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SUMMARY for TANK and FOUNDATION tare 741 k tank test 6254 k water weight LN2 5012 k liquid weight full test Normal W contents
6995 k 5753 k 4200 k
tank + weight at test normal max operating weight contents that move w/ tank during an event
diameter area q operate
53 ft 2206 ft2 2.61 k/ft2
approximate loaded diameter (53 /2)^2 * PI() Normal /area
3.5' Elevated Deck h 3.5 ft DL 1839 k area 3503 ft2
from AutoCAD massprop calculations 1,839 /(42 /12 * 0.15)
60'
row 20
3.5' deck 15' 4' cap
Piling Top
row 30 1.59 k
24"Ф x 1/2" wall steel casing 0.5 * 24 * PI() /144 * 485 * 12.5 /1000
5.89 k
concrete top 12.5' 12^2 * PI() /144 * 0.15 * 12.5
7.48 k
per arbitrary 12.5' trib length of composite pile
21 each 157 k
above the pile cap sum of piling weight above pile cap
Figure 42-1 Tank and structure elevation. columns
4.0' Pile Cap h DL
gross opr
row 40 wt steel wt conc.
4 ft 2102 k
5753 1839 157 2102
k k k k
sum
9851 k
sum
11093 k
1k
tank + contents operating weight Liquid top deck columns pile cap
485 lb/ft3 150 lb/ft3 1000 lbs
row 50
operating load to bottom of pile cap test load H2O
A flat bottom 60 foot diameter, 60 foot tall, liquid nitrogen storage tank is supported on a pile foundation at 15' above grade. Pile foundation and pedestal structure to support: Tank and contents normal operating weight of 5,753,000 lbs. Test weight of 6,995,000 Lbs. Life of the structure is 30 years. Planar tilt is limited to 1/2" in 60' during the life of the structure. Out-of-plane, differential settlement is limited to 1/8" in 30' and 1/4" in 60' during the life of the structure.'
row 60
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Settlements will govern this design as much or more than seismic and wind forces. row 70
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DESIGN LOADS for FRAME ANALYSIS PROGRAM This frame is an elastic ordinary moment resiting frame. The design is for elastic response only and does not use yielding of any member for energy absorbtion. The value of R for ordinary moment resisting frames is the same as the R for elevated tanks on unbraced legs. Estimate story shear (V story) to the top of the pile cap Ca 0.36 factor for vertical accelerations I V ρ estimate C factor
tank W contents
1.25 0.304 *W 1 1.1
importance factor from seismic worksheet estimated redundancy factor '97 UBC 1612.2.2.1 Exception 2 for concrete columns
seismic DL shear ult 741
row 80
Structure Movement
33.85
5012
weight 741
32.1 ft CG of effective contents mass
5012 1183 k ASD API calculations 1656 k ult
and tank E tank and contents
692 49.10
deck
1839
1839
769
11.5 15.25
col/piles
157
15.0
157
66 2102 row 100 springs
V story
7749
pile cap
2102
D
9851
1527 k ult
to top of deck
inflection
879 restraint 2405 k ult
approximate DL + Liquid to top of piling Figure 42-2 Tank and structure with seismic forces.
Check Redundancy Overly simplify the model: apply loads to the nodes of the mid-line frame. Area
3503 ft2
row 110
surface area of the deck and/or the pile cap
Redundancy factor for an ordinary moment frame ASCE 7-02 9.5.2.4.2 Item 3 Σ any two adjacent column shears / story shear column 4 column 7 sum cols V story
110 k ult 112 k ult 222 1527 k ult
from preliminary frame analysis
r
0.145
222 / 1,527 ratio of any two adjacent column shears to the sum of all column shears
ρ
112 + 110
-0.324 2 - 20 / (rmax x √ Ax ) 1.0 ≤ ρ ≤ 1.5 max 2 - 20 /[0.145 × 3,503^0.5 ]
row 120
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ρ
B
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1 unitless
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minimum required ρ redundancy factor row 130
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EXTEND PILING THROUGH PILE CAP to DECK Pile Lateral Resistance
82
45 piling total Pile lateral
90 k →
pile @ 14'
17 each 82 k/each 1387 k
at 8 diameters through 1" deflection
82
82
82
82
82
82
82
82
82
82
82
82
82
82
82
Structue
Earth Movement pile @ 7'
pile sum soil lat face depth soil p
28 each 52 k/each 1457 k 2843 k service pile soil lateral 250 78 4 156
pcf ft ft k
82 Figure 42-3 This is the piling plan view. row 150
pile cap resistance
90 k 52 k
pile cap
2999 k ASD
V pile cap
2405 k ult
compare
1 logic 1718 k ASD
V pile cap
sum soil and pile lateral resist 16 k from calculations above
22.5
82 k
14 ft 7 ft 6 k Figure 42-4 Piling lateral resistance -- spacing 2,405 /1.4 = 1,718 < 2,999 OK
versus capacity. row 160 structure seismic movement
Piling below the pile cap is considered to be buoyant. Top of piling fixed within pile cap.
