215 10.44 I 13.665 Slab: 150 pct (10.44) (12) = Beam: 104415/17 1044 1/2 225 16 51b/ht ILL 15.605 ↑ 994 4.44 Interior self: 150 pcf (12) (1/2) = 22515/12 Q = (1044+225) (15.CCS) = 99-39.4416 +1.2 = 11927.3316 → 11.9k Girder: S Assume h= 0.1 x 31.33 = 3.13' + 37.6" 38" Asonme b = 1/2 = 18.8" 20" self: 150pct (272) (1/2) = 791.67 16/62 +0.792 kips/h2 glass wall: 10pet (12.5') -125 16/A LL (40 x 15.665) = 626616/4206274/ wn = 1.2(0.792 +0.125) + 1.C (0.627) = 2.10 4/ R = 2.10 (3153) + 11.9 +119 -44.8kips 448 V(2) 11.94 1194 12.10 km 10.44 10.44 10.44 22.9 11.0 382.10 M (#K) 2 Mn 382.10x12000 Rn = 602 0.9(20)(38)2 = 176.41 psi p = 0.0031 As = pbd = 0.0031 (20×38)=2.356in " > USE: 3#8 (2.36in²) 9= 2.36 (60) 0.85(4)(70) = 2.08 B₁ = 0.85-4000-4000 1000 0.05 -0.85 35.5 C= 1.08 0.85 2.45 38 3#8 E== 35.5-2.45 2.45 (0.003)= 0.04 ≥ 19000 +0.003=0.005 ✓ 2.5° Ductile 20" 215360 -0 © 10.44ft 31-334€ 31-338t +10.440t = Ar.beam 327.09€€² 10.94ft 31.33ft NTS 10-4420 31-33ft Exterior Girder 81 G4 31.33ft 31.33ft K 31.33ft x A4: 31-33ft x 31-33ft 15 = Tribw Beam Spacing 982 ft2 = 31.33ft = 10-44ft Interior Girder Beam: s.w. Beam area 1800×1x Slab 1503x5 Slab area total = 0.3254ft Girder: Sw. 225 #ft + 100 #16+ 31-337 ~girder trib. width Poz-10-18 KDC1.27 = 12.216K gintrarea 150pct (38×20/144) = 0.792k/+ LL: 40 psf x 31.33ft - 1.25k/ft 1 girder trib. width 1.2 (0.792k/€ + 1.6 (1.25 3.195 in² (ok)✓ Check bmin (tb A.5) b=20" 2) bmin 10.33: < 20" check ductility a= Asfy = ✓Con> (3.81in2)(60ksi) 0.85fc b (0.85)(44si)(20") = 3.36in B=0.85 for f'c = 4,000 psi C= 3.36in - 0.85 3.96in E+= -c x 0.003 = 35.5"-3.96" = 0.024 >0·005 3.96" (04)✓ 2 = 259.2 psi Ety= 0.002+0.003-0.005 个 60ksi Steel Pmax min Rn= Ми = tb A.13 P 4904ft x12000 (0.90) (20") (38-2.5) = 0.0045 n= 259.28 "d=35.5" < сокаг 0.0181= 300033 As croqd] = pbd = (0.0045) (20") (35.5") Ascread)= 3.195 in 2 3 #10 35.5' 32 13.125" | 2@ 6" 3.125" 2.5" 201 38"
215 10.44 I 13.665 Slab: 150 pct (10.44) (12) = Beam: 104415/17 1044 1/2 225 16 51b/ht ILL 15.605 ↑ 994 4.44 Interior self: 150 pcf (12) (1/2) = 22515/12 Q = (1044+225) (15.CCS) = 99-39.4416 +1.2 = 11927.3316 → 11.9k Girder: S Assume h= 0.1 x 31.33 = 3.13' + 37.6" 38" Asonme b = 1/2 = 18.8" 20" self: 150pct (272) (1/2) = 791.67 16/62 +0.792 kips/h2 glass wall: 10pet (12.5') -125 16/A LL (40 x 15.665) = 626616/4206274/ wn = 1.2(0.792 +0.125) + 1.C (0.627) = 2.10 4/ R = 2.10 (3153) + 11.9 +119 -44.8kips 448 V(2) 11.94 1194 12.10 km 10.44 10.44 10.44 22.9 11.0 382.10 M (#K) 2 Mn 382.10x12000 Rn = 602 0.9(20)(38)2 = 176.41 psi p = 0.0031 As = pbd = 0.0031 (20×38)=2.356in " > USE: 3#8 (2.36in²) 9= 2.36 (60) 0.85(4)(70) = 2.08 