HomeMy WebLinkAboutVAIL COMMONS CITY MARKET STRUCTURAL ENGINEERING CALCULATIONS LEGALO
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Denver, Colorado
Vail, Colorado
Monroe & Newell
Engineers, Inc.
STRUCTURAL ENGINEERING CALCULATIONS
for
FOUI\DATION
and
PRECAST FRAME PACKAGE
Vail Commons
Store and Parking
Vail. Colorado
**Stamp on sheet applies to the following calculation pages and indicates that they have been reviewed.
This includes all sheets attached to this cover.
Town of Vaif
February 15, 1996 OFFICHCOPY
"A#t6';9S!
1660 Seventeenth St. . Suite 350 r Denver. Colorado aO2O2 ;(303) 623-4927 c F AX (303) 623-6602
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Monroe and Newell Engineers, Inc.
Vail Commons
Store Loading
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Monroe and Newell Engineers, Inc.
Vail Commons
Parking Garage
Loading i
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Monroe and Nerrell Engineers, Inc.
Vail Commons
Preliminary Footing Sizes
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Vail Comrnons
Store Pier Sizes
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CIRCUI,AR CONCRETE
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DEscRrprroN >> vATL qoryygrys (tNi'[€r.l()
>> NRG i-/r9/96
---. DESIGN DATA - COLI]MN DATA -f'c
Fy
SEISMIC ZONE
COMBINE LL &
EFF. LENGTTI
ST?
FACTOR
= 48in
= 2in
= 10ft?NY/n
vase f01
Y/n
= 3,OOO PSi COLI]MN DIAMETER
= 5O,OOO PSi REBAR CL TO FACE
(O=wind) : COLIJMN HEIGHT
Y y/n USING SPIRALS
1 REBARS
IS COLIJMN IJNBRACED ?
IF I,NBRACED, DCITA:S =
N y/n
DEAD LIVE SHORT
TOTAL # OF BARS
REBAR' SIZE
CAIC P:M DIAGRAM ? Y
=23#8
Total Reinf. Area = 18.17 in^2 Actual cage Diameter = 44 in
t steel = 1.00 t Radial Bar spacing = 15.652 deg
-- Tti-ii-:-i:-:-:1 x3il","o r"*,Ytl',i1i5"1-i:---1-- -:-
MOMENTS: Top BotEom
DI-, = f t.-k
LL = f E,-k
sT - fE-k
k
s60 k
kin
AXIAL: DL
LL=sr=
ECC.
DISTRIBTITED :
POINT :
#r*2=#1 =#2=
klf @ x=
k1f @ x=
k @x=k @x=
ELoc
fEftfrfr
SUMMARY ACI Equation -
9-1 9-2 9-3
Pu : Max. Factsored = 952-0 71'4-0 k
Pn * Phi : Capacity @ Design Ecc. = 3158-51 3158.6 3158.5 k
OK OK OK
Mc = DeICa:B*M2b + Delta:S*M2S = 161.84 121-38 kft
Final Ecc.: Arcial*Ecc + Momengs = 2.04 2.04 2-04 in
Magnif icat.ion Fact.or = 1.000 1.000 1.000 in
Oesign Eccent,ricitsy = 2.04 2.04 2 -04 tn
Po * [0.80,0.85] : (short. column)P : Balanced
Ecc: Balanced
= 4525.59 4526.5 4526.5 k
= 2283.3 2283.3 2283.3 k
= L5 .76 15 .76 15 . ?6 in
- - - SLEI{DERNESSActual klu/r
Beta
Neulral Axis Deptsh From Comp. face
Phi
Max. klu/r to neglect slenderness
Beta - Sustained / Maximum Moments
Ctn
EI = Max[ ( .2*Ec*Ig+Es*Is) / (1+BeLa)
-or- .4 Ec rgl (r+eera)l /1000000pc : pi^2 * EI / (ktu) ^2
Alpha : Max Pu / ( Phi * Pc )
DelEa:b=Cm/ (1-Alpha)
EFFEgfSElastic Modulus = 3,122 ksi*** Sfenderness Not. Applicahle ***
9-L 9-2 9-3
51.01 51.01 51.01 in
0 .700 0 .700 0 .700
34 .0 34 .0 34 .0
NA
L .000 t- . 000 1 . 000
= 1.0000 1.0000 1.0000
= 10.00
= 0.85
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qru)
crRcuLAR coNcRETE estffi,r vage ( lO
DEscRrprroN >> vArL q9yy9rys (E'neetoe ilfe)>> NRG r/L9/96
DESIGN DATA - - COLUMN DATA -
AXIAL: DLtL
STECC. =
DISTRIBIITED I
POINT :
f,c
F*I
SEISMIC ZONE
COMBINE tL &
EFF. LENGTH
IS COLI'MN UNBRACED ?IF UIIBRACED, DelTa:S =
= 3, 000 psi COLITMN DIAI4ETER
= 60,000 psi REBAR CL TO FACE(0=wind): COLUMN HEIGHT
ST ? Y y/n USING SPIRALS
FACTOR = | REBARS
= 35in
= 2in
= 10ft?NY/n
= 2584.78 2584.7 2584.7 k
= L278.L L278.! 1278.L k
= L2.32 12.32 t2.32 Ln
Total Reinf. Area = 10.27 in^2 Actual Cage DiamgE€r = 32 in? SLeel = l-.01 * Radial Bar Spacing = 27.692 deg
_Tti_ ii_ :_T _ : _ : 1 lFf","o r,*,Tt*',jii5"1_T_ _ _ 1_ _ _ : _
MOMENrS: Top Bot,tom
DL = fE-kLt - fE-ksr - fr-k
DEAD LIVE SHORT Stoc ELoc
klf @ x=
klf @ x=k @x=k @x=
SUMMARY ACI EquaLion -9-r- 9-2 9-3
Pu : Max. Factored = 952.0 7L4.0 k
Pn * Phi : Capacity @ Design Ecc. = 1809.34 1809.3 l-809.3 k
OK OK OK
Mc = Delta:B*M2b + Delta:S*M2S = i-33.28 99 -96 kf tFinal Ecc.: Axial*Ecc + MomenLs = 1.68 1.68 1.58 inMagnification Factor = 1.000 l-.000 1.000 in
Desigm Eccentricity = 1.58 r-.58 1.68 in
k
560 k
kin
TOTAI # OF BARS = 13N y/n REBAR SIZE # 8
CALC P:M DIAGRAM ? Y Y/N
frfrfr
fL
Po * [0.80,0.85] : (shorc column)P : Balanced
Bcc: Balanced
Actual klu/r
Beta
-- SLEITDERNESS EFFBgTS
BLasEic Modulus = 3,122 ksi*** Slenderness NoE Applicehle ***
9-1- 9-2 9-3
= 38.38 38.38 38.38 in
= 0.700 0.700 0 - 700
= 34.0 34 - 0 34.0
=NA
= 1- 000 1 .000 1- . 000
= r. OOOO 1. OO00 1 .0oo0
= 13 .33
= 0.85
NeuEral Axis Depth From Comp. face
Phi
Max. klu/r to neglect slenderness
BeEa = Sustsained / Maximum MomenLs
CmEI = Max[ (.2*Ec*Ig+Es*Is) / (l+geta)
-or- .4 Ec Igl (l_+Beca) I /l_000000Pc : Pi^2 * EI / (kl,u) ^2
Alpha : Max Pu / ( Phi * Pc )
DeIta:b=Cm/ (1-Alpha)
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VAILST
MONROE AND NEWELL ENGINEERING. INC
VAIL COMMONS 3016
1/19t96
CALCULATED BY NICOLE GUIDRY
CHECKED BY
ASSUMPTIONS:
ALLoWABLE BEARING PRESSURE = 25000 F SF (O RIGINAL = 4000
LOAD CONDITIONS BASED ON HOUSING. PARKING OR LANDSCAPEDAREA
STORE OADS A,ND PIER SIZES
ORIG ORIGINAL oRtGtMt ORIG.REVISED REVISED REVISED
column tibutary load addit load on A req sq. fooling thickn ess steel oier diameter petation steel
location area(ft (DL +LL)#load(#)column(#)fts (ft size req(ft req.(ft)req.(in)into bed (ft)
G.7-13 175 570 o 99750 26 6 1',-2"6#5 36 E 8#8
t.2-15 220 570 0 125400 JJ 6 1'.4"8#5 36 q 8#8
t.2-10 225 370 59000 142250 a',6 1'-2"6#5 36 8#8
H-4 247 370 58000 149390 39 6 1',-7"7#6 36 6 8#8
a-t 285 570 162450 43 1'.-7"7#6 36 5 8#8
t-3.5 196 465 73000 164140 43 7 1'.-2"6#5 36 5 8#8
t.2-12 450 370 0 166500 44 1'-7"7#6 36 A I
H€299 370 58000 168630 45 7 1'-7"7 tt6 ?A 5 8#8
H-5 312 370 s8000 173440 46 1'-7"7#6 36 8#8
H-3.3 224 570 50000 177680 47 1'-7"7#6 36 5 8#8
1.2-11 480 370 0 177600 47 7 7#6 36 5 8#8
H-7 325 370 63000 183250 49 7 1'-1o',9#6 36 5 8#8
t.2-2.2 357 570 0 203490 54 7#6 ?A 5 8#8
c-3 462 465 214830 JI I 1'-'t0"9#6 36 5 8#8
t.1-2.2 378 570 215460 JI 8 1'-10'9#6 36 5 8#8
E-1.2 384 570 218880 58 I 1'-10"9#6 ?A 5 8#8
H-8 390 370 75600 219900 59 8 1',-10'9#6 ?A 5 8#8
483 465 224595 OU I 1'-1O',9#6 JO 5 8#8
c-5 483 465 224595 8 1'-10"9#6 36 5 8#8
c-6 483 465 224595 60 I 1',-10"9#6 36 5 8#8
c-7 525 465 244125 oo A 't'-10"9#6 JO 8#8
B-4 550 465 255750 60 8 1'-10'9#6 JO 5 8#8
D-3 462 570 263340 71 I 1'-10"9#6 36 5 8#8
D4 462 570 263340 71 I 1'-10"9#6 36 8#8
B€575 465 267375 I 1'-10"9#6 36 5 8#8
D-2 483 570 275310 74 o 2'-1 11#6 36 8#8
D-5 483 570 275310 74 I 2'-1 1't #6 36 5 8#8
u-o 483 570 275310 74 2'-'l 11#6 36 (8#8
FLq 600 465 279000 75 9 z',-1 11#6 36 6 8#8
c-8 600 465 n 279000 /5 I 2',-1 11 #6 36 5 8#8
B-7 625 465 290625 79 o 2'-1 11#6 36 E 8#8
H-9 390 570 75600 297900 81 I 2'-3 8#8 36 5 8#8
o-7 525 570 299250 81 o 2'-1"11#6 36 5 8#8
t.2-13 525 570 0 299250 81 o 2',-1"11 #6 36 q 8#8
c-2 660 465 306900 83 I 2|1"11#6 36 C 8#8
H.2-10 450 570 59000 315500 86 9 2'.-1"11 #6 36 E 8#8
G-4 572 570 326040 88 9 z'.-1 11#6 36 8#8
G€598 570 340860 92 10 2',-3"8#8 36 8#8
B-8 750 465 0 348750 95 10 2\3"8#8 JO 8#8
F-5 624 570 3s5680 96 10 2',-3"8#8 36 8#8
c1-8 630 570 0 359100 97 10 2|3"8#8 36 8#8
F4 638 570 363660 99 10 2'-3"8#8 36 8#8
F$667 570 380190 104 10 z|3"8#8 36 8#8
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B-3 825 465 383625 105 10 z-J 8#8 36 5 8#8
676 570 385320 105 10 2'-3"8#8 ?A 5 8#8
E-3 682 17n 388740 106 10 2'-3"8#8 ?A 8#8
E-4 682 570 388740 106 .tn 2|3',8#8 Jb 5 8#8
B1-10 840 465 0 390600 107 10 2',-3"8#8 4 8#8
G-1.5 570 400140 109 10 2'-3"8#8 48 5 12#8
81-11 870 465 0 404550 110 11 z',-5"10#8 48 5 12#8
E-J 744 570 406410 111 1'l 2'-5"10#8 48 5 12#8
E-O 713 570 4064't0 1't1 11 2'-5"10#8 48 5 12#8
t--I 725 570 0 413250 113 11 2|5"10#8 48 5 12# I
G-3 728 570 414960 113 11 2'-5"10#8 48 5 12# I
EFV 900 465 0 418500 114 .l ,l 2|5"10#8 48 5 12#8
c1-10 900 465 0 418500 114 11 2'.-5"10#8 48 3 12#8
900 465 0 418500 114 11 z',-5"10#8 48 5 12#8
c1-9 900 465 0 418500 114 11 2'-5"10#8 48 c 12#8
F-11 900 465 0 418500 114 11 2|5 10#8 48 5 12#8
H.2-13 735 570 0 418950 '114 11 2'-5"10#8 48 E 12#8
E-7 750 570 427500 117 11 2|5"10#8 48 E 12#8
F-1.2 754 570 429780 117 11 2'-5"10#8 48 5 12#8
G-8 780 570 0 444600 122 11 2'-5"10#8 4A 12#8
G'9 780 570 0 444600 't22 11 2'-5"10#8 48 5 't2*8
E-10 960 465 0 448/,00 123 11 2'-5"10#8 48 (12#8
E-'tl 960 465 0 446400 123 11 2'-5 10#8 48 E 12#8
81-12 1015 465 0 47't975 130 11 2',-5"10#8 48 5 12#8
G-10 840 570 0 478800 132 11 2'-5"10#8 48 5 12#8
G-11 840 E-7/\0 478800 132 11 2|5"10#8 48 q 12#8
c1-12 1050 465 0 488250 134 12 2|7',9#9 48 q 12#8
F-8 870 570 U 495900 136 12 9#9 48 4 12#8
F-9 870 570 0 495900 lza 12 9#9 48 E 12
F-3 899 570 512430 141 12 9#9 48 q 12#8
F-10 900 570 o 513000 141 't2 9#9 48 q 12#8
H.2-11 900 570 0 513000 141 tt 9#9 48 5 12#8
H.2-12 onn 570 0 5't 3000 141 12 9#9 48 12#8
El2 1120 465 0 520800 143 12 9#9 48 5 12#8
E4 960 570 0 547200 151 12 9#9 48 q 12#8
E-9 960 570 0 547200 lEa 12 9#9 48 5 12#8
H-1.8 992 570 565440 157 13 2'-g',11#9 48 12# I
F-12 1015 570 0 578550 160 13 2',-g',11 #9 48 12#8
G-12 1015 570 0 578550 160 13 z',-g',11 #9 48 12#8
Page2
Monroe and Newell Engineers, Inc.
