GENERAL55767

• Permit No: M1977378
• IBM Index Class Name: General Documents
• Doc Date: 8/6/2003
• Doc Name: Consent Decree
• From: Gold King Mines Corporation
• To: DMG
• Media Type: D
• Archive: No

Project Design Koehler Tunnel Bulkhead By JFA Date 7/21/03
8.5' x 9' 112' Thick Station 3+021
Sheet 5 of 6
Critical section shear strength for 12-ft thick reinforced concrete deeo-beam bending
stress design for earthquake acceleration:
Deep beam defined as Ud<5 (ACI 318-95, Sec 11.8.1). This is the case for earthquake acceleration of
0.1368 and critical section shear at O.1Sl (1.275 ft) from ribside (ACI 318-95, Sec 11.8.5).
1•(12) = 0.726 < 5 Therefore, this is a deep beam for design!
d
v „ -nominal shear stress shall not be greater than 8 times sq rt of f ~ when Ud < 2 (ACI 318-95,
Sec 11.8.7)
Developed shear force at critical section:
Limiting values: v n := 8. 3000 v n = 438.2 psi
V n := v n•12•b µ,•d V n = 738768 lb/ft, limiting shear force per foot of beam
width
V n := 0.35 •u•I V n = 215114 Ib/ft, nominal shear force per foot of beam
width
V
V u := n V u = 253075 lb/ft, factored shear force per foot of beam width
~~
Developed moment at critical section:
z
M n := 0.06375 •u mil) M n = 166521 ft-lb, nominal critical bending moment per foot of
beam width
M
M u ;_ ° M u = 185024 ft-lb, factored critical bending moment per foot of beam
~ rt width
Permitted concrete shear strength (v ~):
Limiting value for v~ : v e := 6 f e
v e := 6 f e v e= 328.6 psi
Limiting value for term K = [3.5-2.5(M„/V ad)] _
2.5 2.5 •M u
K:=3.5- K=3.344
V a•d
12
Therefore, K := 2.5
(ACI 318-95, Sec 11.8.7)
w~au.mm ~mnsm 3m eK