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Home My WebLink AboutB17-0340_Micropile Calcs_1507227702.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 ��`.+r•e...... 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.•