Vail Commons
Parking Garage Footings
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SHEET No _ oF_t t I
CALOJLATED AY OATE
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l# (14 s) 0,..[ t ]6ocl,?) =
7 &qs ps) ctrqo) - '71 Q ts
'n lltf -- lft- ll-
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VAILST
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MONROE ANO NEWELL ENGINEERING. INC
VAIL COMMONS 3016
1/19/96
CALCULATED BY NICOLE GUIDRY
CHECKED BY
ASSUMF ,TIONS:.t//t,/
ALLoWABLE BEARING PRESSURE =jeoo PsF
LOAD CONDITIONS BASED ON OFI 1CE EUILDING.TRI JCK AND FIRELANES. OR PARKING AREA (CASE
PARKING GARAGE LOADS AND FOOTING SIZES
ORIG.ORIGIML ORIGIl.|AI ORIG.REVISED REVISED REVISED REVISED
column tihtary loed addit load on A req sq. footing $ick't€ss sted area req sq. footirE hickn€ss sbal
locatidl area(ff)(DL +LL)#lcd(#)colu.nn(t)rrgur sizo req(fF)req.(ft)r€q.fto fls (ff size req.(ff )req (ft)feq.
K7-21 195 345 0 67275 17 4 1'-tr 5#5 J 2.O 1'6'*5 at 6'
1.2-11 %u5 0 T76X n 5 1'-Z'6*5 3 2.O 1'6'#5 at 6'
t.2-10 %345 0 776?5 n 5 1',-?',6#5 ?2.O 1'6'#5 at 6'
t.2-12 28 345 0 96600 x 5 1'-z',6#5 4 2.O 't'6'f5 at 6.'
o-12.7 450 M 0 1n7ffi 35 o 1'-4"8f5 5 3.0 1'6'f5 at 6"
t.2-13 4n 345 1449m 38 A 1'-4"8#5 6 3.0 1'6'f5 at 6'
o-13.2 510 2%0 150d50 ln 6 1',4"8#5 6 3.0 1'6'#5 at 6'
N.21.5 400 405 0 162000 rt3 1',-7'7#6 7 3.0 1'6.'f5 at 6'
P-2.3 476 345 0 1Un M 1',-7',7#6 3.0 1'6'fls at 6'
L-.$.1.9 416 405 0 168480 45 7#6 5_U 1'6'#5 at 6'
L.3.9 600 n5 0 1nm 47 7 1',-7'7t6 ?n 1'6'*5 at 5"
N.7-1.4 44 405 0 17Am 47 7#6 J.U to #5 at 6"
P-',t2.7 630 295 0 18s8501 49 1',-T 7d6 I 3.0 1'6'#5 at 6'
M.3.1.8 494 &5 0 2000701 53 't'-7'7 fl6 8 3.0 1'6,'#5 at 6,'
o-1 t.4 690 85 0 135501 g 1'-T',7X6 I 3.0 1'6'#5 at 6'
P-13.2 714 295 o 210630 co 8 1'-t(}'9f6 a 3.O to #5 at 6"
o-13 795 295 0 234525 OJ A 1',-10'9#6 9 4.0 1'10'#5 at 6.'
o-11.3 810 295 0l 238950 b-t I 1'-10 9t6 10 4.01 1'10'#5 at 6'
P-'11.4 882 295 0l 260190 8 1'-10'9#6 11 4.Ol 1'10'l #5 at 6''
N.&.4 672 &5 0l 2721@ 72 I 1'-10 9#6 11 4.Ol 1'10'#5 at 6'
M.1-.7 648 405 0 2fl244o 72 I 1',-10 9#6 11 4.0 1'1(}'#5 at 6"
N-1.5 644 405 0 26-,2440 I 1'-10'9#6 1'l 4.0 1'10'#5 at 5"
G9.3 918 295 0 2708101 731 a z-1"11 f 6 11 4.O 1'10'#5 at 6'
G.9 918 295 0 2708101 731 ol 7-1"1't #6 11 4.O 't'10'#5 at 6"'
J-9.3 7&345 0 2697901 74 9l z-1'11 #6 11 4.0 1'1o'.f5 at 6'
J-9 7s2 345 0 269790 74 I z-1"1#6 11 4.01 1"to'f5 et 6'
L-9-3 1020 2s5l 0 300900 81 9 z-1'1#6 12 4.01 1'1(}'!5 at 6'
L€1gn 2ssl 0l 30@00 81 sl z-1'1#6 't2 4.0 1'1O'l K5 at 6"
M€.3 1020 2951 0 30@00 81 I z-1'1*6 121 4.0 1'10'l fl5 at 6"
M€1tzIJ 295 0l 30@oo 81 sl z-1"1*6 121 4.0 1'10'l tS at 6"
N-9.3 10201 295 0 300900 81 sl z-1 1#6 12 4.0 1'1(}'B5 at 6"
N-9 10201 295 0 30cno 81 sl z-1 1#61 12 4.0 1'1tr1 f5 at 6'
L-2.3 9601 345 0 3312001 90 o z-1 I 1#61 13 4.0 1'1o'.1 ;5at6
K€.3 986 345 0 uo170l s2l 101 z-T lr B'8 14 4.O 1'.10r1 tS at 6'
K-9 986 345 0 3401701 szl 101 z-t I 9r8 14 4.01 1'lOlr [5 at 6'
M-2.3 9901 345 0 3415501 92l 10 z-T I 3#8 14 4.01 1'101 [5 at 6-
P-7 987 345 0l 340s1sl s4l 10 Z-! li 3#8 141 4.ol 1'1O'l $5 at 6"
N-2.3 1050 345 0l 36250l s8l '10 Z-3' lr 3#8 1sl 4.ol 1',10'l F5 at 6'
J-2.3 11m 3451 0l 3795OOl 104 |10 7-3' lt3#8 1sl 4.Ol 1',1o'lr f5 at 6.'
o-2.3 1 140 345 0 3933001 1081 10 2'-g' lt3#8 161 4.01 1'10'l;f5 at 6'
J-13 1166 34s l 0 4U2701 1101 101 2'-3' lr 3#8 161 5.Ol:I I#6
P-5 11881 34sl 0 409860l 113 |111 z-s' I to#81 17i'5.Ol:I | *6
J-1 1_3 12421 345 |0 4284{n I 1181 111 z-s" I to#81 17|,s.0l:(| *6
L-13 15601 2s5l 0 4502001 1241 111 z-5' I to#81 1sl 5.01:(7#6
M-13 1590 2951 0 469050 |127 |111 z-5" I o#sl rol 5.ol #6
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VAILST
'oTfoyf;tt (coNt '/
flv
N-13 1590 n5 0 459050 127 11 2:5',10 # 8 '19 5.0 z 7 #6
J-7 1350 u5 0 465750 1n 11 2',-S',10#8 1q qn z',7#6
J-5 1350 345 o 465750 124 11 z-J 10 # 8 19 5.O 2'7 46
L-1 1 .3 1620 a5 0 47tW 1A '11 7-'',10 # 8 1Cl 5.0 7#6
M-1 1.3 1620 85 0 4T7W 1n 11 2',-5'10 # 8 19 z 7 #6
N-11.3 1620 n5 0 477gno 1n 11 7-S',10 # I 19 2',7fl6
K-2.3 1508 345 0 520260 141 12 2'-7',9#9 21 5.O 7 *6
K-l3 1560 345 0 s38200 145 12 z',-7'9#9 2 7t6
15@ 345 0 538200 1rl5 12 2|T'9*9 2 5.O 7 t6
K-1 1.3 1566 345 54f'270 16 12 2'-7',9#9 2 5.0 7t6
K-7 1566 345 0 540270 16 12 2'-7',9j# I n 5.0 7t6
K-5 1566 345 0 5r'tr270 16 12 z-T'9*9 2 5.0 z 7t6
L-7 1620 345 0 s58900 151 12 z-7'9#9 73 5.0 z 7*6
L-5 1620 345 U 55@m 151 12 2-7',9#9 z3 5.0 I 7#6
M-7 1e0 345 0 5689CX)151 12 z-7'9#9 z3 5.(7 7#6
M-5 1620 345 0 5589q)t5't 12 7-T 9#9 73 5.0 7#6
N-7 1620 345 0 5589m 151 12 7-7',9#9 n 5.0 7 7t-6
N€1620 345 0 558900 151 12 2-7',9*9 73 5.0 z 7r6
o-5 1620 345 0 558S00 151 tt 2-7'9#9 z3 5.0 2 7#6
I
I
Page 2
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MONROE AND NEWELL ENGINEERING. INC
VAIL COMMONS 3016
YAm r llr ATq. U
CALCULATED BY NICOLE GUIDRY
CHECKEO BY
ASSUMPTIONS:
ALLOWABLE BEARING PRESSURE =25(m PSF (O RIGINAL 4OOOPSF)
LOAD CONDITIONS EASED ON OFFICE BUILOING OR FIRE AND TRUCK L ANES CASE 2)
PARKING GARAGE LOADS ANO FOOTING SIZES
ORIGINAL ..IElI.:INAI ORIG.REVISED REVISED REVISED RE14SED
column bfnjtary load addt load on A sq. footing hickross sb€l ar€E| rBq.sq. footing thiclos stool
location area(fC)(DL +11;1 had(t)colunn(#)t#t size rcq(ftz)req.(ft)rsq-hrfro ftz)size req.(f?)r€q(ft)req.
K7-2.1 195 345 o 67275 '17 4 1'{'5#5 3 2 1'- 8'*5 at 6'
1.2-11 zt 345 0 77ffi n 5 1'-z',5t5 c 2 1'-6.'#5 at 6'
t.2-10 %345 0 7:7ffi n 5 1'-T 5#5 t 2 't'- 5'f5 at 6'
1.2-12 m 345 0 96600 %5 1',-z',5f5 4 2 1'-d'15 at 6'
t.2-13 4n 345 0 144Sm 38 o 1'-4"B#5 6 ?1'- 6"#5 at 6'
o-12.7 450 345 o 1fi25o 41 A 1'.4-8t5 6 3 1'- 6'f5 at 6'
N.2-1.5 4oo ||(F 0 162000 €1'-T',8*5 7 3 1'- 6"#5 at 6'
r-L5 476 345 0 164?20 44 8#5 7 3 1'- 6"#5 at 6.'
