HomeMy WebLinkAboutVAIL LIONSHEAD FILING 3 LOT 3 ANTLERS COMMON ADDITION PARKINGoot
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Redwine-Reiian Inc.
Structutal Engineers
1 51 5 Arapahoe Street, Suite 1 300
Denver, CO 80202
(303) 575-9510 phone
(303) 575-951 5 fax
Dam'ooot;;';:*!'T*'ooots
o*' oo(fnrilQ
Ddno t'esfr)
March 1, 2000
99109 - Antlers at Vail
Date Received
HAR 13 2000
STRUCTU RAL CALCU LATI ONS
for
Antlers at Vail
Gondominium Addition
and
Parking Structure
Town of Vail, Eagle County, Colorado
for
Havekost + Associates
1121 Grant Street
Denver, Colorado 80203
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0150 East Bsaver Creek Blvd. 4204
Avon, CO 81620 - P.O. Box 8009
(9701 748{71 1 phone
l97Ol 748-0722lax
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Redwine-Reizian Inc.
Structural Engineers
TABLE OF CONTENTS
ITEM
Tvoical Floor
ing Walls, Load Rundown
Site Walls
Gravitv Foundations
1515 Arapahoe Street, Suite 130O
Denver, CO 80202
(3031 575-9510 phone
l?n3l q7c-oq 1q r. '-
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99109 - Antlers at Vail
0150 East Beaver Creek Blvd. 4204
Avon, CO 81 620 - P.O. Box 8009
(97O) 748-0711 phone
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Antlers at Vail
Condominium Addition
and
Parking Structure
Structural Calculations
Design Criteria
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Redwine-Reizian Inc.
Job no.: 99109
Sheet:
9r18/99
DESIGN CRITERIA
Antlers Condominiums, Vail, CO
Building departTent
Phone number
Contact
Date
Building code/year
Snow load
Slope reduction alloned
Load duration allowed
Special snow load ordinances
uBcleeT {
)A6-Ost Additional for drifting not req'dil>@r-{
Vail
(3031479-2138R.
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Appendix Chaptelt6, Pg = ?? psf r
Wnd load
Speed
Exposure
Pressurey'height
@
Special wind load ordinances
Seismic zone
Frost depth
Balcony loading
Additional ordinances or amendments
80 mph
B
NA psf
NAft
NA
1
48 inches
100 psf
. ,rpvcTur\L tTfEL fr^neo ?rdF
./ ?tSoAtT arlc\sfE ,e^pr'/6 wnLtt^-Ta :c^tAw/?F.Ecfttr lurrte
, 8." Lf. DHrv.tNT lr'ALLt stTH l'f' ?LAuA/ PALbt'/4 t 'AE
. f\uNgAn|^lt 2 tf'-t^o roo7t^'6t
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Redwine-Reizian Inc.
Job no.: 99109
COMPONENT VVEIGHTS
ROOF DEAD LOADS - Steel Roof
Antlers Gondominiums, Vail, CO
RANGE ACTUAL REMARKS
Sheet:
9/18t99
ROOFING MATERIALffi
5 - ply Built Up Roofing
Tapered Styrofoam Insulation
Rigid Insulation
Closed Cell Insulation
Asphalt Shingles
Shake Shingles Light-Heavy
Cement Tile
Ballast
Metal Standing Seam
DECK
Plywood
Metal Deck
Decking
STRUCTURE
Wood Roof Trusses
Steel Bar Joists
Timber Rafters
CEILI NG/MISCELLAN EOUS
T-Grid System & Tiles
Sheetrock (1/2")
Wood Ceiling Joists
Resilient Furring Channels
Sprinkler System
HVAC Ductwork & Lights
Batt or Blow-in Insulation
1.5 psf
2.5 psf
0.25 psf/in
1.5 psf/in
0.5 psf/in
2 psf
1.5-3 psf
11psf
6-10 psf
3 psf/in
1.5-3 psf
3-5 psf
2.5-4 psf
1.6-3.2 psf
1.5 psf
3 psf
11 psf
2 psf
2.5 psf
4 psf
2 psf
2.5 psf
0.7 psf
1.5 psf
0.5 psf
3 psf
,
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2 psf
2 psf
1 psf
0.7 psf
0.5-1.5 psf
0.5-2.5 psf
0.25 psf/in
34.2 psf
35 psf
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Redwine-Reizian Inc.
