Wind.xls Sheetl kpff Consulting Engineers Portland, Oregon LDS Rexburg Temple Step 1 15 24.1924.53 37009 28329 16 24.33 Design Wind Load 388 1 25,90 26.2.1 38429 52585 Section 6.5.12.2 Main Building 50 27'. 18 27.4846901 83650 618 28.08 28.36 46253 Windward 78 L ard 28.77 Side Waifs Helga qz p p f p y (psf) qh (pso PLS P f PLy p f qrj (Psr) PS 33.87 14.96 14.19 14.03 21.17 -10.00 -10r50 21.17 -14.82 16 15.17 14.33 14.17 21.17 -10.00 -10.50 21.17 -14.82 1 17.43 15.90 15.72 21.17 -10.00 -10.50 21.17 -14.82 0 19.28 17. 16.98 2 1.17 -10.00 -10-50 1.1 ' -14.82 08 20.57 18,08 17.86 21.17 10.0 -10--50 21.17 -14.82 78 21.17 18.50 18.27 21.17 -10.00 -10.50 21.17 --14.82 Steeple WI ndwa rd Leeward Stile 'Falls Height q'z Pwx (psf), p y (psf) qh (p:sf) P P f) PLy PSO qh (psi P 77 22.42 20.27 20.27 26.89 -8-01 -13.35 26.89 -18.82 4 22.77 20.51 20-51 26.89 -8.01 -13-35 26.89 -18.82 93 23.26 20.85 20.85 26.89 -8.01 -13.35 26.89 -18.82 100 23.62 21.10 21.10 26.89 -8.01 -13.35 26.89 -18.82 106 23;91 21.30 21 a30 26.89 -8.01 13.35 26.8 18.82 120 24.54 21.74 21.74 26.89 -8.01 -13.35 26.8 -18.82 185 26.89 23.5 23.35 26.8 8.01 -13.35 26.89 -18.82 Cladding Windward rrd Leeward Side Walls Height qi P45X (P -9f) 7 V y (W) qh (p P ik (PSO PL (PSf) qh (pall) P 18.70 11.22 17.72 26.88 -4.84 -13.35 26.4 -18-52 16 18.96 11,38 17.89 26.8 4.84 -13.35 26.46 -18.52 1 21.79 13.07 19.84 26.88 -4.84 3.35 26.4 18.52 50 24.10 14.46 21.43 26.88 -4.84 -13.35 26.46 -r18.5.E 68 25.71 15.43 22.54 26.88 -4.84 13.35 26,46 -18.52 78 26.46 15.88 23.06 26.88 -4.84 -13,35 26.46 -15,52 4 26.88 16.13 23.34 26.88 -4.84 -13.35 26.4 18.52 'lain Wind Force Resisting System Floor Height p,, sf) p (p f) � vv X kip IVY =332 kip 204 359.0 6/23/2005 L+ 15 24.1924.53 37009 28329 16 24.33 24.672475 388 1 25,90 26.2.1 38429 52585 50 27'. 18 27.4846901 83650 618 28.08 28.36 46253 82409 78 28,50 28.77 16972 33989. 77 28.28 33.62 5766.1 0 4 28.53 33.87 7439.5 8577.2 93 28.87 34.21 4870.1 5767.4 100 29.11 34.45 3505.4 4146.4 106 29.31 34.65 6201.3 7323 .... 120 29.75 35.09 9930.1 11666 185 31.36 36.70 X kip IVY =332 kip 204 359.0 6/23/2005 L+ Building Weight i Dhr Facade } ins Level Roof Mezzanine 3rd Level 2nd Level Main Level in plan I enth t 410. 