L-.s'l.9 416 405 0 1684{n 45 8#5 7 3 1'- 6'16 at 6"
o-13.2 s10 345 0 175S50 47 8#5 3 1'- 6'#5 at 6'
N.7-1.4 44 4{b 0 1782oo 47 7 #6 7 1'- 6',',#5 at 5"'
M.31.8 494 405 0 2ffo70 53 7*6 8 't'- 6"#5 at 5"'
L.$.9 600 345 0 207000 55 7 7 *6 I 3 1'- 6'#5 at 6'
P-12.7 630 u5 0 2173fi 58 8 1'-10'9#6 I J 1'-6"'#5 at 6'
o-11 .4 690 345 0 238050 64 I 1',-10"9#6 10 4 1'-10'#5 at 6'
P-13.2 714 345 o 246330 66 8 1'-10'9#6 10 4 1',-10',A5 at 6"'
N.&.4 otz ffi 0 2721@ 7.7 I 1'-10'9#6 '11 4 #5 at 6'
M.1-.7 648 e5 0 %2440 70 8 9#6 4 1'-1(}'#5 at 6'
N-1.5 648 405 0 2€2440 70 8 1',-14'9#6 4 1',-1(}'#5 at 6'
J-9 742 345 0 269790 73 I 11#6 11 4 1'-1g',t5 at 5'
J-9.3 782 345 0 2@790 9 11#6 4 1'-1(I'#5 at 6.'
o-t3 795 3.15 0 274275 74 Y z-l 11#6 11 4 1'-1(I',f5 at 6'
o-11.3 810 345 o 2794:fi 76 o 7-1 11#6 11 4 1'-10'#5 at 6'
P-11.4 w2 345 0 304290 83 o z-1 1#6 12 4 1',-1(I'#5 at 6'
o-9 918 345 0 316'110 85 2',-1 11#6 13 4 1'-10'#5 at 6"
o-9.3 918 345 0 316710 86 9 z-1 11#6 l?4 1'-1(I'#5 at 6'
L-2.3 960 345 0l 331200 90 9 7-1-'t1t6 13 4 1'-1(}'#5 at 6'
K-9 986 3451 0 3/(J170 93 10 z-T 8#8 14 4 1'-1(}'#5 at 6'
K€.3 986 345 o 3401701 oal 10 z-3'8f8 14 4 1',-1o',#5 at 6'
M-23 snl 345 ol 3415601 sl 10 7-T 8#8 14 4 -10'#5 at 6'
P-7 9871 345 0l 346151 s 101 z-T 8t8 14 4 -1(r f5 at 6'
L-9 1(n0 345 ol 3s1soo I s5l 101 7-g',8#8 14 4 !10 #5 at 6''
L-9.3 1020 345 ol 3s19OOl s6l 10 7-t 8#8 't4 4 '-10'#5 at 6'
M-9 1Uzo 345 ol 3s19OO I s6l 10 2-T 8t8 '14 I '-1(r t5 at 6'
M-9.3 1020 345 0l 3519001 s6l 10 7-?',8t8 14'4l -1(}'#5 at 6'
N-9 1020 3451 ol 3s19OOl s6l 10 7-t 8#8 14|'4l -10'f5 at 6.'
N:9.3 1 1r201 345 |ol 351sml s6T 101 7-g 8t8 141 4l -19'f5 at 6"N-2! I 10501 345 |0l 3522501 ssl 101 ?-3'8#8 151 4l '-10' I #5 at 6'
J-2.3 lf00l 345 |0l 37s5001 1041 10 z-J 8#8 151 4l '-1q' I fS at 6'
o-2.3 11/Ol 3451 ol 3s3ml 1o7 |10 2'-j',B#8 161 4l -10' I F5 at 6.'
J-13 11661 34s I ol 4OT7Ol 1 101 10 2',-!3#8 t0l sl 7#
P-5 !!ql 345 |0l 409860 |1 131 11 0#81 171 ql /7#
J-1 1.3 L42l 3451 0l 42S49Ol 181 11 2',-5" I 0#81 171 vt.I 7#SJ-s I l a5ol 3451 ol 465?50f w z-t I 0#81
-
1rT --
rF rI 7ffi
J-7 13s01 345 |0l 465/50 |281 11 2L5 1 0#8t 1sl (l
I 7#6
Page 1
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VAILST
K-2.3 1508 345 0 s?p2€o 144 12 9#9 21 5 z 7ffi
Kn3 15@ 345 o 538200 149 12 9#9 2 5 7 7#
L-13 1560 345 o 538200 149 12 2|7',9#9 2 q 7 7ffi
o-7 1560 u5 0 538200 1/19 12 9#9 4 7 7ffi
K-l1.3 1566 345 0 s4o.270 150 12 9#9 2 q 7ffi
K-5 1566 345 0 ffi270 150 12 7-7',9#9 5 7 7ffi
K-7 1566 345 0 5&270 150 12 9#9 2 4 2 7ffi
M-l3 1590 345 0 548560 152 12 9#9 2 2',7ffi
N-13 1590 3115 o s44550 152 12 7-7'9#9 2 5 z 7rc
L{1.3 1620 345 0 568Km 155 12 2|7 9#9 73 5 z 7ffi
L-5 1620 345 0 56€S00 155 12 z-7'9f'9 73 5 z 7#
L-7 1620 345 55€Kn0 155 12 z-7'9f9 73 5 z 7#6
M-l1.3 1620 345 0 55Sn0 155 12 7-7'9t9 23 t z 7f6
M-5 1620 345 0 5689@ 155 12 7-7',9r9 z3 5 7 7*6
M-7 1620 345 o 558900 155 12 z-7'9#9 a 5 z 7#
N-11.3 162()345 0 55€€t00 155 12 z-7'9#9 z3 5 2 7f6
N-5 1620 345 o 558Sm 155 12 z-7'9#9 n 5 2 7ffi
N-7 1620 345 0 55Sm 155 12 7-7'9#9 z3 5 2 7ft
o€162()345 0 55€900 155 12 z-7'9#9 z3 5 z 7f6
Page 2
Monroe and Newell Engineers, Inc.
Vail Commons
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Store Grade Beam
R rvronroe * C*.t
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Ebgtneers.Inc.
'i I a- ) ,-- -->
,." U/A Li Vlrcr,rrS- -:y.6-rF
SHEET ilo. I -:->- {\ \ \ OF
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cltcurnteo ev \ *'' J oa
CHECKED BY
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P.a1,FEB-14-1996 LL.42
rmrlDftthlrEtct ltfr @elB.eotr-r|rl rnod'rlcEr Al#zaC
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Monroe and Newell Engineers, Inc.
Vail Commons
Analysis of Retaining Walls
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Engrneers. rnc.
(/Y "^"u-r.o ".', i0(, "t, llQ. l9h
CH€CKEO AY
SCATE
DATE
,fu+ €=51,coo V€ = lJloc lts;
T' bj] igt+ 6'tt'-12- d = \\\r' 214*i pa €t='1107 zz4o o
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#1
#2
#3
#+
#s
*6
#7
#8
k1fklfklf
kIf
k1f
klfklf
k1f
SINGLE SPAN BEAM ANALYSIS
DESCRIPTTON >>NORTH RETAINING WAI,L, VAIL COMMONS
>>NRG L/8/96, #3016
---- SPAN LENGTHS - GENERAL DATA -
vase (gy/,
CE}ffTER SPAN
LEFT. CAI\ITILEVER
RIGHT CAIf|ILEVER
= 15fE
= ft
= 14ft
- - : : :,, -;ii -il;;; -;;;;;-.3'i:I:"
I'NIFORM
FIXITY CODE -1=Pin/Pin, 2=Fix/Fix, 3=Fix/Pin4=Pin/Fix, 5=Fix/Free
f: INERTIA = 2744 in^4E: EL'ASTIC MODULUS =L7L00000 psi
LOADS
supporE, use '-' for left cantilever
TRAPBZOIDAL
@ RIGHT
CENIBR:
#1 =*2-
#3=#4=
CANf .:#r-
#2=#3=#4=
0 .1 klf
klf
klfklfIJEFT RIGHT
0.1 0.1
@ LEFT
= 1.3
CONCENTRATED
X-I,EFT X-RIGITT
29 fEft
fE
fc
fE
fE
fE
fE
#L - k "i'=""
#2- k X=#3= k x=#4- k x=#5= k X=#6= k x=#7= k X=
fr#fr
fE
fE
fE,frfr
MOMEI{:rSfrfrfrfr
8=o-
L0=
11 =L2=13=
14=
kxkxkxkxkxkxkx
fE
fE
fE
fE,
fEfr
fE
#1 =#2=
IIJ =#+-
fr -kfr-kfr-kfr-k
.... @ Locat,ion =
@ IJefE Support =@ RighE Support
MAXIMUM DEFLECTIONS
CenterSpan, @X=Left.Cant., @X=RighECant., @X=
QI'ERY VALI'ES
@ CENTER SPAN X =@ LEFT CAI{"| . X =
@ RTGHT CANT. X =
#s
#6
#7
#8
SHBARSteft SupporE
teft. Support
RighE Supporc
= 5.798888
= 9.158007
= 6.798888 k
= L4.9511L k
15 ft
fE-k
-30.30 fE-k
(Pos. =6.1389 fr
fE
29 fE
@
@
@
@
fr-k
fE-kfr-k
fE-k
fe
fEfrft
--- SI]MMARY
MOMENTS
I'!AX. Span MomenE = 17.483 ft-k k
k.... @ Locat,ion = 5.3281 ft. Right Support,MrN. Span Moment. = -30-30 fE-k REACTIONS
MAXIMT'M MOMEMT = 30.30096 ft-k
up)
--> DeflecEion
--> Deflection
--> Deflection
Moment Shear
(f r-k) (k)
::::: 6'7e888
-0 .011
-0.049
Deflection
( in)
1n
anin
fE
fEfr
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SINGLE SPAN BEAM ANATYSIS
DESCRIPTION >>NORTH RETAINING WALL, VAIL COMMONS
>>NRG Ll8/96, #3016---- SPAN LENGTHS - GENERAL DATA -FIXITY CODE --1-=Pin/Pin, 2-Ftx/Fj-x, 3=Fix/pin4=Pin/Fix, 5=Fix/FreeI: INERTIA = 2744 in^4E: ELASTIC MODULUS =17100000 psi
- -
- - :, ;
-;i
i -il
; ;;; ;;;;; -.3ni:#o""'3fii.
;,-;;;
-
; : ; - ;;;- i;; ;
- ;;;;ii;.
TRAPEZOIDAL
::::_&)3
CENTER SPAN
LEFT CAI{'TILEVER
RIGHT CAIqTILEVER
= 1_4 fE
=fE= 15ft
..... ttNrFoRM
CEI{fER:
#1 - 0.L#2-
#3=*4-CANI.: LEHI
#1 - 0.1
#2=
#3=#4'
@ I,EFT
= 1.3
=
@ RIGHTklf
klfklf
klfklfklf
klf
k1f
RIGHT
0.1
X-IJEFT X-RIGHT
29 fC.
fE
fE
fr.frfr
fL
fE... CONCENTRATED
#1 =#2=
#3=f4-#s=#6=
#7-
8=o-
10=
11
t2=
13=
14=
k x=
k X=
k X=k X=k x=k x=
k X=
fE#
fE
fL
fLfrfrft
MOMENTS
fEft
fL
fL
k x=k X=
k X=k x=k x=
k X=
k X=
fr
fr.fr
fEfrfrfr
fr-k @fE-k @fE-k @
f t.-k @
.... @ Location =
@ tefE Support
@ Right. Support
MAI(IMT]M DEFLECTTONSCenterSpan, @X=LeftCanE., @X=RightCant., @X=
QUERY VAIUES
@ CEMTER SPAN X
@ LEFT CANT. X =
@ RIGHT CAM|. X =
l_4 fr.
-8-892 fE-k
-36.45 fr-k
#l- =#2-
#3=
#4=
*5
#6
#z
#8
frfcfrft
fr-kfr-k
fr -kfE-k--- ST'MMARY ---
MOlvtEl{TS
IttAX. Span Moment. = 6.3746 fE-k.... @ Location = 4.93?7 ft
SHEARSteft. Support = 5.366106 k
RighE Supports = 8.840790 k
LefE supports = 6.365106 k
Right support = 15-38389 k
MN(IMT'M MOMBNT = 36.46534 ft-k
MrN. Span Moment = -36.46 ft.-k REACTIONS
(Pos.