Job no.: 99109
COMPONENT WEIGHTS
Sheet:
9118r99
ROOF DEAD LOADS - Precast Roof
Antlers Condominiums, Vail, CO
MNGE ACTUAL REMARKSl
I
ROOFING MATERIAL
EPDM Membrane
5 - ply Built Up Roofing
Tapered Styrofoam Insulation
Rigid Insulation
Closed Cell Insulation
Asphalt Shingles
Shake Shingles Light-Heavy
Cement Tile
Ballast
Metal Standing a""1,..,, .
r'i'r:,DECK /';
Plywood {
Lightweight hollowcore - 8'
Decking
STRUCTURE
Wood Roof Trusses
Steel Bar Joists
Timber Rafters
CEI LING/MISCELLANEOUS
T-Grid System & Tiles
Sheetrock (1/2")
Light Gage Ceiling Joists
Resilient Furring Channels
Spdnkler System
HVAC Ductwork & Lights
Batt or Blow-in Insulation
;# tbrtr (r'roPn' '/,)
1.5 psf
2.5 psf
0.25 psf/in
1.5 psf/in
0.5 psf/in
2 psf
1.5-3 psf
11psf
6-10 psf
3 psf/in
43 psf
3-5 psf
2.5-4 psf
1.6-3.2 psf
1.5 psf
9 psf
11 psf
2 psf
2.5 psf
'l psf
1.5 psf
0.5 psf
1.5 psf
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2 psf
2 psf
1 psf
0.7 psf
0.5-1.5 psf
0.5-2.5 psf
0.25 psf/in
Ptr
,,fI
TOTAL
USE
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Redwine-Reizian lnc.
Job no.: 99109
COMPONENT WEIGHTS
FLOOR DEAD LOADS - Unit
Antlers Condominiums, Vail, CO
RANGE ACTUAL REMARKS
Sheet:
9r't8/99
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FTOOR COVERINGffi
Linoleum
wood
Membrane
Ceramic or Quarry Tile
Hardwood
Partitions
DECK
-
r.rywooo
Metal Deck
Gypcrete
Lightweight Concrete
Stone Concrete
STRUCTURE
3 psf/in
1.5-3.5 psf
8 psf/in
9 psf/in
12 estlin
[r''( r'
, i:NL-
43 psf
Sef!ffir
t?
1.5 psf
9 psf
4 psf/in
7-20 psl
2 psf
2 psf
0.7 psf
0.5-1.5 psf
0.5-2.5 psf
1.5 psf
psf
7 psf
j- ._.u.Si€fit/eight Topping (3.5")* Steel BeamsIGirders and Columns
CEILI NG/MISCELLAN EOUS
T-Grid System & Tiles
Sheetrock (1/2")
Resilient Funing Channels
Sprinkler System
HVAC Ductwork & Lights
.nVd 167tf (Nof-n' w r'\
&'?pst
tYl.
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rF 107 7sf
€trcrsanr+eobnnr+_-'7,, F&{4ft r l{,aut-y
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Redwine-Reizian Inc.
Job no.: 99{09
COMPONENT WEIGHTS
Pavers
Drainage sand
Drainage board
Membrane
Ceramic or Quarry Tile
Hardwood
Partitions
DECKffi
Metal Deck
Gypcrete
Lightweight Concrete
Stone Concrete
STRUCTURE
P-T Slab
Steel Bar Joists
Steel Beams
Girders and Columns
CEI LING/MISCELLANEOUS
T-Grid System & Tiles
Sheetrock (1/2")
Resilient Funing Channels
Sprinkler System
HVAC Ductwork & Lights
FLOOR DEAD LOADS -Plaza
Antlers Condominiums, Vail, CO
Sheet:
9/18199
ACTUAL REMARKS
12 ppi
9 ppi
1.5 psf
1.5 psf
9 psf
4 psf/in
7-20 pst
3 psf/in
1.5-3.5 psf
8 psf/in
9 psf/in
12 psf/in
12 psf/in
2.5-4 psf
2 psf
2 psf
0.7 psf
0.5-1.5 psf
0.5-2.5 psf
43.5 psf
13.5 psf
1.5 psf
'1.5 psf
96 psf
1.5 psf
0.5 psf
q6 rt
.-ryn l'-6'/ i'"W;i/
f to,, A* ?4oFi
fs'7sf{
158 psf
Steel Beams
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Redwine-Reizian Inc.