B₁ = 0.85-4000-4000 1000 0.05 -0.85 35.5 C= 1.08 0.85 2.45 38 3#8 E== 35.5-2.45 2.45 (0.003)= 0.04 ≥ 19000 +0.003=0.005 ✓ 2.5° Ductile 20" 215360 -0 © 10.44ft 31-334€ 31-338t +10.440t = Ar.beam 327.09€€² 10.94ft 31.33ft NTS 10-4420 31-33ft Exterior Girder 81 G4 31.33ft 31.33ft K 31.33ft x A4: 31-33ft x 31-33ft 15 = Tribw Beam Spacing 982 ft2 = 31.33ft = 10-44ft Interior Girder Beam: s.w. Beam area 1800×1x Slab 1503x5 Slab area total = 0.3254ft Girder: Sw. 225 #ft + 100 #16+ 31-337 ~girder trib. width Poz-10-18 KDC1.27 = 12.216K gintrarea 150pct (38×20/144) = 0.792k/+ LL: 40 psf x 31.33ft - 1.25k/ft 1 girder trib. width 1.2 (0.792k/€ + 1.6 (1.25 3.195 in² (ok)✓ Check bmin (tb A.5) b=20" 2) bmin 10.33: < 20" check ductility a= Asfy = ✓Con> (3.81in2)(60ksi) 0.85fc b (0.85)(44si)(20") = 3.36in B=0.85 for f'c = 4,000 psi C= 3.36in - 0.85 3.96in E+= -c x 0.003 = 35.5"-3.96" = 0.024 >0·005 3.96" (04)✓ 2 = 259.2 psi Ety= 0.002+0.003-0.005 个 60ksi Steel Pmax min Rn= Ми = tb A.13 P 4904ft x12000 (0.90) (20") (38-2.5) = 0.0045 n= 259.28 "d=35.5" < сокаг 0.0181= 300033 As croqd] = pbd = (0.0045) (20") (35.5") Ascread)= 3.195 in 2 3 #10 35.5' 32 13.125" | 2@ 6" 3.125" 2.5" 201 38"
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
Related questions
Question
Basend on the pictures provided could you guys please calculate the calcs for a column(Exterior). Please show all of your work. Thank you so much for your help!
Transcribed Image Text:215
10.44 I
13.665
Slab: 150 pct (10.44) (12)
=
Beam:
104415/17
1044 1/2
225 16
51b/ht
ILL
15.605
↑
994
4.44
Interior
self: 150 pcf (12) (1/2) = 22515/12
Q = (1044+225) (15.CCS) = 99-39.4416 +1.2 = 11927.3316 → 11.9k
Girder:
S
Assume h= 0.1 x 31.33 = 3.13' + 37.6" 38"
Asonme b = 1/2 = 18.8" 20"
self: 150pct (272) (1/2) = 791.67 16/62 +0.792 kips/h2
glass wall: 10pet (12.5') -125 16/A
LL (40 x 15.665) = 626616/4206274/
wn = 1.2(0.792 +0.125) + 1.C (0.627) = 2.10 4/
R = 2.10 (3153) +
11.9 +119
-44.8kips
448
V(2)
11.94
1194
12.10 km
10.44
10.44
10.44
22.9
11.0
382.10
M (#K)
2
Mn
382.10x12000
Rn
=
602
0.9(20)(38)2
= 176.41 psi p = 0.0031
As = pbd = 0.0031 (20×38)=2.356in " > USE: 3#8 (2.36in²)
9=
2.36 (60)
0.85(4)(70)
= 2.08
B₁ = 0.85-4000-4000
1000
0.05 -0.85
35.5
C=
1.08
0.85
2.45
38
3#8
E==
35.5-2.45
2.45
(0.003)= 0.04 ≥
19000
+0.003=0.005
✓
2.5°
Ductile
20"
![215360
-0
©
10.44ft
31-334€
31-338t
+10.440t
=
Ar.beam 327.09€€²
10.94ft
31.33ft
NTS
10-4420
31-33ft
Exterior Girder
81
G4
31.33ft
31.33ft
K 31.33ft x
A4: 31-33ft x 31-33ft
15
=
Tribw
Beam
Spacing
982 ft2
=
31.33ft
=
10-44ft
Interior Girder
Beam:
s.w.
Beam
area
1800×1x
Slab
1503x5
Slab area
total = 0.3254ft
Girder:
Sw.