LL.259
29
= Up)
fr.fr
fts
DeflecEion
DeflecLion
Deflection
MomenE Shear
(f r-k) (k)
-8 .89 6 .356L0
0 .003
-0.103
Def lect.ion(in)
1n
l-nin
doZi-ri QE1411or,0r" u\Auu
:
tCnll2aar|9,*lldtrn r |til|riii 6r- h Gd-|ls Or.n r.ndd 'ttr tIlL tiEt l$?zt(i'
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BASEMENT RETAINING WAIL DESTGN Page
DESCRIPTION >> NORTH STORE WALL, VAII COMMONS
>> NRG, L/8/96, #3015
SOIL DATA ---- VERTICAL LOADS
ALLOWABLE BEARING = 4,OOO psf AXIAL DL ON STEM = plf
ACTIVE FLUID PRESS = '45 pcf AXIAL LL ON STEM = p1f
...ECC. (Toe sj.de '+') = in
DESIGN FL,UID PRESS = pcf(Corrected for backfill slope)
STOPE OF BACKFILL = :l-(horiz :vert, 0=level )
PASSIVE I,ATERAL = 300 psf
= psf
= 109 psf
SOIL DENSfTY = 110 pcf
SOIL, HT OVER TOE = 36 in(can't exceed E,op support ht)
IIT. ABO\18 TOP SUPPORT =DIST. TO TOP SUPPORT
SURCHARGE OVER TOE
SI'RCHARGE OVER HEEI,
--------:- LATERAT LOADS
I,ATERAL LOAD ACTING ON
STBM ABOVE SOIL = psf
ADDTL LATERAL LOAD. = plf
. ..TOP RIG. TO START = fL
. . -TOP FTG. TO END = ft('+' increases sliding)
14.00 fr
15.00 fE RETAINED SOIL HT. =29.00 fE
Tot,al wa1l Height
KEY DBPTI{
KEY WIDTII =KEY DIST. TO TOE =
FOOTING THICKNESS = t2
29.00 fE
TOE WIDTH
HEEI WIDTII
--- GENERAL
4.50 fr
1 .50 fE
Total Footing width = 5.00 ft
(Toe widt.h = tocat.ion of face)
SUMMARY
1nin
fE
in
Pressure @ Toe
Pressure @ Heel
Allowable Press
Sliding F.O.s.
= 3,733 psf
= psf
= 4,000 psf
= 0.69
Ecc- of ResulEanE
Kern Dist.ance
Foot,ings 1-Way Shear:
@ Toe
@ HeeI
Allowable Shear
Footing OverturningStability Ratio
= 1-8 .091
=L2
l-nin
82.1 psi
psi
93.L psi
1 .50 :1
Restraint Force Req'd
aE Top of Wall #Vtgg;2.].,bsAdditional RestrainE
Reqrd aC Bottsom =ffiik'lbs
-;i;-;;-;;-;;;;;;--
Sliding ? N
FTG/SOII FRICTION =SOIL TO NEGLECT
FacEor of Safety
By ACI Eq. 9-1 psf= 9,227
Mu - Upward fE-#=35,280
Mu - Downward ft-#= 5,804
@ BASE
0 .59 Addn'L Force Reqrd 2,730.4 lbs
--- FOOTING DESIGNSoil Press. Mult.--Toe- --Hee1 -- f'c
SLIDING CIIECK
Y/n
0 .45 in
LaEeral Pressure- Passive Pressure- Friction Pressure
F"y
Min. Ast.eel t268 USB SP I'NDER IIEEL
8891.3 lbs
2400 - 0 lbs
3760.9 lbs
= 3, 000 psi
= 60,000 psi
= 0.00L4?NY/n
Uel
76>ut----BASEMEM| RETAINING WAtL DESIGN
o
o
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o
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a
o
O
o
o
o
o
o
o
o
o
o
o
o
Mu - Design ft-#=2e,476
One-Way Shear:Actual psi 82.1
A11o$r * .85 psi 93.1
Cover over Rebar in= 3.00
Ru = Mu/bd^2 psi= 390.5
AS REQ'D in^2= 0.767
STEM DBSTGN
(268)Rebar
-Toe--
#4 @ 3.13
93-1 #5 @ 4.8s
3.00 #5 @ 5.88
3 .7 #7 @ 9.38
0 .151 #8 @ 1,2.36
#9 @ rs.54
BETWEEN I,ATERAL SUPPORTS
Choices
- -Heel- -in o-c. 15.87 in
't 24.60n 34 -92n 47 -62r 4g.00
" 4g .00
- 1,500 psi
= 24,000 psi
-1
'NY/n'NY/n.2frc = 3, 000Fy = 5o, ooo
REBAR = 1.5
Masonry Data.frm
FS
LOAD DIJRATION FAqTOR
SPECIAI, INSPECTION ? . . .
SOTID GROUTING ?...
1=LEWE, 2=MedWts, 3=NrmWt, .
NOTE l! Maxirmrm Moment,
Top
2
750
9.3
MATERIAI TYPE.....
l-:Mas,2:Conc
Em = f tm
n : Modular Ratio
Allowable Fa
NOMINAI., THICKNESS
DIST. ABOVE FTG
BAR SIZE
BAR SPACING
....0:Cnt.r,L:Edge
Rebar 'd' Dist.
WaIl Side w,/Tension:
14 in Concrete Data.
CONC. COVER OVER
psi
psiin
Occurs aE
.8 Ht
6.53 ft above Top of FooEing
.6 Ht .4 HE .2 HE BoEt.om
:?
2
29
7
8
l-
]-2.06
Front
45259
93 .1
L69.2
24
7
I
1,
LZ.VO
Earth
-2431
45269
8.9
93 .1
]-69.2
20
7
8
l_
1,2.06
Earth
-]-2204
45269
25.9
93 .1
169.2
15
'7
6
1
12.06
Earth
-41801
45259
58 .5
93 .1
L59.2
6
7
8
Lt2 -06
FronE
r_3580
45269
6.7
93.1
159.2
fr
7
8in
1
12 .06 in
Earth
-28097 ftr-#
45259 fE-#
90.2 #
93.1 #
169.2 psf
Moment. . . .AcEuaI
Moment.. . . .A11ow
Shear.....Act,ua1
Shear-....AlLow
WaIl Weight
,MASONRY STEM DATA.
InEeraction Value
Actual fa
AcEual fb
MOMEN|S @ BASE OF WAII,.
psl
psi
Used Eo find resulLanLs & eccentricities
(AbouC Toe @ Bot.tom of Footing)
Shear @ Eop of foot,ing (tsof)
Moment @ T.O-F. from sEem fixityActive pressure @ heel side
AcEive pressure @ Eoe si_deSoil weighE over heel
Surcharge load over heelFooting weight,
St.em weighE
Applied axial load on st.emSoil weight over toe
Surcharge Load over Eoe
Force (lbs) Distance Moment.Vertical LaEeral (ft) (ft-#)
7680.4
r-368 _4
-1,57 .5
=-1063 .3
= -33 .3
= -870 .0
=-4905 .8
=-1485.0
1.00 7680
L6528o.so 5800.48 -75s.83 -6203
5 .83 -1943.00 -26L05.08 -24938
2.25 -334t.2
Y!!p*1-rr O;;il;rr--;;;;i". wArL DEsrcN
= 8357.5 lbs -t2472. fts#ToEAIS
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o
o
o
o
o
o
o
o
o
o
o
BASEMENT RETAINING WALL DESIGN Page
DESCRIPTION >> NORTH STORE WALL, VAII COMMONS
>> NRG, 1'/8/96, #301-6
SOIL DATA --- VERTICAL LOADS
ALLOWABLE BEARING = 4,000 psf N(IAL DL ON STEM = plf
ACTIVE FTUID PRESS = 45 Pcf AxrAL Lt ON STEM = plf
...ECC. (Toe side '+') = in
DESIGN FLUID PRESS = pcf
(Corrected for backfill slope)
SLOPE OF BACKFILT = :l-(horiz:verE, 0=level)
PASSIVA I,ATERA].
SOIL DENSITY
SOIL HT OVER TOE(can'E exceed t,op
= 300 psf
= 110 pcf
= 36in
support, hE)
SURCHARGE OVER TOE - psf
SIJRCHARGE OVER HEEL = ., 250 psf
I,ATERAI., LOAD ACTING ON
STEM ABOVE SOIL = psf
ADD'I LATERAL LOAD = p]-f
. . .TOP F:IE. TO START = fE
. . .TOP RIG. TO El[D = ft,('+' increases sliding)
HT. ABOVE TOP SUPPORT =DIST- TO TOP SUPPORT =
Total Wall Height
KEY DEPTH
KEY WTDTH =KEY DIST. TO TOE
FOOTING TI{ICTGIESS = L2
14 .00 fr
]-5.00 fE RETAINED SOIL }IT.
29.00 fr
TOE WIDTH
HEEL WIDTII
Pressure @ Toe
Pressure @ Heel
Allowable Press
Sliding F.O.S.
= 29.00 ft
4 .50 fE
1.50 fr
= 15 .959
=L2= 3,356 psf
= psf
= 4,000 psf
= 0.69
lbs
lbs
Ecc. of Resu1Eant
Kern DisEance
Footings 1-Way Shear:
@ Toe
@ HeeI
A1lowable Slrear
Foot,ing OverEurning
SEabiliEy RaEio
inin
fLin Total Footing width - 6.00 ft
(Toe widEh = Location of face)
GENERAL SUMMARY
t-n
in
78.8 psipsi
93.1 psi
l-.60 :1
Restraint, Force Reqtdat Top of WaII =&t89;8Addit,ional Rest.raint.
Req'd at. BoEtom =ttaf.2
Slab Used To ResistSliding ? N
FTG/SOIL FRIETION =SOIL TO NEGLECT
FacE.or of SafeEy
Lateral Pressure- Passive Pressure- Friction Pressure
Addn'l Force Req'd
8926 - 6 lbs
2400.0 lbs
3783.4 lbs
= 2,743 .2 lbs
SLIDING CHECK @ BASE
Y/n
0 .45 in
0-69
-- FOOTING DESIGNSoil Press. Mu1t.--Toe- --Heel-- f'cBy ACI Eq. 9-1 psf= 4,699
Mu - Upward ft-#=33,331
Mu - Downward fL-#= 5,804
Fy
Min. Asteel t279 USE SP I'NDER HEEI 2
3,000 psi
50,000 psi
0.00i-4N Y/n
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
29
.'
I
1
24
I
8
1
20
8
8
1
15
8
6
t-
tl t (rtsr4 p
-- LUv'
BASEMENT RETAINING WALL DESIGN
Mu - Design f:--*=26,527
One-Way Shear:Actual psi 78.8
Allow *.85 psi 93.1
Cover over Rebar in= 3.00
Ru = Mu/bd^2 psi= 363.9
AS REQ'D in^2= 0.710
STEM DESIGN
(279)
2
750
9.3
Top .8 HE .6 Ht, .4
#4 @ --ll3t- t"
93.r- #5 @ 5.243.00 #6 @ 7.44
3.8 #7 @ 10-14
0 . 1sr. #8 @ 13 .3s
#9 @ 16.90
BETI{EEN I,ATER.,AI, SUPPORTS
Masonry Datra.ftm
Fs
Rebar Choices
- -Heel - -
o.c. 15-87 in
" 24.60
" 34 .92r 47.62
" 4g .00
'' 4g.00
MATERIAL TYPE.....
1:Mas,2:Conc
Bm = f rm
n : Modular Ratio
Allowable Fa
NOMIT.IAT, THICKNESS 14 in
NOTE ! ! Maxirrum MomenE Occurs aE
I.,OAD DT'RATION FACTOR
SPECIAI, INSPECTION ?. . .
SOLID GROUTING ?...
1=LEWE, 2=Medltlt, 3=Nrm!{E.
Concret.e Datsa... f'c
coNc. covER
6.16 fr,
= 3,000
= 50,000
= 1.5
above Top of FooE.ing
Ht .2 HE BoLtom
- L,500 psi
= 24,000 psi
=1
'NY/n'NY/t.2
psa
psi
inFy
OVER REBAR
DTST. ABOVE FTG
BAR SIZE
BAR SPACING
. . . . 0 : Cntr, 1 : Edge
Rebar 'd' Dist.
WaIl Side w/Tension:
MomenE.. ..AcEual
Moment.. . . .AllowShear.....Actual =Shear....-A11ow
WaI1 Weight
.IVIASONRY STEM DATA.Interaction ValueActual faActual fb
MOME}ITS @ BASE OF WAIJII.
