HomeMy WebLinkAboutB17-0340_Micropile Calcs_1507227660.pdf Vail Valley Medical Center
Vail, Colorado
Temporary Micropile
Support of Excavation
MathCad Micropile Wall Analysis
Prepared for:
Eaton Sales & Services, LLC.
4803 York Street
PO Box 15405
Denver, Co 80216
September 14, 2017
Prepared by: .+•` op�PpA`�cF,�'�
M.C. "Mick" Muller, P.E. oo�G ` Fo
Yenter Companies, Inc. 23579 m:
20300 W. Highway 72 ;13.4„, Ili 1
Arvada CO 80007 - '` `
•• 7/1 1r-0
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YENTER COMPANIES - DESIGN WORK SHEET
Project Vit L \,I4 4.-ta+' �ebl Designer VieeH Item No.
Type of Work Date '9 j t,JI 1,7 Sheet No
Mtdrt1� A.�.. "
1-46,01,-046.4, 6-eturetr-
1,01:11 4
'fir tt
Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft. Fuel Tank Excavation 8/4/2017
lb b lb llb
414:_ m2 psf:= ft2 :_ lb ti := 1000.1b ksi:= 1000. 2
1. Wall Geometryin
Distance from top Tension (divide by
Height of wall H= 15ft to anchor horizontal spacing)
Angle of backslope r3:= 0•deg
L1 := Oft T= Olb
Soil friction angle := 34-deg
L2:= Oft
Soil unit weight ^y:= 120pcf L3:= Oft
Horizontal load q:= 1.08 kip
ft L4:= Oft
L5:= Oft
2. Micropiles Front row Back row
Distance between MP rows dl := 12-in Length of wall LW:= lft
Batter angle of rear MP row w:= 15-deg
Elastic modulus of steel ES:= 29000•ksi ESo;1:= 1500ksi
Compressive strength of grout is:= 3000•psi
Yield strength for steel bar Fby:= 87.5ksi - TA C} 140
Yield strength for steel pipe FPy:= 35ksi
Rebar size USD:= 10 USD1 := 10
Outside pipe diameter Do:= Oin Dl := Oin
Wall thickness of pipe to:= 0.0in t1 := Oin
Borehole diameter b0:= 5.25in b1 := 5.25in
Spacing So:= 18in S1 := 36in
3. Load and Resistance Factors
ryLt:= 1 Load factor applied to surcharge
'yEr:= 1 Earth pressure reduction due to back row of micropiles (< 1)
-yr:= 1 Moment Reduction (both rows)
-yrb:= 1 Reduced Moment in Back Row Due to Soil Support (additional)
^y� := 0.35 Steel Shear Strength Reduction Factor
SEP= 1 Resistance Factor for passive earth pressure resistance
4'F$:= 0.66 Resistance Factor applied to Flexural Capacity of vertical elements
4IG:= 1 Resistance Factor applied to Ground Nail Facing Capacity(Punching Shear)
y:= 9 Depth to calculate moment reduction 1;= y-12
Venter Companies, Inc. Page 1 of 7
20300 W. Highway 72 ak
Arvada,CO 80007
C, 1r E R
C0 VPA1 = ES.
Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft.Fuel Tank Excavation 8/4/2017
4. Earth Pressure Fly:= if(to=0,Fby,FPy)
Ka:= cosn•cos(P)—,�cos((3)2—cos(43)2Ka=0.283 Fly:= if(ti =0,Fby,FPy)
cos(13) +Jcos((3)2—cos(4)2
Kp:= cos(13).cos(13) +Icos(p)2—cos(4:1:)2 Kp=3.537
cos(13) —,jcos(p)2—cos(4)2
Active Load
Pa:= (0.65•Ka•TH)•'YEr
Pa=331•psf .1E,..25.11=375 ft
Pa
a:= a=0.85 ft
Rai := Pa
1-111
Rai 2 3 Rai =24811b YRa1= 101/ Active ep
a•ft
Rae:= Pa YR2:= H+ 2 3 Rae = 140 lb YRa2= 15.56 ft Active ep below mudline
Rai q•'YLt•ft (H 2 d)
YRa3:=
R�=9.5ft Surcharge
= 1080 lb Y
Passive Load
Pp:_ ^y•(Kp—1c)•(d—a) PP= 1231 psf
RP.— PP (d 2a) ft YRp:= H+ a+ (d—a).-2 Rp= 19411b YR!,= 17.95 ft
5. Depth of Embedment
Depth of embedment (guess) d=4f (Change d until sum of moments is approximately zero)
Sum Moments: increase d if moment is positive
decrease d if moment is negative
(Ra1•YRai)+ (Ra2..YRa2) + (Ra3•YRa3)—(RP YRp) —T•(L1 + L2+L3+L4+L5) =2•ft•kip
1.04=4ft 1.04+ H= 19ft
1.24=4.8 ft 1.2•d+ H= 19.8 ft Set user defined embedment depth du:= 5
1.4.d=5.6ft 1.44+ H=20.6ft Ht:= H+ du Ht=20ft
Yenter Companies, Inc. Page 2 of 7
20300 W.Highway 72 ( \
Arvada,CO 80007
ENTrE2
�+ 0 i/PA1 _ Ea.
Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft. Fuel Tank Excavation 8/4/2017
6. Determine the equivalent steel Area and Moment of Inertia of the composite section
for each MP section in the MP shoring wall:
Ec:= 57000•J1•psi Es=3.122 x 106•psi Elastic (Young's)Modulus for Grout
ES
nc:= nc=9.289 Modular Ratio
Es
RO= ifDo=0,USD-lin Do
( 16 2 RO=0.625 in Outside Pipe Radius
USD1•lin Dl
Rl := if D1 =0,
16 2' 2 R1 =0.625•in
R3:= if(RO=0,b0,RO—to) R3 =0.625•in Outside Grout Radius
R4:= if(R1 =0,b1,R1 —t1) R4=0.625.in
R2 USD 1•in R2=0.625•in Outside Rebar Radius
82 USD, m
1 — •1•82
4 4
/front _.[I-
' L(RO)4—(R3)4] + O — + R244 Moment of Inertia and Area of
4 nc 'front=0.12 in front the Composite Section.
[[(R1)4
R44_'back:= —(R4)4] + ( ) n 1 + R214 'back=0.12•in4 back
c
r 2 2
Afront Tr' L(R0)2—(R3)21 + ('3) — R22 Afmnt= 1.227 int front
nc
r (R4)2 R212
Aback 7r' L(R1)2—(R4)2] + + R212]
Aback= 1.227•in2 back
nc
Yenter Companies, Inc. Page 3 of 7
20300 W. Highway 72 AlA (\s‘\
Arvada,CO 80007
1' E NVEn
C _0 if P A \ : E. S
• Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft. Fuel Tank Excavation 8/4/2017
Ht+ lin
lin N=241
i:= 1..N L.:= i•in H= 15ft Ht=20ft
t
Aback
xx.
Si 1
xx.:= L.•tan(w) + dl c.:_
1 1 1 Aback Afront
tan(w) =0.268 +
Si So
22
'front+Afront•(C.) 'back+ Aback'(xxi—c.)
IMP.'_ +
1So Si
I. = IMP.
1 1 Esoi1= 1.5 x 106•psi
43Fs•F1yli (1)Fs•F2yIi 1 Aftont Ab ac
MI —n. M2n.:_ =0.068.in a _ =0.034•in
1 D0 1 Dl lrb S0 S1
C.+ — XX.—C.+ -
1 2 1 1 2
Afront Aback
Asteel= +
Sp —Si
max(Mln) =302 kip max(M2n) = 151.kip Asteel=0.10227 in
Eseff Asteel•Es
Right side loading diagram 6 lb
Eseff=2.966x 10 •—
in
PR := q + ((.65 i.in)) if i•in— a <_H E2:= Eseff+XX•Esoil
H+ d 2
PR.
0 otherwise XX2:= XX+2•Asteel
Left side loading diagram
PLi= 'y
� •(IC,—Ic).[i•in—(H+ a)]] if i•in>H+ 2 Passive earth pressure
0 otherwise
Anchor Loads
Pal := T if i•in=Ll Pae_:= T if i•in=L2 Pa3. := T if i•in=L3 Pa4.:= T if i•in=L4 Pas. := T if i•in=L5
1 1 1 1 1
0 otherwise 0 otherwise 0 otherwise 0 otherwise 0 otherwise
Venter Companies, Inc. Page 4 of 7
20300 W. Highway 72
Arvada,CO 80007 11ANt
C0 WP Al = ES•
Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft. Fuel Tank Excavation 8/4/2017
lb
V:= D0 ft
for ie 1..N r
D.F r0.5•r(PR. + PRi_1)-(PLi+ PLi_1)l (L -Li-1)] + Di 1
D. -Di-43G•T if Li=H-Ll
1 ft
D..-Di-4G.T if L.=H-L2
1 ft
D. -D.-4G•$ if Li=H-L3
1D. -D.-(1)G•$ if L.=H-
Lq
M:= -yr D0 4-lb
DiFD.-JG•$ if L.= H-L5 for ie 1..N
D DDF r0.5•(V +` )•(L -L )1 +D.i i i 1 . L.
1-1
R:= R+-0•ft lb
OR:= DO 4-0.ft
for ie O..N
for ie 1..N
ifLi>_Ht DiF0 if Li<Ht
R Vi D.F 0.5•r(PR• + PR ) -(PLi .-1 JJ+PL )l• i t(L -L.-1) if Li>_Ht
Ll � �
break D
R
kip OR:_ EAR OR=-0.261. p P:= -PL
R=0.432.—ft
.432 ft
Mmx:= max(M) Mmx=32.38 kip•ft Maximum (factored)Moment
Mmn:= min(M) Mmn= 1 x 10 3.kip Minimum (factored)Moment
Venter Companies, Inc. Page 5 of 7
20300 W. Highway 72 (\\
Arvada,CO 80007 w
mwringa
C0 NPA \ : ES.
Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft. Fuel Tank Excavation 8/4/2017
Mtn = front row allowable moment = red line
M2n = back row allowable moment= blue line
M = applied moment= green line
Applied&Allowable Moment Diagram
- 1.7763568394002502x 10 1d
I `
1
8.33333333333333
L
ft
L
ft 1 `
L
ft
16.6666666666666.
1
H= 15ft
Ht=20ft
0 100 200
Mln M2n M
kip kip kip
Moment(kip*ff/ft)
cl := min(M1n-M)
max(M,M1n,M2n)=302.kip
c2:= min(M2n-M)
max(M) =32.38•kip
CheckMln:= if(cl <_-2113,"Check Front Row","OK") CheckMln="OK"
CheckM2n:= if(c2<_-21b,"Check Back Row","OK") CheckM2n="OK"
Venter Companies, Inc. Page 6 of 7
20300 W. Highway 72 (\\
Arvada,CO 41131EN
1
C011PA1 = ES•
Micropile Wall Design by:MCM
Vail Valley Medical Center checked by:MCM
15 ft.Fuel Tank Excavation 8/4/2017
300
Venter Companies, Inc. Page 7 of 7
( \
20300 W. Highway 72
Arvada,CO 80007
WIERflE
c aif P A E S.•