225 #ft
+
100 #16+
31-337
~girder trib.
width
Poz-10-18 KDC1.27 = 12.216K
gintrarea
150pct (38×20/144) = 0.792k/+
LL: 40 psf x 31.33ft - 1.25k/ft
1 girder trib. width
1.2 (0.792k/€ + 1.6 (1.25</6+)
(295)(31.33 +12.216k (10.44ft)
8
Mu
362+127
-4894ft
Assume:
girders are simply supp.
fc = 4,000psi =4k²i
fy = 60,000 psi = boksi
= 0.90
Dimension Assumptions:
h=(0.17(61.33ft) = 3.133' = 37.60"
→ use 38"
b = 37.62 = 18.8"
→ use 20"
Use
3- #10 (tb A.4)
As (provided) = 3.81 in² > 3.195 in² (ok)✓
Check bmin (tb A.5)
b=20"
2)
bmin 10.33: < 20"
check ductility
a= Asfy
=
✓Con>
(3.81in2)(60ksi)
0.85fc b (0.85)(44si)(20")
= 3.36in
B=0.85 for f'c = 4,000 psi
C= 3.36in -
0.85
3.96in
E+= -c x 0.003 = 35.5"-3.96"
= 0.024 >0·005
3.96"
(04)✓
2
=
259.2 psi
Ety=
0.002+0.003-0.005
个
60ksi
Steel
Pmax
min
Rn=
Ми
=
tb A.13
P
4904ft x12000
(0.90) (20") (38-2.5)
= 0.0045
n= 259.28
"d=35.5"
<
сокаг
0.0181=
300033
As croqd] = pbd = (0.0045) (20") (35.5")
Ascread)= 3.195 in 2
3 #10
35.5'
32
13.125" | 2@ 6" 3.125"
2.5"
201
38"](/v2/_next/image?url=https%3A%2F%2Fcontent.bartleby.com%2Fqna-images%2Fquestion%2F0655393b-8df3-4633-b13c-e0d6983d2306%2F485ea3e2-45c7-43b8-a8d0-f5ec81e664a2%2F5ejln9i_processed.jpeg&w=3840&q=75)
Transcribed Image Text:215360
-0
©
10.44ft
31-334€
31-338t
+10.440t
=
Ar.beam 327.09€€²
10.94ft
31.33ft
NTS
10-4420
31-33ft
Exterior Girder
81
G4
31.33ft
31.33ft
K 31.33ft x
A4: 31-33ft x 31-33ft
15
=
Tribw
Beam
Spacing
982 ft2
=
31.33ft
=
10-44ft
Interior Girder
Beam:
s.w.
Beam
area
1800×1x
Slab
1503x5
Slab area
total = 0.3254ft
Girder:
Sw.
225 #ft
+
100 #16+
31-337
~girder trib.
width
Poz-10-18 KDC1.27 = 12.216K
gintrarea
150pct (38×20/144) = 0.792k/+
LL: 40 psf x 31.33ft - 1.25k/ft
1 girder trib. width
1.2 (0.792k/€ + 1.6 (1.25</6+)
(295)(31.33 +12.216k (10.44ft)
8
Mu
362+127
-4894ft
Assume:
girders are simply supp.
fc = 4,000psi =4k²i
fy = 60,000 psi = boksi
= 0.90
Dimension Assumptions:
h=(0.17(61.33ft) = 3.133' = 37.60"
→ use 38"
b = 37.62 = 18.8"
→ use 20"
Use
3- #10 (tb A.4)
As (provided) = 3.81 in² > 3.195 in² (ok)✓
Check bmin (tb A.5)
b=20"
2)
bmin 10.33: < 20"
check ductility
a= Asfy
=
✓Con>
(3.81in2)(60ksi)
0.85fc b (0.85)(44si)(20")
= 3.36in
B=0.85 for f'c = 4,000 psi
C= 3.36in -
0.85
3.96in
E+= -c x 0.003 = 35.5"-3.96"
= 0.024 >0·005
3.96"
(04)✓
2
=
259.2 psi
Ety=
0.002+0.003-0.005
个
60ksi
Steel
Pmax
min
Rn=
Ми
=
tb A.13
P
4904ft x12000
(0.90) (20") (38-2.5)
= 0.0045
n= 259.28
"d=35.5"
<
сокаг
0.0181=
300033
As croqd] = pbd = (0.0045) (20") (35.5")
Ascread)= 3.195 in 2
3 #10
35.5'
32
13.125" | 2@ 6" 3.125"
2.5"
201
38"
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