12 .00 12 .00
Front Earth
-3722
57776 57776
lz .6
93 . r. 93 .1_L59.2 L69.2
t2 -oo 12.00
EarLh Earth
-L6452 -s202s
57776 57776
32 .5 69.0
93.1 93.1L69.2 t69.2
fE
U8in
t_
12 .00 12 .00 in
Front Earth
13583 -2591,9 fL-#
5'7776 57't76 fE-#
2.0 90.4 #93-1 93.1 #
1-69 .2 169 .2 psf
)
6
8
8
1
psl
psi
Used Eo find resultants & eccentricicies
(About Toe @ Bottom of Footing)
Shear @ top of fooEing (Eof)
MomenE @ T.O.F. from stem fixity
Act.j.ve pressure @ heel sideAct,ive pressure @ toe sideSoil weight over heel
Surcharge load over heelFooting weighE
Stem weight
Applied axial l_oad on st,emSoil weight over toeSurcharge load over E.oe
Force (lbs) Dj,sEance Moment,
vertsical LaEeral (ft) (ft.-#)
=-1063 .3
= -83.3
= -870.0
=-4905.I
=- 1485 . 0
7654.3
]-429.8
-L57.5
1.OO 7654
L5247
0.50 7Lt
0 -48 -75
5.83 -5203
5.83 -485
3.00 -25L0
5.08 -24938
2.2s -334r.2
WL?pPo
o
o
o
BASEMEI T RETAINING IIALL DESIGN
Totsals
o
o
o
o
o
o
o
o
o
a
o
o
o
o
o
o
a
o
a
o
o
o
o
o
o
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o
o
= 8407.5 lbs -14040- ft#
O Asr 3
BASEMENT RETAINING WALL DESIGN e"g"p(Dt1
o
o
o
o
o
o
o
o
o
o
o
a
o
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O
o
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o
o
o
o
o
o
DESCRIPTION >> NORTH STORE WALL, VAIL COMMONS
>> NRG, L/B/95, #3015
-- SOIL DATA - - VERTICAL
ALLOWABTE BEARfNG = 4,000 psf AXfAL DL ON STEM
ACTIVE FLUID PRESS = 45 pcf AXIAL LL ON STEM
. -.ECC. (Toe side I
DESIGN FTUID PRESS =(Corrected for backfill
SLOPE OF BACKFILL(horiz :verL, 0=1evel)
PASSIVB I-,ATER,AI
TOADS plfplf
in
= psf
= 100 psfSURCHARGE OVER TOE
SURCHARGE OVER HEEL
-------"'- LATERAI-, LOADS
I,ATBR,AI, LOAD ACTING ON
STEIII ABOI/E SOIL
ADD'I I,ATERAI, I,OAD,
. ..TOP EIE. TO START
.. .TOP FIG. TO EIID(t+t increases
45 pcf
slope)2 -.L
300 psf
SOIt DBNSITY = 110 pcf
SOIL IfI OVER TOE = 36 in(can't exceed Eop support. ht.)sliding)
psfptf
fr.fr
HT. ABOVE TOP SUPPORT
DIST. TO TOP SUPPORT
Tot.al wall Height
KEY DEPTII
KEY WIDTH
KEY DIST. TO TOE
FOOTING THICIO{ESS = 1.2
14 .00 fr
]-s.00 fr RETAINED SOIL IfT. =29.00 fr
29 .00 fE
TOE WIDITI
HEEL WIDTH
inin
ft
i-n
4 .50 fE,
1.50 fr.
Tot.a1 Footing width = 6.00 ft
(Toe Widuh = I-,ocation of face)
SI'MMARY
Pressure @ Toe
Pressure @ Heel
Allowable Press
Sliding F.o.S.
- GENERAL
= 3,731 psf
= psf
= 4,000 pst
= 0.69
Ecc. of Resulgant
Kern Dist,ance
Footings 1-Way Shear:
@ Toe
@ Heel
A11owable Shear
FooEing OverEurningSEability Ratio
= ]-8.Q72
=L2
Lnin
82 -2 psi
0.0 psi
93.1 psi
1. 50 :1
Rest,raint Force Req'd
at. Top of Wall =7243.2 lbsAdditional Rest,rainE
Req'd at Boetom =2729.1 lbs
o
o
o
o
o
o
o
-;i;-;;;-;;-il;t;-- - sLrDrNG crrEcK
?N Y/n
= 0.45
=in
= 0.69 Addn'l Force Req'd - 2,729 .L rbs
--- FOOTING DESIGNSoil Press. Mu1t.--Toe- --Heel-- f'c
@ BASE
SJ.iding
FTG/SOIL FRICTION
SOIL TO NEGLECT
Fact.or of Safet.y
By ACI Eq. 9-l- psf= 5,223
Mu - Upward ft-#=35,255
Mu - Downward ft-#= 6,904
LaE.eral Pressure- Passive Pressure- Frict.ion Pressure
FyMin. Asteel ?269 USE SP UI{DER HEEL ?
8891.3 lbs
2400.0 1bs
3762.2 lbs
= 3,000 psi
= 50,000 psi
0 .00L4N Y/n
utL2
BASEMEI,I:I RETAINING WAI,L DESIGN l_r,:rz
o
o
o
o
o
o
o
o
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o
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o
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o
o
o
o
o
o
o
a
o
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2
750
9.3
Mu - Design ft-#-28,45L
One-Way Shear:Actual psi 82-2
Altrow * .85 psi 93 . L
Cover over Rebar in= 3.00
Ru = Mu/bd^2 psi= 399.3
AS REQ'D in^2= 0.766
STEM DESTGN BETWEEN
- -Toe- -
#4 @ 3.13 in
#5 @ 4.85
#5 @ 5.89
#7 @ 9.39
#8 @ L2.37
#9 @ 1s.66
I,ATERAL SUPPORTS
(269)
0-0
93-r-
3 .00
3.-t
0 .151-
Rebar Choices
MATERIAI, TYPE.....
l-:Mas,2:Conc
Em = f tm
n : Modular RaEio
Allowabl-e Fa
NOMT}IAL THICKIIESS
DIST. ABOVE FTG
BAR SIZE
BAR SPACING
. . . . 0 : Cntr, 1 : Edge
Rebar 'd' Dist.
WaIl Side w,/Tension:
Masonry Oat.b.frm
FS
LOAD DURATION FACTOR
SPECIAI INSPECTION ? ...
SOI,,ID GROIITING ?. . .
I=LEWL, 2=MedWE, 3=NrmWt, .
eoncret,e Data.. frc
Fy
OVER REBAR
above Top
HE .2 HL
- -Heel- -o.c. 15.87 in
" 24.60
" 34.92n 4'7 .62r' 48 .00n 4g-00
- L,500 psi
= 24,000 psi
=1
'NY/n'NY/n.2
- 3,000 psi
= 60,000 psi
= 1.5 in
of Footing
BotEom
14 in
CONC. COVER
5 .63 frNOTE !.axirmrm MomenL Occurs aE
lop .8 Ht. .6 HE
MomenE. . . .ActualMoment,....Allow = 45269Shear.....Actual =Shear.....Al-Iow = 93.L
Wa11 Weight = L69.2
Actua1 fa
Actual fb =
MOMESITS @ BASE OF WALL...
24 20 15
777
888
111
1,2 .06 12.06 L2 .05
Earth Earth Earth
-2431- -t2204 -4L80145269 45269 45269
8.9 2s.9 58.5
93.r- 93.1 93.1-
L69 -2 ]-69.2 L69 .2
IL
7
8in
1_12.06 L2.05 inFrontr Earth
1_3s80 -28097 ft-#45269 45269 fE-#6.7 90.2 #93.1 93.r- #
L69 -2 169.2 psf
#
)
29
7
I
L
L2.06
FronL
t'
7
8
1
.MASOI{RY STEM DATA
Inueract.ion Va1ue
psa
psi
used to find resulE,ant.s & eccentricities
(Aboug Toe @ BoE,t.om of Footing)
Shear @ Lop of footing (Eof)
Moment, @ T.O.F. from stem fixiEyActive pressure O heel side
Act.j.ve pressure @ toe side
Soil- weight, over heel
Surcharge load over heelFooting weight
Stem weight
Applied axial load on stemSoil weight over toe
Surcharge load over toe
Force (lbs) Distance Momenc
VerEical lJaEeral (ft) (ft-#)
7580.4
1368 .4
-1_57 .5
1.00 7680
L6528
0 .50 580
0.48 -75
5.83 -622r
5.83 -L94
3.00 -25LO
5 -08 -24938
2 -25 -3341, -2
=-1065.4= -33 .3
= -870 .0
=-4905 .8
=- 1-485 .0
BASEMENT RETATNING WALL DESIGN
(M_?
?at,
Totals
o
o
o
o
o
o
o
o
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o
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o
o
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o
o
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o
o
o
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= 8360.6 lbs -L2490. fE#
o
o
o
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o
o
o
o
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o
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o
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Monroe aL,ot,-ti
&Efneers, Inc.
JOA
SH€ET NO.
CH€CKEO 8Y
.**-r*.r--Eh- r^r, t lfr IQQ
ErtsT EUb oF t]o?r( hJrlLL
_>
}{
B
*t
tL
f'
= 3V.l .*t-L ,&+ .t'l .r'-[ 'F-+
= Qq zz,i + Ltoo = lz<pzz.
Monroe a Q*"u
Englneers' Inc.
JOA _
sHEEr lro. _
CALqJLATEO
CH€CKEO AY.
SCAL€
-
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Monroe a C..r"u
engneers, lrrc.*.--..o "*-!.&-- o^'. tl tt{QU
CfiECKEO BY
OUD ntto
54Sr F--l.)D or Aloell+ t^lAue
Foe0.t e,i:Cr,rg = lU)a2- lb
..--\ \ \(UA1S e€sshilq : '<r +R2 + Soil t^ll- CJ,{.) + hJ.tl} w+ (4)
i\("r)r
MvI,ttst Tafitg
o
o
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o
o
o
o
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fr Monroe al"weu
#\ Engfnecrs.Inc.
t/ \
c*c*e*oev-]u6--- oor= I /t r I ?Q
E-fr5f rP) AF NoLl-|+ G)'A-<.,r'-
oGtmp*'*"
eQZZ,f( zjia) .r ZtooCnll)
6flttq5 , 7 S
t /tJ(,,lllt-t t)>o_A-L }fiqrs tn ?u& ,
tt,FSTLfrIPr
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#1
#2
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#4
#s
#6
#7
#8
SINGLE SPAN BEAM ANAIYSIS
DESCRTPTTON >>EAST END OF NORTH RETAINING WALL, VAIL COMMONS
>>NRG, 1\9\95 #301-5--- SPAN LENGTIIS GENERAL DATA -
FIXITY CODE -l=PinlPin, 2=Fix/Fix, 3=Fix/Pin4=Pin/Fix, 5=Fix/Free
I: INERTIA = l- in^4E: ELASTIC MODITLUS = L psi--:--,,-;i;-;i;;;;;;;-;;;;;-.:"i:l:"":3si.;.;;;-;-;-;;;-i;;;-;;;;ii;;,
e.s" hJl6
CENTER SPAN
LEFT CANTILEVER
RIGHT CAIVTILEVER
.....IJNIFORM
CENfER:o.Mw'klfk].f
kl_fLEFT RIGITT
2t fLfrfr
TRAPEZOIDAL
#1 =#2=
#3=#4-
CANI.:
#1 =#2-
#3=
#4=
@ LEFT
= 0.945
=
@ RIGHT
klf
kl_fklfkIf
klf
klfklfklf
X-LEFT X-RTGHT
2L TE
fE.
fLfcfr
ftfrfr
CONCEMTRATED ...
#1 -*2=
#3=
#4=
#s=#6=
#7=
l+1 -tfr -#2=#3-#4-
#8o-
L0 =
11 -L2=
13=
L4=
#s
#6
*t
#8
fc-k
fE-k
f r.-kfr-k
k X=k x=k X=k X=
k X=k X=k X=
fr-k @fr-k @
fE-k @
fr-k @
frfr
fr.fr
fr.
ft
ft
fE
fc
fEfr
fr
fEfrfr
k x= ftk x= ft
k X= ftk X= ftk X= fEk x= frk X= fE
MOMENTS
--- SUMMARY
MOMEMTS
l''lAX. Span Moment =F;4O.290 fE-k.... @ I-,ocaEion = 9.408 ft
MIN. Span Moment =.... @ Location =
@ tefE SupporE =
@ Right. Support
T'IAXIMUM DBFLECTIONSCenterSpan, @X=
Left. Cant,., @ X =Right.Cant., @X-
QI'ERY VALUES
@ CENTER SPAN X =
@ LEFT CAI\III . X
@ RIGHT CANT. X
SHBARSteft support = 9-24 k
Right support = 5.9325 kfE-K RBACTIONSLeft Support = 9.24 k
Right supports = 5.9325 k
I'IAXIMUI'I MOI{Elillf = 40.29027 fE-k
(Pos.
L0.248
fE
ft.-k
fr-k
= up)ftftfr
DeflecE.ion
Deflection
DeflecEion
Moment Shear
(f r-k) (k)
9.24
= *********in
=in=in
Deflection
/.inl14.. /
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SINGLE SPAN BEAM ANALYSIS
DESCRIPTION >>EAST END OF NORTII RETAINING WALI,, VAIL COMMONS>>NRc, 1\9\95 #3015---- SPAN LENGTHS -- GENERAL DATA -
ease QpQ
CENTER SPAN
LEFT CANTILEVER
RIGIT| CAI{TTIEVER
= 2Ltt
- fF
=ft
- -
- - :,; -;i -il;;;;;; - ;;;;-,3"i:ff"
FIXITY CODE -1=Pin/Pin, 2=Fix/Fix, 3=Fix/pin4=Pin/Fj-x, S=Fix/Freef: INERTIA = L in^4E: ELASTIC MODULUS = 1 psi
LOADS
supporE,' use r-r for left cant.ilever
@ I,EFT @ RIGHT
..... itNrFoRM
CEMTER:..... TRAPEZOTDAL0.L k1fklf #r -k1f *2 =klf #3 =LEFT RTGHT #4 -#s=
#5=
#7=
*8=.... CONCEI,IIRATED
#L=*2-
#3=
#4=
CAITI. :
#1 =#2=
#3=#4-
o.945 klf
klf
klf
klfkrf
klfklf
klf
X-IJEFT X-RTGHT
-t.r 3a-. .J- LL
€t.!t?