grade
top moment at pile cap spring / soil
200 k-ft
Spring restraint to resemble soil lateral resistance applied at soil/pile cap interface. Concrete and rebar cage top 25' of pile. row 170 The deck is designed as a two-way slab supported by 21 columns. For this analysis, S-Frame 3D finite analysis program was used to calculate moments, axial loads, and deflections along the midline of the structure.
0.25 * top moment 50 k-ft Figure 42-5 Piling applied moments under seismic forces.
row 180
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LOADS to DECK MID-LINE Design for the '97 UBC ultimate strength of columns. Spring values at grade are given an arbitrary factor of 1.0. E = ρ Eh + Ev = ρ V D + 0.5 Ca I D E
horizontal component 1.0 * 1,527 * 1.1 1679
multiply this by 1.1 for concrete '97 UBC 1612.2.2.1 Exception 2
+ +
vertical component 0.5 * 0.360 * 1.25 * 9,851 * 1.1 2438 row 200
Basic Load Combinations '97 UBC 1612 ratio 0.238 = 5 mid-line columns /21 columns total D 2345 ↓
horizontal component 400 ←
vertical component 581 ↕
Create load cases for D, Eh, and Ev where: hence: Eh
note that D = D + stored liquid
Eh / D
0.170 * D
row 210
400 /2,345 and Ev
Ev / D
0.248 * D
581 /2,345
Per '97 UBC (12-1)
1.4 D
(12-5)
1.2 D
+
1.0 Eh
+
1.0 Ev
(12-6)
0.9 D
±
1.0 Eh
±
1.0 Ev
The load cases are: 1 (12-1)
row 220
1.4 D
2 (12-5)
1.2 D
+
0.170 D horizontal
+
1.0 E per API calc
+
0.248 D vertical
3 (12-6) a 4 (12-6) b
0.9 D 0.9 D
+ +
0.170 D horizontal 0.170 D horizontal
+ +
1.0 E per API calc 1.0 E per API calc
+ -
0.248 D vertical 0.248 D vertical
row 230
row 240
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SUMMARY of LOADS to DECK MID-LINE for FINITE ELEMENT ANALYSIS Input D + stored liquid for these nodes: 1,656 * 0.238 ultimate load 394 ← API Calculations nodes 22 node 15 at CG of tank and contents ratio 0.238 tank + LN2 5753 1370 for tank + LN2 as DL only
deck columns sum
1839 79 1918
sum
7671
horizontal← vertical ↕ nodes
K
L
M
N
23
for vertical loads including tank, LN2, deck, columns
row 260
457 1,918 * 0.238 for horizontal loads 457 + 1,370 1826 7,671 * 0.238 for vertical loads including tank, LN2, deck, and columns 57 228 3
114 457 6
114 457 12
114 457 18
57 k 228 21 node
457 1826 row 270
columns pile cap
79 2102 2181
sum ↕ nodes spring resistance
519 43 2 82
87 5 52
87 8 52
87 11 52
87 14 52
87 17 52
43 k 20 82 k/inch
519
row 280
nodes
1
4
7
9
13
16
19
row 290
row 300
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LOADS to DECK MID-LINE by CASE and LOAD COMBINATIONS per '97 UBC Load combinations are: 1 (12-1) 1.4 x Case 1 D only node
1.4 D
node
2 (12-5) 1.448 x Case 1 D 0.148 x Case 2 E 1.0 x Case 3 E API node 1.448 x Case 1 D 0.148 x Case 2 E node
1.2 D
3 (12-6) a 1.148 x Case 1 D 0.148 x Case 2 E 1.0 x Case 3 E API node 1.448 x Case 1 D 0.148 x Case 2 E node
0.9 D
4 (12-6) b 0.652 x Case 1 D 0.148 x Case 2 E 1.0 x Case 3 E API node 0.652 x Case 1 D 0.148 x Case 2 E node
0.9 D
228 3
457 6
43 2
87 5
+ 228 57 3 43 43 2
+ 228 57 3 43 43 2
+ 228 57 3 43 43 2
457 12 87 8
87 11
0.170 D horizontal 457 114 394 6 15 87 87 87 87 5 8
+
0.170 D horizontal 457 114 394 6 15 87 87 87 87 5 8
+
0.170 D horizontal 457 114 394 6 15 87 87 87 87 5 8
─
87 14
457 18
228 21
87 17
43 20