Job no.: 99109
LIVE LOAD SUMMARY
Antlers Condominiums, Vail, CO
CATEGORY DESCRIPTION LOAD REDUCED REMARKS
Sheet:
9t18/99
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Ground snow
Roof snow
Exit facilities
Residential
Plaza
stairs, corridors
basic floor area
balconies
public access
fire truck outrigger
planters, etc.
b|lB6st no
100 psf no
200 psf no
fo p+f to
,1,\'', it-'"
on 12" x 20" area
actual weight
100 psf no
40 psf yes
J00 nsf not,
Jzso pst, )o
33,100 |b2 no
no
Retail
Kitchen
l"br}rl\|wo* ouol co i^n
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Redwine-Reizian Inc.
Job no.: 99109
Sheet:
9r18/99
WIND LOAD DESIGN CRITERIA
Antlers Condominiums, Vail, CO
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Basic Wndspeed (mph):
lmportance Factor (lw):
Exposure:
Roof Pitch:
Roof Angle (degrees):
Pressure Coefficients (Cq):
Wndward Wall;
Leeward Wall:
\Mndward Root
Leeward Root
Wall design:
Horizontal Wind Pressures in psf
80_>qs=
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B
6 t12
26.6
0.8
-0.5
0.3
4.7
't.2
16.4 psf
Height
(ft)Ce
\Mndward
Wall
Leeward
Wall
Wndward
Roof
Leeward
Roof
Exterior
Wall
0-15
20
25
30
40
60
80
100
120
160
200
300
400
o.62
0.67
0.72
0.76
0.84
0.95
1.04
1.13
1.20
1.31
1.42
1.63
1.80
8.13
8.79
9.45
9.97
11.02
12.46
13.64
14.83
15.74
17.19
18.63
21.39
23.62
-5.08
-5.49
-5.90
€.23
€.89
-7.79
-8.53
-9.27
-9.84
-'t0.74
-11.U
-13.37
-14.76
3.05
3.30
3.54
3.74
4.13
4.67
5.12
5.56
5.90
6.45
6.99
8.02
8.86
-7.12
-7.69
-8.27
-8.72
-9.64
-10.91
-11.94
-12.97
-'t3.78
-15.04
-16.30
-18.71
-20.66
12.2Q
13.19
14.17
14.96
16.53
18.70
20.47
22.24
23.62
25.78
27.95
32.08
35.42
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rtNFltrul,/iTlg^/: Fr'L Lf-'vr'Lt +- P4tf/5 7fl-otcf UHe E?ie+ioVAili tEt+-r-tt t-4-
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V = 700 l-'tFl t-
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9r18r99
t GEOTECHNICAL DESIGN CRITERIA. SPREAD FOOTING
Antlers Condominiums, Vail, CO
II ffinicalEn-grneer-
Report Number
I
RepodDate
Footings
I Minimum bearing pressure - dead psf
I Maximum bearing pressure - dead + live 6000 psf
Maximum bearing pressure - M wind or seis. psf
I Swell potential range none o/o
I Soil modulus (K) - vertical pci
Footing depth - exterior 48 in (42 per soils report)
- Footing depth - interior 18 in
I Recommendations or comments:I temove all existing fitl: reptace & rcGompact: temove rocks > 12"
footing 24 x 24 minimum; wallftgs 16' minimum
!
t Lateral Earth Pressure
At restI ifi:H"
Sliding friction coeffcient
I
Recommendations or comments:
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I Slab On Grade Recommendations
t place on native or compacted fiil- underdnin with permanent dewatering sysfem
I
Seismic Site Coefficient
I CemenType Recomnenqeot Void required
T
35 pcf
50 pcf
300 pcf
psf
0.5
1.2
lorll
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Antlers at Vail
Condominium Addition
and
Parking Stnrcture
Structural Calculations
Roof Framing
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RrSA-2D (R) Version 4'01
Redwine-Reizian, Inc.