€+.
€+
€+
€+
€r-
IF
#L=
#2=
#3=#4-
#5=
#5=
#7=
#1 =
Ita =#3-
#4=
frfrfrfrfrfrfr
#8
9
L0
11
1-2
l-J
t4
k X=k X=k X=k X=k x=k x=k X=
k X=k X=k x=k X=k X=k x=
k X=
fEft
fE
ftfrfr
ft
MOMENTS
f r.-k @fc-k @
f r.-k @fe-k @
MOMEMTS
MAX. Span MomenE =
. -.. @ Locatsion
MIN. Span Moment, =.... @ Location =
@ Left, SupporE =
@ Right Support, =
MAI(IMW DEFTECTIONS
CenEerSpan, @X=LefECant., @X=
RighE Cant., @ x -
QUERY VALI'ES
@ CE}TIER SPAN X =
@ LEFT CAIVI . X =
@ RIGHT CANr. X
fr.frfrfr
x).ls.fE-k*;&'rEfr-k
fE
#s
#6
*t
#8
fr
fc
fE
fE
f r-kfr-kfr-k
f r.-k--- S1IMMARY ---
SHEARS
LefL
Righr.
REACTIONS
tefE
Rights
Support
Support
Support
Support
7.665 k
4.3575 k
7 -665
4.3575
k
k
(Pos.
L0 . L64
fE-k
f r,-k
= up)ft
fEfr
MA:KIMT'M MOMENT = 32.1353L fc-k
DeflecEion
DeflecE.ion
Deflection
Moment Shear
(f r-k) (k)
/ . bbf,
= ******:r**in
=in=in
Deflection,.:-\\,J-rr/
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fEfr
e.ffil-r
STNGLE SPAN BEAM AIiIALYSTS Page
DESCRIPTION >>EAST END OF NORTH RETAINING WALL, VAIL COMMONS
>>NRG, 1\9\96 #3016-_-- SPAN LENGTIIS _-- GENERAT DATA -
FIXITY CODE -t=Pin/Pin, 2=Eix/Fj'y-,
4=Pin/Fix, 5=Fix/Free
I: INERTIA
E: EI,ASTTC MODULUS =
CENTER SPAN = 2t ft
LEFT'CAI{TIIEVER = ft
RIGHT CANTILEVER = fT
- - : : : ; ;
-;; -il ;;;;; - ;;;;-.3ni:l:o"l3si, ;.; - ; : ; - ;;; - i;;; -;;;i;;;,
.....I]NIFORM
CENTER:TRAPEZOIDAIJ
#1 -#2=#3=*4=
CSMI .:
#1 =*2=
#3=
#4=
0.1 klfkrf
k1f
k1f
LEFT RTGI{T
@ LEFT @ RIGIIT
#1 - 0.94s klf
#2 = klf
#3 = klf
#4 = klf
#s - k1f
#5 = klf
#7 = ktf
#8 = k1f
X-I,EFT X-RIGHT
2t fE
,FI
.FFt- t-
€t
fL
FF
fr
3.-l-L
#L=#2-
#3=
#4=#s-
#6=
*t =
#8
9
10
1l_
L2
13
k X=k x=
k X=k X=k X=k x='LY-
fr-k
fE-kfr-kfr-k
CONCENTRATEDfrfrfcfrftfrft
MOMEITTS ....:.
#l- =#2=
#3=
#4=
fr-k @ft-k @ft-k @
fE-k @
frfrfr
fL
f,5
#5
#7
#8--- SI]MMARY
MOMEMTS
IIIAX. Span Moment, = 15.432 ft-k
- - -. @ LocaEion * 11 .gg5 ft
SHEARSLeft, support = *.250506 kRight support = 1.771993 k
MIN. Span Moment. 'r -33-]g ft.gk REACTTONS.... @ Locat,ion - A ft Left, SupporE, = 9.250506 k
RighE support = 2.77L993 kLefU Support,Right Support
MN(IMUM DEFTECTIONS
CenEerSpan, @X=Left.Cant-, @X=RightCant., @X=
QUERY VALI'ES
@ CENTER SPAN X
@ I,EFT CANI . X
@ RTGIfT CAN'T. X =
= -33.29 ft-k
= fE-k
@
@ NIAKIMT'M MOMENT = 33-29563 ft-k
(Pos.
11.718
= up)
fE
fE
fE
Def lect,ion
Def lect.ion
Def lect,ion
Moment Shear
(f r-k) (k)
-33 .2 9 .25050
3 *:r*******in
=in
=in
Deflection
lin\
yiz,,
3<<
3=Fix/Pin
1 in^4
1 psi
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SINGI,E SPAN BEAM AT{AIYSIS
DESCRIPTION >>EAST END OF NORTH RETAINING WAI.,L, VAIL COMMONS
>>NRG, 1\9\96 #3O16
---- SPAN LENGTI{S -- GENERAL DATA -
Pase W/rl
CEMTER SPAN
LEFT CANTILEVER
RIGHT CANTTLEVER
2I fX FIXTTY CODE -
f E l-=Pin/Pin, 2=Fix/Fj-x,
f r 4=pin,/Fix, 5=FixlFree
I: INERTIA =E: ELASTIC MODULUS =
3<<
3=Fix/Pin
1 in^4
1 psi
- -
- : : ;, -;ii -il;;;;;" -;;;;;-,3'i:l:'"13#i.
;. ;;; -
; - ; - ;;;-i;;; -;;;;ii;'
..... I'NIFORM
CENTER:TRAPEZOIDAL
#1 =*'t -#3=
#a=
CAIillI.:
#l- =#2=#3-
#4=
@ LEFT
= 0.945
=
@ RIGITTklfkrfklfklfkrf
klfklf
klf
0.25 klfkrf
klf
klf
LEFT RTGITT
X-LEFT X-RIGITT
2L fE
fts
fEft
fLfrfr
fE
#1 =#2-#3=#4-
*5=
#5=
#t =
8=o-
1n -
11
13=
1-4 =
*5
#6
#7
#8
k
k
k
k
k
k
k
x
x
x
x
x
x
x
CONCENTRATED ..
ct JlrL ttfrft
fcfrfr
fts
MOMENTSftftftfr
SHEARSLeft
RighE
REACTIONS
Left
Right.
support = 11 .21925 k
support = 3.953z43 k
k [= ft.
k X= fr
k X= ft
k X= fr
k X= ftk X= fr
k X= fr
fr-kfr-k
fE-k
f r.-k
MOMENTS
MAX. Span Moment =.... @ Location =MIN. Span Moment -.... @ LocaEion =
@ LefC Support =
@ Right. Support. =
MA)(IMUM DEFLECTIONS
CenterSpan, @X=teftCant., @X=
Righr cant., @ x =
QI'ERY VALIIES
@ CENTER SPAN X
@ LEFT CANT. X
@ RIGHT CANT. X
19.997 fr-k
12 -18 fr
rd*"55 ft -kv ritt
-41.55 fts-k
fE-k
(Pos. = Up)
1r. .802 f rfrft
#1 =#2=
#3=#4-
@
@
@
@
fr-k
! L -JL
fE-k
fE-k
frfrfr
fc
--- SUMMARY ---
SupporE
SupporE
= 11.2L925
= 3.953243
k
k
MN(IMT'M MOMENT = 4L.56438 fr-k
DeflecEion
Deflection
Deflect.ion
Moment Shear(fr-k) (k)
-41-.5 LL-2L92
= :t********in
=in
=in
Deflection,.:-tI rrr',
BASEMEN| RETATNING WALL DESTGN
DEscRrprroN >> r+#F?ND-;;-ffi;-WALL, VAIL COMMONS>> NRG L/9/96, #3015
.ECC. (Toe side '+')
Pase PAO
SOIL DATA ---- VERTTCAL LOADSALLOWABLE BEARING = 4_OOO Fsf AXIAL Ol, Ow SiEr,,lACTIVE FLUID PRESS = a5 icf AxrAt rL ON STEM
plf
p1fin
psf
100 psf
psf
p1f
fE
fts
2.00 fE-4-OO1*
DESTGN FLUID PRESS = pcf(Corrected for backfill sloie)STOPE OF BACKFILL = :1(horiz : vert., 0=level)
PASSTVE LATERAL =300 psf
SURCHARGE OVER TOE
SURCHARGE OVER HEEL =-------J- TATERAL LOADS -I,ATERAI LOAD ACTTNG ON
STEM ABOVB SOIL
ADDIIJ I'ATERAt LOAD.. .TOP RIG. TO START =..TOP HIG. TO EIID
SOIL DENSTTY
SOIL IIT OVER(can' E exceied
= i.10 pcfTOE = 12 in
t,op support hr)('+' increases sliding)
WAIL & FOOTING DATA ---* FTXITY @ BASE OF WALL (100t = full tixity) I (>*
HT. ABOVE TOP SUPPORT
DTST. TO TOP SUPPORT RETAINED SOIL HT. = 2!.OO fE
Total wall Height
KEY DEPTII
KEY WIDTII
KEY DTST. TO TOE
FOOTTNG THICTOIESS
= )1 nn
2r..00 f r
TOE WTDTTI
HEEL WIDTII
fL
fE
=Ln
=in
- E-
- !L
= a2j-n
= L.67.9
= 2 rL45
= 4,000
= O.72
GENERAL
P8a- ^psf
psf
Total Foot.ing widLh = G,O[faEg(Toe WidLh = Locat.ion of face)
SUMMARY
= -1.453
=!2
inin
Pressure @ ToePressure @ Heel
A1lowab1e press
Sliding F.O.S.
Ecc. of ResulEant
Kern Dist.ance
Footings 1-Way Shear:
@ Toe
@ HeeI
Allowab1e Shear
Footing OverEurningSEability RaEio
ResErainE Force Reqrd
_ _?9 Top of watl 2szze.? 1brAdditional RestraintReg'd at, Bot,t,om !e?2O1;4- 1lB-+
23.8 psi
13.4 psi
93.L psi
5.78 :1
Slab Used To ResiscSliding ?HIG/sorL FRrcTroN =SOIL TO NEGTECTFactor of Safety
SLIDING CIIECK @ BASELat.eral Pressure : 7963.3 lbsN Y/n
0 .45
in
0.72
4,845
728 14,
- Passive pressure :- Frict.ion pressure :
Min. Asteel ?386 USE SP UNDER HEEL
500.0 lbs
5L51.9 lbs
AddnrL Force Req'd = 2,2Q1.4 lbs
- FOOTING DESIGNSoil press. Mult.--Toe- --HeeL-- f'c = 3, 000 psi
= 60,000 psi
= 0.0014?NY/n
2,350 3, 003 FyBy ACI Eq. 9-1 psf=
Mu - Upward fL_#=Mu - Downward fE-#=
BASEME\]:T RETAINING WAIL DESIGN tD?I
Mu - Design fE-#=
One-Way Shear:Actual psi
Allow * .85 psi
Cover over Rebar in=
Ru = Mu/bd^2 psi=
AS REQ'D in^2=
....Rebar Choices
--Toe- -
#4 @ 15.87
#5 @ 24 -60
#6 @ 34.92
#7 @ 47 .62
#8 @ 48.00
#9 @ 48.00
STEM DESTGN BET!{EEN LATERAT SUPPORTS
4, LL'7
23.8
93 .1
3 .00
56-5
0 .151
750
9.3
(l_4,386)
13 .4
:rJ - l
J - UU
1,97.3
0.370
--HeeL--in o.c. 6.48 in
" 10 .05n L4.27
" 19.45n 25 .61,
" 32.42
Masonry DaE.a...
MATERIAI TYPE.....
L:Mas, 2 : Conc
EIll = ftm
2 LOAD DI'R,,ATION FACTOR
above Top of Footing
HE .2 HX BoEEom
= 1,500
= 24,000
1N YlnN Y/n
2
3,000 psi
60,000 psi
1.5 in
frm
Fs
psi
psi
n : Modular Rat.io =Allowable Fa
NOMINAL THTCKNESS =
NOTE !! MaximumMoment,
Top
SPECIAJ, INSPECTION. ? . . .
SOI,TD GROIITING - ?. . .
l-=IitWt, 2=MedWE, 3 =NrmWL .