row 320
0.248 D vertical 457 114 12 87 87 11
87 87 14
457 114
228 where: 1.2 + 0.248 57
18 87 87 17
21 43 where: 1.2 + 0.248 43 20
457 114
228 where: 0.90 + 0.248 57
18 87 87 17
21 43 where: 0.90 + 0.248 43 20
457 114
228 where: 0.90 ─ 0.248 57
0.248 D vertical 457 114 12 87 87 11
87 87 14
0.248 D vertical 457 114 12 87 87 11
87 87 14
18 87 87 17
21 43 where: 0.90 ─ 0.248 43 20 row 350
Axial and moment forces were generated from a subsequent computer run. These loads are: axial moment
460 k ult 1174 k ult row 360
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LOADS to DECK MID-LINE USING ASCE 7-02 STRENGTH DESIGN This frame is an elastic ordinary moment resisting frame. ρ.
1.0 unitless
SDS
from above short period spectral response 9.4.1.2.5-1
Cs
0.719 g ult 0.299 g ult
D
9851 k
from above
Vert story
1417 k ult 2945 k ult
0.2 * 0.719 * 9,851
seismic response coefficient 9.5.5
row 380 V story
0.299 * 9,851
Basic Load Combinations ASCE 7-02 ratio 0.238 = 5 mid-line columns /21 columns total D 2345 0.238 * 9,851
horizontal component 701 0.238 * 2,945
vertical component 337 0.238 * 1,417
ratioed loads row 390
Eρ1
ρQE + 0.2 SDS D
Case 5 2.3.2
1.2 D 2815 vertical 1.2 * 2,345
Eρ2
ρQE
- 0.2 SDS D
Case 8 2.3.2
0.9 D 2111 vertical 0.9 * 2,345
Eq. 9.5.2.7 - 1 ± ±
ρ Eρ1 701 horizontal 1.0 * 701
± ±
0.2 SDS D
± ±
0.2 SDS D
337 vertical 337
Eq. 9.5.2.7 - 2 ± ±
ρ Eρ2 701 horizontal 1.0 * 701
row 400
337 vertical 337
Create load cases for D, QE, and 0.2 SDS D where:
ρ QE /D =
701 /2,345 =
0.299 * D
and
0.2 SDS D /D =
337 /2,345 =
0.144 * D
These factors are to be used in the computer finite element analysis "Load Combinations."
row 410
The load cases are: 1 D only
1.4 D
2 5 2.3.2
1.2 D
+
0.299 D horizontal
+
1.0 E per API calc
+
0.299 D vertical
3 8 2.3.2 a 4 8 2.3.2 b
0.9 D
+
0.299 D horizontal
+
1.0 E per API calc
+
0.144 D vertical
0.9 D
+
0.299 D horizontal
+
1.0 E per API calc
─
0.144 D vertical
row 420
These results are slightly less conservative than the '97 UBC results above
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LOADS to DECK MID-LINE USING ASCE 7-05 STRENGTH DESIGN for Comparison This frame is an elastic ordinary moment resisting frame. ρ. SDS
1.00 unitless
from above
Cs
0.719 g ult 0.299 g ult
short period spectral response 9.4.1.2.5-1 seismic response coefficient 9.5.5
D
9851 k
from above
Vert story V story
1417 k ult 2945 k ult
0.2 * 0.719 * 9,851 7-05 0.2 SDS D 12.4-4 and 12.14-6 0.299 * 9,851 7-05 V = Cs W 12.8-1
row 440
Basic Load Combinations ASCE 7-05 Where 12.4.2.3 is used in lieu of 2.3.2 ratio 0.238 = 5 mid-line columns /21 columns total D 2345 0.238 * 9,851
horizontal component 701 0.238 * 2,945
vertical component 337 0.238 * 1,417
ratioed loads row 450
Case 5
(1.2 + 0.2 SDS) D + ρQE + L + 0.2 S 1.2 D 2815 vertical 1.2 * 2,345
Case 6
± ±
ρ Eρ5 701 horizontal 1.0 * 701
± ±
0.2 SDS D 337 vertical 337
± ±
- 0.2 SDS D 337 vertical 337
(0.9 - 0.2 SDS) D + ρQE + 1.6 H 0.9 D 2111 vertical 0.9 * 2,345
± ±
ρ Eρ6 701 horizontal 1.0 * 701
row 460
Create load cases for D, QE, and 0.2 SDS D where: and
ρ QE /D = 0.2 SDS D /D =
701 /2,345 = 337 /2,345 =
0.299 * D 0.144 * D row 470
These factors are to be used in the computer finite element analysis "Load Combinations."