SEructural Engineers
Antlerrs 2*F 6EAI4S
Joint
No
Page: 1
- ^ l- ^ l^^uaEe: Lv/rz/>>
FilE: ROOFBMS
Units ..... US Standard
Steel Code. ..... AISC 9th Edition ASD
ALl-owable Stress Increase Factor.. 1.333
Include Shear Deformation......... Yes
No. of Sections for Member Ca1cs.. 5
Do Redesign... .. Yes
P-Delta Analysis Tolerance 0.50?
========< Joint Coordinates >=====
XYCoordinate Coordinate
Joint
Temperature
1
2
3
5
5
7
8
9
10
11
12
13
t4
15
15
t'1
18
19
2t
22
I =======< Boundary Conditions >======Joint +----- Translation -----+NoX Y Rotation--Klin- --Klin- -----K-tt/rad--1 Reaction Reaction2 Reaction5 Reaction Reaction6 Reaction8 Reaction Reaction
9 ReactionlL Reaction ReactionL2 ReactionL4 Reaction Reaction
0.000 0.000
6.000 0.00012.000 0.000
0.000 20.000
6.000 20.00030.000 20.000
0.000 40.0002.000 40.0004.000 40.0000.000 60.0008.000 60.00031.000 60.0000.000 80.0002.000 80.000
5.000 80.00025.000 80.00029.000 80.0000.000 100.000
-I3#e't.oo 465256 loi.9
2a6aA- r.l.oO 1OO. OOO0.000 120.00028.000 120.000
0.00
0.00
0.00
0.00
0.00
0. 00
0.00
0.00
0.00
0.00
0. 00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0. 00
0.00
0.00
0.00
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4
5
3
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RISA-2D (R) Version 4.01-
Redwine-Reizian, Inc.
Structural Engineers
Antler's
======< Boundarv Conditions
,foint +----- Transfation -----+
NoX Y Rot,ation
Job : 99109
Pagez 2
Date: I0/t2/99
Yreld
Stress
L718 Reaction
zv2l Reaction
22
Reaction
Reaction
Reaction
Reaction
Reaction
Materiaf
Label
Youngrs
Modulus
Shear
Modulus
Poisson's Thermaf Weight
Ratio Coef.Density
STIJ 29000.00 1l-l-54.00 0.3000 0.65000 0.490 JO. UV
Section Database Material ASASIArea 0 ,2 L,3 \,3LabelShapeLabel
IT0,2 c
Memb Joints Rotate Section Releases Offsets Inacti-ve?
No. I J 90o Set I:AVM J:AVM I-End J-End Label o Lenqth
1 1 2 L.O.
2 2 3 L.O.
6.00
5.00
5.00
z+ . vu
2.O0
2.00
8.00
23.00
Z . UU
3.00
21.00
3.00
tL.74
lt.74
28.00
5 BMl
5 BMl5788M1
I5B9BM1t 7 Lo i-1 BMt-
I
I
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811 t2913 14
10 14 ltr
1l- 15 L6
L2 16 L7
1? 1a 10
L4 1,9 20
BM].
BMl-
BM1
BM]-
BM]-
L. O.
L. O.t_5 21 22 BM2
Sectsion Length Lb-out, Lb-in Lcomp K K Cm Cb,B Sway
niMember Set Ie-out le-in le-bend out in CH
1L.O.
2 L.O.
6.00 r. 006.00 1.00
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I Antter's
Redwine-Reizian, Inc
Structural Engineers
RISA-2D (R) Version 4.01
1.00
Di.ra. ?