Concrete Data...f,c
Fy
coNc. covER
8.99 fr
.6 Ht .4
OVER REBAR
L&'i;n
Occurs at
-8 Ht
DIST. ABOVE FTG
BAR SIZE
BAR SPACING
. . . . 0 : Cntr, 1 : Edge
Rebar 'd' Dist.Wall Side w/Tension:
Moment. . . .Actual
Moment,. . . .A1lowShear.....AcEuaI =Shear.....A1low =waIl Weight
tt
2
2L
7
8
1
L2 -06
Front
1
45269
43.9
93 .1
L69.2
L7
7
I
1
L2.06
Front.
24212
45269
37 .7
93 .1_
L59.2
15
7
I
1
]-2.06
FronL
33945
4s269
31.5
93-1
L69.2
l_0
tt
at
1_
12.00
Front
48703
5777 6
5.5
93 .1
169.2
5
8
8
1
L2.OO
Front
40593
57776
31-3
93-1
]-69.2
fr
68in
1
12 .00 in
Front
ft--s
57776 ft-#
82.9 #93.1 #
159.2 psf
.MASONRY STEM DATA.InLeraccion ValueActual fa
AcEual fb
MOMEMTS @ BASE OF WALL. Used to find resultanEs &
psi.^.:Ppr
eccent,ricicies
(About Toe @ Bottom of Foot,ing)
Shear @ top of footing (tof)
Moment @ T.O.F- from st.em fixityAcE.ive pressure @ heel sideActive pressure @ toe sideSoil weighE over heelSurcharge l_oad over heelFooting weight
Stem weighE
Applied axial load on stemSoil weight over EoeSurcharge load over toe
Force (lbs) Distance MomenEVert,ical Lateral (ft) (fr.-#)
=-6545.0
= -283 .3
= -870.0
=-3552.5
= -220.0
7022.4
1008 .4
-67 -5
1.00 7022
0 .50 5000.44 -304.58 -299984.58 -L2993.00 -26LO2.58 -9177
1.00 -220
BASEMENT RETAINTNG WALI, DESTGN T iJ6
Totals =131-30.8 lbs -3L743. fc#
BAS
I
EMENT RETAINING WALL DESIGN Page
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DESCRIPTION >> WEST END OF NORTH WALL, VAIL COMMONS>> NRc L/9/96, #301-6
SOII-, DATA --,-- VERTICAI LOADS
ALLOWABLE BEARING = 4,000 psf AXIAL DL ON STEM
ACTIVE FLUID PRESS = t8 Wf AXIAL Lt ON STEM
. . .ECC. (Toe side '+')
DESIGN FLUID PRESS = pcf(Corrected for backfill slope)
SLOPE OF BACKFILL = :l-(horiz:vert,0=level)
PASSIVE TATERAL = 300 psf
SOII DENSITY = 110 pcf
SOIL HT OVER TOE - 12 in(can't. exceed top supporE ht)
SURCHARGE OVER TOE
SI]RCHARGE OVER HEEL
-;i;
plfin
psf
a(}0, pG--:- LATERAL ITOADS
I,ATERAL LOAD ACTING ON
STBM ABOVB SOTL =
ADD I t I,ATERAL LOAD =...TOP HIf'. TO START =...TOP FTG. TO END =('+' increases sliding)
(100t = fu1l fixity)
psfplf
fE
fE
WALL & FOOTING DATA ----T FIXITY @ BASE OF WALL
HT. ABOVE TOP SUPPORT =DIST. TO TOP SUPPORT =
Toral vlall Height
KEY DEPTH
KEY WIDTH
KEY DIST. TO TOE
FOOTTNG THTCISTESS = L2
RETAINED SOIL Ifl. = 21.00 ft
= 3.5&' gtn
4Is'Oifr
1:- -Total Footing Width = 8*-&&;fh:,
(Toe WidEh = Locat.ion of face)
SUMMARY
fE
TOE WIDTH
HEEL WIDTII
Ecc. of ResulEant,
Kern Di-st.ance
Footings l--Way Shear:
@ Toe
@ Heel
Allowable Shear
Footing OvertsurningSEability Ratio
ft
21.00 fr
21.00
ininfrin
GENERAT
Pressure @ Toe
Pressure @ Heel
Allowable Press.
Sliding F.O.S.
= 3,624 psf
- psf
= 4,000 psf
= O.69
= 18.991
=16
l-n
1n
95.3 psi
74.8 psi
93-L psi
1.81 :1
Restraint. Force Req'd
at. Top of Wall- =gWiGjEsAddit,ional ResEraint
Reg'd at Bot,trom ==a88lbirue. :
-;i;-;;;;-;;-;;;i;- - - sLrDrNG "o"*"3.3131 ;;";;- - - - -, - - -;r;;
. ;-i;;-Sliding
FTG/SOIL FRICTION
SOIL TO NEGLECT
Fact.or of SafeEy
t *""'
= 0-45
=in= 0.69
- Passive Pressure :600.0 lbs- Friccion Pressure : 5908.9 lbs
Addn'1 Force Req'd - 2,884.5 lbs
FOOTING DESICNSoil Press. MulE ---Toe- --Heel-- f'cBy ACI Eq. 9-1 psf= 5,970 FyMu - Upward ft-#=26,056 Min. AsEeel &Mu - Downward fL-#= 2,230 19,91-1 USE sp IINDER HEEL
= 3,000 psi
= 60,000 psi
= 0.0014?NY/n
BASEMEMT RETATNTNG WALL DESIGN ?rr,e
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Mu - Design ft-#=23,826
One-way Shear:
Actual psi 95.3
A11ow * .85 psi 93 . i-
Cover over Rebar in= 3.00
Ru = Mu/bd^2 psi= 325.9
AS REQ'D in^2= 0.632
MATERIAL TYPE
#4@
#5@
#5@
#7@
#8@
#9@
STEM DESTGN BETWEEN I,ATERAL
Masonry Data.
2
750
9.3
Choices
- -Heel--in o.c- 4.60 inn 7.!4n 10.13rt 13 .91
" 18.19,t 23.02
(19, 911)
74.8
93 .1
3 .00
273.L
0.52L
Rebar
- -Toe- -
3 .80
s .89
8 .36
11 .40
15.0L
r.8 .99
SUPPORTS
l-:Mas,2:Conc:
EItl = ftm*n : Modular Rat,io =Allowable Fa =
DIST. ABOVE HIG
BAR STZE
BAR SPACING
. . . . 0 : Cntr, 1 : EdgeRebar'd'Dist.
WaIl Side w,/Tension:
MomenE. . . .ActualMoment....A11ow =Shear.....Actual- =Shear.....Allow
WalI Weight. =
NOMINAL THICKNESS = 14 in
NOTE !! Maximum Moment
LOAD DI'RATTON FAqTOR
SPECTAI., INSPECTION ?...
SOLID GROUTING ?...
1=Lt,WE, 2=MedWt, 3=NrmWE, .
Concrete Data.ftc
Fy
coNc. covER
LL.76 fE
.6 HE -4
- L,500 psi
= 24,000 psi
=t'NY/n'NY/n.2- 3,000 psi
- 60,000 psi
OVER REBAR = 1.5 in
above Top of FooEing
Ht. .2 Ht Bott,om
ftm
Fs
Top
Occurs aE.
.8 Ht
{+
2
2L
8
1
L2.06
Front.
1
45269
27 .L
93 .1
L69.2
1,7
7
8
1
L2.06
FronE
1_44J-O
45269
20.9
93.r-
L69.2
15
7
I
1
1,2.05
Front.
19445
45259
14 .8
93 .1
L69.2
10
8
at
1
12 .00
Front
2]-951_
5777 6
]-o.2
93-r-
1-69.2
5
6
I
1
12 .00
FronL
1893
57776
48.1
93 .1
1,69 -2
fL
6
8in
1
12 .00 in
Earth
-s1053 fr-#
57776 fE-#
99.8 #
93 .1_ #
l-59 .2 psf
,MASONRY STEM DATA.fnteraction Value
AcEual faActual fb
MOMEIITS @ BASE OF WAI,L.
psi
psi
Used Eo find result,ants & eccentri.cities
(About Toe @ Boet,om of Footing)
Shear @ Eop of footing (Eof)
MomenE, @ T-O-F. from item tixicyActive pressure @ heel sideActive pressure @ Eoe sideSoil weight over heelSurcharge load over heelFooting weight
Stem weight
Applied axial Load on stemSoil weight over t,oe
Surcharge load over toe
Force (lbs) Dist.ance MomentVert,ical Lateral (ft) (fE-#)
=-7700 .0
= -333.3
=- L160 - 0
=-3552 .5
= -385 .0
8452.5
1008 .4
-67 .5
1.00 8452
3003L
0. s0 5000.44 -306.33 -487676.33 -21,Lt4.00 -4640
4 .08 -14505
1.75 -673 .75
oo ____
BASEME}CT RETAINING WALIJ DESIGN ?-rpI-
o ToEals
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=LL470.8 lbs -4349.4 fr#
BASEME}flf RETAINING WALL DESIGN
-----/-t-.-{)
Page 1Z\ptz'
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DESCRIPTION >> WEST END OF NORTH WAI,L, VAIL COMMONS
>> NRG a/9/96, #301_5
SOIL DATA --- VERTICAL LOADS
ALLOWABLE BEARING = 4,000 psf AXIAL DL ON STEM
ACTIVE FLUID PRESS = 45 pcf AXIAL LL ON STEM
. . . ECC. (Toe side '+' )
DESIGN FLUID PRESS = pcf
(CorrecEed for backfill slope)
SLOPE OF BACKFILIJ = : L(horiz :verE, 0=level)
PASSIVE I,ATERAL = 3OO psf
SOII DENSITY = 110 pcf
SOII HT OVER TOE = l-2 in(can't exceed tsop support. hE)
plf
p1f
in
SITRCIIARGE OVER TOE = psf
SURCHARGE OVER HEEL = 10O p#f
- -:.- LATERAT LOADS
I.,ATERAL LOAD ACTING ON
STBM ABOVE SOIL = psf
ADD|L LATERAT LOAD = p1f
. . .TOP E{IE. T0 START = ft
...TOP EIE. TO END = tL(,+' increases sliding)
RETAINED SOIL lflt. =21.00 fts
HT. ABOVE TOP SUPPORT
DIST. TO TOP SUPPORT
Toral viall Height
KEY DEPTTI
KEY WIDTH
KEY DTST. TO TOE
FOOTING TIITCKNESS =
Slab Used To ResistSliding ?
FTG/SOIL FRICTION =SOII TO NEGLECT
Factor of Safety
_ a.t tt a!- aL -wv
fr
fE
2.00 fr
4.00 fts
GTIIERAL
Total FooEing width = 6.00 ft
(Toe width = tocation of face)
SUMMARY
Pressure @ Toe =Zgtd-ilsti. Ecc. of Resultanr = 31.450 in
Pressure @ Heel = 6# Kern Dist,ance = l-2 in
Allowab1e press. = qr0iffibsf
Soil Pressure > AIl60idLe FooEings 1.Way Shear:Sliding F.O.S- = O.6t @ Toe = L44.5 psi
@ Heel = 69.1 psi
Restraint, Force neg'_d Allowable Shear = 93. f psi
aE Top of wall 111Ae.6 lbsAdditional Restrai$E# . Footing Overcurning
Req'd ar, Boftom +fif.pi.g lUs sraEiliry Rario- = l--rE:r
21.00 fE
Lninfr
12 in
SLIDING CHECK
N Y/n
0 .45 in
0 .51
TOE WIDTII
HEEL WIDTTI
LaEeral Pressure :- Passive Pressure :
9393.4 lbs
500 .0 lbs
= 3,000 psi
- 60,000 psi
= 0.001-4
@ BASE
- FricEion Pressure : 5161.9 1bs
Addn'1 Force Req'd = 3,531.5 lbs
--- FOOTING DESIGNSoil Press. Mu1E..--Toe- --Heel-- f'c
By ACI Eq. 9-i- psf=28,235 F.yMu - Upward ft-#=25,Q29 Min. AsEeeI ?
MU - DOWNWATd fI-#= 728 14,386 USE SP UNDER IIEEL N Y/n
BASEMEII'T RETATNING WALL DESIGN pPp
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Mu - Design fE-#=25,301-
One-l,lay Shear:Actual psi 144.5
Al1ow *.85 psi 93-1
Cover over Rebar in= 3.00
Ru = Mu/bd^2 psi= 347.1
AS REQ'D in^2= 0.674
2
750
9.3
(14,386) .. .-Rebar Choices
6s.1 #4 @
--i]ii- r"
93.r- #5 @ 5.523-00 #6 @ 7-83
:r97 .3 #7 @ 10.58
0.370 #8 @ 14.06
#9 @ 17.80
BETWEEN TATERAL SUPPORTS
- -Heel - -o.c. 6.48 inr' 10 .05
" 7-4 .27n 19 .45
" 25.6Ln 32.42
STEM DESIGN
MATERIAIJ TYPE.... -
1:Mas,2:Conc
Em = f tm
n : Modular Ratio
AlLowable Fa
NOMINAL THICKNESS L4 in
NOTE !l Maximum Moment, Occurs at
Top .8 Ht .6 HE .4
Masonry DaUa...ftm
FS
LOAD DURATION FACTOR
SPECIAI, INSPESTION. ?. . .
