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FOUNDATION DESIGNEXHAUST STACK Christy

10:46 04/08/23

ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers

A B C D E F G H I J K L M N

31

CONCRETE DESIGN IN UPLIFTFor Bolt Circlecg 8.00 ft longest cg to be consideredradius 2.00 ft radius of tank pads or bolts from CL tankbox 3.54 ft (PI()*radius^2)^0.5

equivalent side of squarearm 4.46 ft

slab_h 2.00 ft depth of slabq_ult 0.42 ksf_ult row 20Pu 1.9 k_ult forceMu 4.2 k-ft_ult top reinforcing in tension

LRFD FACTORING '97 UBC

DL 1.309 ksfwind+DL 2.183 ksf 4.46 3.54wind 0.874 ksf 8.00

1612.2.1 Basic load combinations with exception 2 -- multiply Figure 31-1 CIRCULAR LOADING PLAN row 30loads with 1.1 for loads including seismic forcesD 1.309 dead load -- max DL righting momentL 0 live load or earth pressure

0 roof live loadS 0 snowW 0.874 windE 0 seismic -- when derived from the DL 1.309 ksf

UBC, use E/1.4 LL 0.000 ksfT 0 differential settlement Figure 31-2 At-rest DL and LL loads. H 0 earth pressure row 40F 0 fluid pressure, load factor = 1.4

f 1 1.0 1.0 floors in public assembly, LL >100 psf,garage 0.5 of other live loads

f 2 0.2 0.7 roofs that can't shed snow, 0.2 other

E_ 1.1 multiplier use 1.1 for concrete and masonry

subjected to seismic forces

12-1 2.016 1.1 * 1.4 D wind + DL 2.183 ksf row 5012-2 1.728 1.1 * (1.2D + 1.6*L +0.5* (L or S))12-3 2.497 1.1 * (1.2D + 1.6(Lr or S) + (f_1 L or 0.8W)) Figure 31-3 Overturning soil loading profile. 12-4 2.978 1.1 * (1.2D + 1.3W +f_1 L + 0.5(Lr or S ))12-5a 1.728 1.1 * (1.2D + 1.0E + (f_1 LL_ + f_2 S))12-6a 2.546 1.1 * (0.9D + 1.0E or 1.3W)12-6b 2.546 1.1 * (0.9D - 1.0E or 1.3W)

max 2.978 ksf ult1909.29-1 1.833 1.4D + 1.7L9-2a 2.489 0.75 (1.4D + 1.7L + 1.7W) row 609-2b 1.512 1.1 * 0.75 (1.4D + 1.7L + 1.7E)9-3a 2.314 0.9D + 1.3W9-3b 1.440 1.1 * (0.9D + 1.3 E)9-4a 1.833 1.4D + 1.7L + 1.7H9-4b 1.178 0.9D + 0L + 1.7H9-5 1.374 0.75 (1.4D + 1.4T + 1.7L)9-6 1.833 1.4 (D + T)

1.4 * slab_h * 0.15 k/ft3

Lr

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FOUNDATION DESIGNEXHAUST STACK Christy

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ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers

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max 2.489 ksf ultratio 1.364 wind + DL ultimate / wind + LL

row 70

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FOUNDATION DESIGNEXHAUST STACK Christy

10:46 04/08/23

ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers

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31

CONCRETE DESIGN IN BEARING

row 80

Figure 31-5 SOIL PRESSURE PROFILE

Figure 31-4 SOIL PRESSURE VIEW

q loaded 1.661 ksf soil pressure loading slab + DL + LL 0.000q unload 0.000 ksf

3a 19.98 ft 1.661

L 21 ft length of footing in direction of 3a 1.121 row 90W 17 ft width of footing perpindicular to direction of 1.453

vessel movement Figure 31-6 SOIL PRESSURE DIAGRAM

h 2.5 ft depth of footingd 2.17 ft

2.17 ftratio 0.893 unitless ratio of LRFD to ASD loadsratio use 1 unitless use this ratio of LRFD to ASD loads

Moment One row 100Determine cantilever moment from face of equivalent square. 6.50Use and averaged soil pressure agains an approximated beamof width = d.

Cant 1 6.50 ft cantilevered slab approximatedto face of equivalent square

q triangle 1.453 ksf (1 - 2.50 /MIN(21.00, 19.98)) * (1.661 - 0.000)q rect 0.000 ksfq avg 1.453 ksf EquivalentM 30.7 k-ft Rectangle row 110Mu 30.7 k-ft ult

Figure 31-7 LOADING PLAN Moment 2 6.5 ftCG down 6.5 ft baseplate(s) bearing down to loaded edge

0M -2.7 full triangle

q triangle 1.121 ksf (1 - 6.50 /MIN(21.00, 19.98)) * (1.661 - 0.000)q rect 0.00 ksf row 120q 1.121 ksf for reference

M 2 15.8 k-ft 6.50 * 2/3 * 1.121 * 6.50 /2M 3 0 k-ft 0.000 * 6.50^2 /2M sum 15.8 k-ftMu 15.8 k-ft ult

3 * ax or ay or length/width of footing

0 5 10 15 20 25

-2

-1.5

-1

-0.5

0

0.5

1

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FOUNDATION DESIGNEXHAUST STACK Christy

10:46 04/08/23

ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers

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31

Figure 31-8 LOADING PLAN row 130