The load cases are: 1 D only
1.4 D
2 Case 5
1.2 D
+
0.299 D horizontal
+
1.0 E per API calc
+
0.299 D vertical
3 Case 6
0.9 D
+
0.299 D horizontal
+
1.0 E per API calc
+
0.144 D vertical
row 480
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GENERATE ASD ASCE 7-02 LOADS for DEFLECTION CALCULATIONS ρ
1.0 unitless
SDS
from above
0.719 g ult 0.299 g ult
short period spectral response
Cs D
9851 k
from above
Vert story
1417 k ult 2945 k ult
0.2 * 9,851 * 0.719
V story
seismic response coefficient
9,851 * 0.299
row 500
Basic Load Combinations ASCE 7-02 ratio 0.238 = 5 mid-line columns /21 columns total D 2345
Eρ1
horizontal component 701
ρQE + 0.2 SDS D
vertical component 337
Eq. 9.5.2.7 - 1 row 510
Case 5 2.4.1
Eρ2
1.0 D 2345 vertical
ρQE
Case 8 2.4.1
- 0.2 SDS D 0.6 D 1407 vertical
0.7 Eρ1
±
+
491 horizontal
0.2 SDS D 337 vertical
Eq. 9.5.2.7 - 2 0.7 Eρ2
± ±
491 horizontal
-
0.2 SDS D 337 vertical row 520
Create load cases for D, QE, and 0.2 SDS D
Note that the reciprocal of 0.7 is approximately 1.4. This is the standard
where:
ρ QE /D =
491 /2,345 =
0.209 * D
way to reduce LRFD seismic to
and
0.2 SDS D /D =
337 /2,345 =
0.144 * D
ASD levels.
The load cases are:
row 530
1 5 2.4.1 2 8 2.4.1 a
1.0 D
+
0.209 D horizontal
+
0.144 D vertical
0.6 D
+
0.209 D horizontal
+
0.144 D vertical
3 8 2.4.1 b
0.6 D
+
0.209 D horizontal
─
0.144 D vertical
Use these applied strength design (ASD) loads to compute deflections in the computer finite element analysis "Load Combinations."
row 540
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GENERATE ASD ASCE 7-05 LOADS for DEFLECTION CALCULATIONS for Comparison ρ SDS
1.0 unitless
from above
0.719 g ult 0.299 g ult
short period spectral response
Cs D
9851 k
from above
QE
2945 k ult
9,851 * 0.299
seismic response coefficient
where QE = V
row 550
Basic Load Combinations ASCE 7-05 Where 12.4.2.3 is used in lieu of 2.4.1 ratio 0.238 = 5 mid-line columns /21 columns total D 2345
Case 5
horizontal component 701
(1.0 + 0.14 SDS) D + H + F + 0.7 ρQE 0.7 QE 1.0 D + 2345 vertical
Case 6
0.2 SDS D
row 560
337 vertical
(1.0 + 0.105 SDS) D + H + F + 0.525 ρQE + 0.75 L + 0.75 (L r or S or R) 0.525 QE 0.105 SDS D 1.0 D + + 2345
Case 8
+
491 horizontal
368
177
(1.0 - 0.14 SDS) D + 0.7 ρQE + H 0.6 D 1407 vertical
+ +
0.7 QE 491 horizontal
─ ─
0.14 SDS D
row 570
236 vertical
Note that the reciprocal of 0.7 is approximately 1.4. This is the standard way to reduce LRFD seismic to ASD levels. The load cases are: 1 Case 5 2 Case 6 3 Case 8
1.0 D 0.6 D 0.6 D
+ + +
0.209 D horizontal 0.157 D horizontal 0.209 D horizontal
+ + ─
0.144 D vertical 0.075 D vertical 0.101 D vertical
row 580
Use these applied strength design (ASD) loads to compute deflections in the computer finite element analysis "Load Combinations."
row 590
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