SOI..ID GROIITING , ?. . .
I=LLWE, 2 =MedWt. 3=NrmWt .
Concrete DaLa... f'c
CONC. COVER
tL.76 fL
Fy
OVER REBAR
above Top of
HE .2 HT
- 1,500 psi
= 24,000 psi
=l N Y/nN Y/n
2
3,000 psi
50,000 psi
1.5 i-n
Foot.ing
Bot,tom
DIST. ABOVE FTG
BAR SIZE
BAR SPACING
. . . .0 : Cntr, 1 : Edge
Rebar 'd' Dist.Wall Side w/Tension:
Moment. . . .Act.ual
Moment. . . .Allow
Shear.....Act.ual
lf
2L
8
1
L2.06
Front
1
45269
27 .1,
93. r"
1,69 .2
t7
7
I
1
12.06
Front
L44LO
45269
20 -9
93 .1
L59.2
L5
7
8
1
L2 -06Front
L9445
45269
t4.B
93 .1
L69.2
l_0
U
TJ
1
12 .00
Front
ZLY5L
5t I to
LO.2
93 .1
169.2
5
I
8
1
12 .00
Front
1893
57776
+tt - r
93 .1
]-69.2
fE
I
8in
1
12.00 in
Earth
-51053 fE-#
57776 tE-#
99.8 #
93.1 #
1-69 .2 psfShear.....Allow
WaIl Weight
.MASONRY STEM DATA.
Interact.ion Value
AcEuaI faActual fb
MOMENTS @ BASE OF WALIJ.
psapsi
used tso find resulEanEs & eccenEricit,ies
(About Toe @ Bottom of Footing)
Shear @ Eop of foocing (rof)
Moment @ T-O.F- from st.em fixityAct,ive pressure @ heel side
Act.ive pressure @ t,oe sideSoil weighE, over heel
Surcharge load over heelFooting weight.
Stem weight
Applied axial load on stemSoil weight over t,oe
Surcharge load over toe
Force (Ibs) Distance MomenE
Vertsical LateraL (ft) (ft-#)
= --
=-5545.0
= -283 .3
= -870.0
=-3552 .5
- -220.0
8452.5
1008 .4
-67 .5
1. O0 8452
30031-
0 .50 s00
0 -44 -304.58 -29998
4.58 -1299
3.OO -26LO
2 -58 -9L77
1.00 -220
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o roEals =11119_1_to" -3s810 - fE#
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Engtneers.Ilc.
(/ \
*."u,nr.o"" dG o^rE l llt IqU
CAIECKEO AY DAT€
SCALE
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Monroe a tw"n
Englneers. Inc'
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Monroe and Newell Engineers, Inc.
Vail Commons
Slab on Store and Parking Garage
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bd-ecrs' Inc.Nlq
Monroe &
4s=*lnnp horts:
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.) {L : Qooo p:i (
4.\ lfrtooo Ft rei
o\ \lz?D- /'/4 I
StAfS o^ STorE-
3 or /uors Suppor ls
CHECKEO BY
\
liVe toAd.)
ofrfri Dead tgod, gq,nSis-+g (
Stab deegr'r,
slalc $re igh+
AAsrffo MetHooc ReeeB' 10 s. z+,b+ rd rXAs#7)
Bend oq ynornent:
\J
livP lo4u {horyrent;
?= ltBDOo( l,l) rao6red.
3= spo^ - 5'
[f)r,.= 6(lZ\" vJherc.r=/,3 inpd\ --32 ) lab.^z
{)*= (t,3)./ Ei-"\rruooo)c t,i)= a735 tb-&+| ?z-/
dead load rnornentr
Slau hriq0l+ = (-5' th;gk )( i.-+5pcl)( lrw,de *R,tr)u = 12,5 pQ
r,t0, (r7,s\t q\2
flip,1_, *fr = \"-'t'_a\\-).' _ /B/.re U-lt
-lolat (nryrwt+= l7t,?5t TtbZ = 7q/(e,A5*/U-lt
-" \loiil corto/?S
"*aarno5]
o^r, t lz5leU
OATE
SCALE
CALAJTATED AY
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Ebglneers. Inc-
-, rlolt co**Cv,r
"onn#. L oF
c LcuL rEo BY-r-(g *n tl25lq1.
CH€CKED BY OATE
tl /\*hcb$€bS CF Sqb'
S\M on siore,
,reLdl
IAV,dC \d*"b'It- d ^ 3,5"
4Kn'
41"
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RernConevne/t+ f,'r sla,b :
As = (rn.,) ( tz, ooo)
A"' ( 732 )( tarocg)
a,4T(6"d'i [-3;)
*5a1" --=['-.03i^-
-- .5rnL
btt -{h,cL da' wi.da *g r,.t ? "
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Monroe & Nerrrell
Englneers, Inc.ev--l0le-o^,e I l2+lQl-t
*.u,^,J-3
CALCIJ(.AT€O
CHECKED BY OAT€
St+r* o*l sloee-
fnn$rcrvrnevil St 5'lzn Sl,<g
r5&!1n" -.r ls= ,tl|inz*5 at G" M 5,5" *h,cL
Q.e,n&rce rrnn] reu tre d {rc
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slnB
d= 5_t6 _EB
lt- ( 7.q)u)ooo)(n) utooqY a,s)
- o Ql
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olab
fl =(aKYs,il'2o"
ll .4.-ft5-' , / ti>
If,5 a] sil
rl+5 a'( 5'
15' ,1tJ ;n'
& slai,, s"
r')( tacoo)
GDDDF)
d:5.5 " - t,5' @oree) -slb = 3,4"
'41tcrL
Monroe and Newell Engineers, Inc.
Vail C.ommons
Parking Garage Lateral Analysis
Monroe & Nevrell
Euglneers, krc.
Aau m l* uns :
cALcuLArEoeY--0-(i- t^',. | /31 / ?b
CH€C-I(EO BY DATE
lAteruru ANJ+p rst d
fuex,,g Wtot,
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il'(A
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P*aKIQfl QARAGE
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Soo ?-rcSst *C, X$afuA t (WL|' o; ,''or)
,gL_$t
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E\gtne€tE. InC
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CHECKED AY
SCALE
DATE
P4Prr:Dte G*r-*bE -sesmo
zE h)
-Vo).&+ C,,= 2,1; cn<
rlW = vlegh| oF ?,utcDr':.e
U
rtrze* aF vurtDp4 tu ( 14 b\ Glr) .=
DgaD loftpS 3
s,+B( 5,5'.) - -(s,s'lt)( i+saf)( tsn?o) = 4897 P-
nrBLE f,s z= (:lqpli) (t*ea\= S4F3 !r'41
(;otu nt'l pt ' ('2'(z )( t,45 pc€) ( /,AU, S)( 55au^&- 1q?;! k _
loL1577 B#,
t/=
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taz73 b?b
tl= Goa i) ( p"tsl,7) =
Sott- ??rs*tze,
C.
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w ra>s
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h4teers' Inc-
* \l(,it tu'Q+l<
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CHEC|(ED BY
Certlet oF
t-f-|
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.tl
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At = ?5,c l,'
A,+ ' lQu&"
tfr = b3z Pta
.i
\frkw-Q- o,Aa!,cfar: G4errocc 6r
l'* =
2#( ttu) ,* tlrt ( 375,5)
Qtoo\( lu> + {o(.s) + >3u(,s) t tqu (qa)
lrr' bo t
u 2>>
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o';,;;>> vlIL coillt0lts plRxI[c GAIIGI
a .....:l li: 1{ll1:: DEsrG'tD'TA
1UTBR"[I, S[8AR T0RCBS: DISTIIICB T0 eBilTBn 0F ]llSS:
-... lloDq I-I aris = 553 lios ..I Dist frou datuu = 2l{ ft
1... ltolg I-I axis = 980 ..! Dist fron ilatun = 50
- ... Do Tbese lorces
O act togettrer ? I llt llAI 'I' DIllEllSIoll = l?6 ft
llil 'Y' DIllSllSI0[ - 195
olil :i: iliilii: =
a------------- ellCUtlTBD DlTl ----------
-Center of Rigidity: lccide0tal Bccentricity:
o r Dist fror Datur= 20?.?0 ft .05 r nI rlr = 18.80 ft- I Dist frol Dalur= 0.?l ft .05 r IAI rlr = 9.80
-Torsional trorc€E lroD rl-I:
O Ic!{5tllarI-Icr =Icl-5tlar[-Icr =
1t[orsional lorces lron rI-I'
Ycr { 5l llar I - Ycr =
O lco-5llarI-Ycr =
'il;" il;;' ;;; ffi;ffi ';;;'.;;;;;i ":;, .l';;;,,Ii:n
T[IC[ tlloTl BBIGIT ,Xr rYr AllctB i:8! 8uS. I Xcc.(in) (ft) tftl {ftl (ftl ldegl 2:?P l't0D. | (fr)
25.1001 2,r?.158 210.169
25.1003 105.122 342.r02
25.1001 0.514?,r 0.61?08
25.1003 0.104i9 0.09005
59. 0545 0. 98189 1 .15108
59.05{5 1.20281 1.3?7?1
69.0646 859.716 859.410
59.06{6 108.0i8 108.040
28{.1487
t42.1055
8?0. 0440
108. 1189
st
5t
$hear. . .
25.10 tr
-12.50 fr
Shear. . .
69 .06 fr
r9.{6 fr
lorsion . 13880.1 tt-k
Torsion . -5912.3 ft-k
Torsion = 5?583.3 ft-t
Torsiol = l8{?5.1 ft-t
t2 150
12 195t2 236
12 ,t0
0.5 116
3?5.5 98
258 0. 520 0.5
90
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fWlo !vo*| = 2.lf + 37 = Lbz,B Y-
fOew fD il ut*tt = 3o1 + /8 t : 48b ,
6,zua -/o Et a Ez ;. \ ,;T: eryd;Hzr Ekh@,a3a<
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Monroe & Nevrell
F.$-eerS, IOC.
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"n,.-*o. f U *
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lclktal
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fwl o( rrvlt) { ,vJ+ DF srAa r a46u uDo 13,1 -t /2,4
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F'ngtneerrs, TnC
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fog*ltth ual
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Monroe and Newell Enginoers, Inc.
Vail Commons
Store Lateral Analysis
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^ >) [nG 2/1/96v------------- Dtsleil DATA
^[]TIRA[ SIBAR l0RClS: DISTA]ICB T0 CB]ITBR 0P I{ASS:!... Alonq Y-Y aris = l{?9 kiDs ..I Dist fror datuu. 1?0 ft
-... lion! I-)( aris = 68? ..Y Dist f ror dalun = 115
-... Do These forces
O aet together ? I yln llAX 'X' DIllBlSI0l{ . 3,10 ft
Inx 'Y' DIIIEXSI0il = 200
-lllll rlt Axis 8cc. = 5 t
-lllll 'Y' llis tcc. = 5 t
a------------- cArctutBD DrTl --------.-
-Celter of ligidity: lccidental Bcceatricity:
1X Dist frol Datun= 170.50 ft .05 | IOI rlr = 1?.00 tt
- Y Dist fror Datul= 200.50 ft .05 r nI ,1. = 10.00
-Iorsional lorces lror'I-l' Shear...
a lcr + 5t llar I - Icr = 15.50 ft Torsion = 2{{03.5 ft-t
Icr - 5t lar l - Icr = -l?.50 ft Torsion. -25882. ft-k
Jorsional Forces Pror rl-It Slear,..
lcn r 5t llar Y - Icr = -{{.50 ft Torsion = -105?0. ft-t
O Ycn - 5t ilax I - Ycr = -6{.50 fl Torsiol = -{{3i0. ft.i
o r 200 21 r{0.s r00 90 1l-1?.499 ?19.{93 561.358 l-6{.{98 0.00,{22 0.00503 1815.6180
a- ---------- ---1.--- Y-Y Sbear Yalues --->l--- x-I Shear values --->l---------
I liAtt lllt! lllt[ rAtt DATII]I DIST. rALt IIIITI 'B' | Oovernirg Direct Total lGovernilg Direct Total I llarinuu
a ID THc[ tll6tfl [8IclT rx'Yr lllGt8 1:pt BLAS. I Bcc. Shear Shear I Bcc. $trear Slear ltrorce To
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-lr 1 200 21 0.5 100 90 1 | -1?,199 ?39.{93 815.618 I -il.lgS 0.00{22 0.00503 | 815.5180
I I l{0 2t 1?0 200.5
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Monroe & Nevrell
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Monroe and Newell Engineers, Inc.
Vail Commons