489.0 489.0 . 15.0 75 Dsf height Total Weight 1 . 410 3 353.6 15 410811-5- 9.5 . 489 9 678.5 7.5 489 9.5 640.9 8 5".0 7.5 3 S 6. 1 TataI Floor Weights Leet wall height (ft) Roof 11.5 Mezzanine 3rd Level 2nd Level Mala L vl f all floors Area (sq. ft) 5200.0 1 0200.0 10. 15374.2 13350.0 TOTAL BUILDING R'EIGHT (kip) Total Weight (kip) 577.225 2039.550 1373.888 181'.117 2135.550 = 7943.329 kpff Consuming Engineers Portland, Oregon Base Shear Calculations LDS Rexburg Temple 2403 International Building Code, Step 1 Spectral Accelerations (From NEHRP maps or USGS website) Step 2 Site Class Ss= 51.11 %g S, = 16.59 %g C Step 3 Site Coefficients Linear interpolation of Tables 1615.1.2(l) and (2) F„ = 1.34 Step 4 Calculate Sr,,,s, Sm, Sr.1s -- F@Ss = 61.13 SM, FvS, = 27.11 Step 5 CalculateSDS, SD, SDS -2 /3SMS= 40.75 SD1 =2 /3SM1 = 18.7 Step 6 Seismic Use Groep (From 1616.2) Group II Step T Seismic Design Category (Tables 1616.3(l) and 1616.3(z) Table 161 6.3(l) = C Table 1516.3(2) = C Use Higher Value Step 8 Regular or Irregular (From Tables 1616.5.1.1 and 1616.5.1.2) Step 9 Base Shear Regular R = 6.0 l = 1.0 hn From Table 9,5.2.2 From Table 9. 1 .4 ft 204359.00 6/23/2005 Build.Design - - 005.1 ase Shear 11 LL kpff Consulting Engineers Partland, Ore(yon LDS Rexburg Temple Ct = 0.02 X = 0.75 }From Table 9.5.5.3.2 Ta = 0.555 sec V csvv Cs - SDS 0.068 R/I Cs max = S°' 0.054 Use Max Base Shear T(R/I) Cs min = 0.044S,)sl 0.018 W = 793 kip V 431.1 k"[P ?04359.00 5/23/2005 Building Design 4-28-2005.xis Base Shea 0-4 `1 Ln • =cll JP PEML -PEW 41 • ,--I m Ln CII) N Ln 00 CD 0 PON( F_ bn ur� Ln Ln Ln Cn PL4i y .� Ln[ 00 -r-4 CD CZ) m-� - Ln DO CL DO t4r) 00 -- "--rt �--1 "---1., , 00 z--� 00 ..� '' -7r .-w UO Cn DO I-- r--4 Ln rg ..W4 �4- j -&-, -+ Ztf r CSI co co m m ® • i T i i CN co -N Ln N Lo C%4 '_` . 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Y fk1 Ic Z k Ic MX W-ftj Ic MY fk-ft Ic MZ [k -ft Ic 1 COL --G/9 max 0 1' 0 1 1.232 8 0 1 0 1-1 0 1 2 min 0 1 0 1 -2.116 5"'0 ' 1 0 1 0 1 3 COL --G/1 1 max ._.._ 0 1 0 1 4.014 21- 0 1 I 0_ 1 0 1 4 min 0. 1 1 0 1 -12.098 3 I 0 1_1 0 1 0 ' 1 5 COL --F/8 max 0 ' 1 i 0 1 -1.64 5 0 1 0 1 0. 1 6 min 0 1 0 1- -3.893 8 0_ '. 1 0 1 0 1 7 COL --F/9 max 0 1 0 1 50.59 4 0 �- 0 _ t 0 1 8 min 0 1! 0 1 -26.338 1 0 1 I 0 1 0 1 9 COL -F/11 max 0 1 0__ 1 172.004 4 0 1! 0 1 0 1 10 min 0 1 0 � 1-41.869 1 0 1 0 1 0 1 11 ' COL --F/1 2 max 0 1 0 1 180.293 2 0 1 0 1 D 1 12 i min 0 11 0 1 -80.686 3 0 1 0.- 1 0 1 13 COL --C8 max 0 1 1 1 0 1 -1.55 17 0 11 0 1 0 1 14 min 0 1 J 0 1 -4.143 6 0 1 0 0 1 15 COL -G9 max 0 1 0 1 1 52.41 3 0 1 0 1 0 1 16 ' min 0 11 0 1 -27246 2 0 ! 1 0 1 0 1 17 COL --C/1 1 max 0 '_1 I 0 1 _169.742 3 i 0 1 0_ ! 1 0 1 18 I min 0 1_' 0 ! 1 -40.209 2 0 1 0 0 1 19 COL --C/1 2 'max 0_ 1 0 1 179.976 i 1 0 1 0 11 0 1 20 min 0 1 0 1 -80.099 4 0 1 0 1 ': 0 1 21 C0L--Bi9 . max! _0 1 0 1 2.333 6 0 1 0 1 _ 0 1 22 min 0 1 0 1 -3.459 7 0 1 0 1 0 1 23 COL--E/i1----6... max 0 1 35.738 8 4.901 1' 0 ! 1 0 1 � 0 1 24 .,__ _ _« min 0 1 -35.736 5 -12.959 4 0 1 0 '�-0 � 25 BF --B' max. 19.584 3 0 1 0 1 0 1 0 1 0_,_ 1 26 '' min -19.539 2 0 1 0 1 0 1 I 0 � 1 0 1 27 BF--C 'max 1 18.G88 3 0 1 0 1 0 1 0 ' 1 0 1 28 min -18.443 2 0 1 0 1 0 1 0 1 0 1 29 BF --F max 18.469 4 0 1! 0 1 I 0 1 0, 1 ._ 0 1 30 _ min -98.Q25 1 0 1 0 1 0 0 1 0 1 31 .� max 0 1 0 1 .003 L4 0_ 1 0 ' 1 0 1 1 -.002 1 0 333 2 in 0 BF --5 max, .. 0 1 11.413 _003 3 p o 11 0 1 34----. min 0 1 11.398 7 002 2 0 � 1 1_,. 0 0 1 0 1 35 -'BF---;-G max 19.549 4' 0 1 0 0 1 0 1 0 1 36 - min -19.507 ! 1 0 1 0 1 0 1 0 1 0 1 37 BF--B max 0 1 33.669 8 0 1 0 1 Q___ 1 0 1 min 0 1 -33.663 5 0 1 0 1 0 1 0 1 39_ COL --G/8 max 0 1 I 0 1_ 1.552 4 0 1 0 1 0 1 40 min 0 11' 0 1 -1.575 4 0 1 0 1 0 1 41 N36 maxi 0 1T-0 1__.986 3 D 1 0 1 0 1 42 -- min 0 1 0 ! _1 -.994 2 0 'i 1 0 0 1 43.- BFI -G max 24.237 ' 4 0 0 11 0_ 1 0 1 0 1 44 min -24.309 � 1 0 1 0 1 0 1 0 1 0 11 45 _ BFI -B 'max 23.831 3 0 1 0 1 0 1 0.- 1' p 1 46 min -23.935 2 0 0 ,_ 1 0 1 0 1 0 i 47 BFI -8 max 0 1 25.442 70 1 0 1 0 1 0 11 48 i min 0 1 -25.472 6 0 1 0 1 0 1 0 1 49 BFI711 max 0 1 1 2 9.55 I. 8 I 0 1 1 0 1 0 1 0 1- 50 min 0 i 1 -29.543 5 0 10 0 1 0 1 51 Totals-, Max, 112,877 4 112.877 ' 7 1 239.58 4 52 min -112.877 1 -112.877 1 6.1 239.58 1 A L A��-1.a�sL.4 L RISA -3D Version 5.Od [C:\...\..ADesktoplRexburg Temple 2043591Tower\Rexburg' Tower5.r3d] Page 1