Date: Io/a2/99
File: ROOFBMS
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Secti-on Length Lb-out Lb-in Lcomp K K Cm Cb,B SwaY
Member Set le-out le-in le-bend out in CH o1
3 BM1
4 BM1
5 BM1
6 BM1
7 BM1
8 BM1
9 BM1
10 BM1
1t- BM1
12 BM1
13 L. O.
l_5 BM2
O. UtJ
24.00
2.00
8.00
23.00
2.00
3.00
21, .00
3.00
11, .7 4
1,1 .7 4
28.00
1.00
1.00
b. UU
--====----< Basic Load Case !al4 1===I fi::Basic Load Caae
Description
Load Tlpe ToEafs
Noda] Point Dist.
I 1 l^-J
2 snow
I
l-.5
I Mernlcer
,fointsI'J
=< Member Distributed
Load Pattern
L,,abe1
Loads, BLC 1 >======
PaLternMult.iplier
1
3
4
5
b
8
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3
5
t)I
9
11
t2
1
2
5
7
6
10
1L
UNIFORM
UNIFORM
UNIFORM
UNIFORM
UNIFORM
T'NIFORM
I]NIFORM
I]NIFORM
0.1400
0.1400
0.2100
0.2100
0.1400
0.1400
0.2100
0.2100
=====< ,foint Loads/Enforced Displacements, BLC 2 >=========Joint
Number
Is this a Load ora Displacement?
Direction
(x, Y, Mz)Magnitude
----K R-fl- in rarl-
11
15
J-O
19
L,
L
L
L
Y
Y
Y
Y
-6.000
-13.000
-13 .000
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-l Structuraf Enqineers
I Antt-er's
RISA-2D (R) Version 4.01
.Tob : 99109
Page: 4
Dare: LO/12/99
File: ROOFBMS
Jl
\To int s
Member I .T Direction Maqnitude Location
8 11 t2Y -16.000 10.000
=< Member DisEributed l-,oads, BLC ) 2===-=-
,foints Load Pattern Pattern
Member I ,f Label MultiPlier
I
!
I
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t
I
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I
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2
8
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11
t2
15
1
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2
3
5
6
9
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t2
t4
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t7
UNIFORM
UNIFORM
T]NIFORM
UNIFORM
i]NIFORM
UNIFORM
IJNIFORM
I]NIFORM
UNTFORM
t]NIFORM
UNIFORM
UNIFORM
UNIFORM
0.3200
0.5400
0.9600
0.4800
0.3200
0.5400
0.9500
0 .4800
2.0000
2.0000
2 . 0000
2.0000
4.0000
T ^-/l D-Fl-a
LocationsPatternLabel Dir
Maqnitudes
Start !;n(1 Start -E;nct?-------ft or t---000 0.000UNIFORM Y -1.000 -1.000
I
r ======= < LoaCi COmbrnaCrOrrS >====
RWPENo. Description BLC Fac BI-,C Fac BLC Fac BLC Fac BLC Fac SSdv
1 dead+snowI Y1 l_127
I ======= < iloint Displacements, L,C 1 : dead+snow >===I Joint +------- Translation -------+ RotationNoXYEz
I
t
T
I
1
z
3
5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0. 000
0.000
-0 .314
0. 000
0.000
-0.003
0.000
0.000
4 . )-V L
0.00077
-0.00231
-0.00485
-0.00745
-0.00920
0.0L275
0.0001r_
0.00007
0.00002
-v. uzl-\Jo
8
9
L0
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6
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RISA-2D (R) Vers j-on 4.01
Redwine-Reizian, Inc.
Structural Engineers
Antlerrs
,..1oD : y9ru>
Page: 5
DaEe: I0/12/99
File: ROOFBMS
=======< Joint Displacements, I-,C 1 : dead+snow >===
JoinL +------- Translation -------+ RotaEion
NoXYQz
---in- --in- -rad-
l_ l_
12
13
I4
15
L5
I7
18
19
20
21,
22
8
9
11
L2
t4
l7
18
zv
2L
22
Totals:
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.703
L .407
0.000
0.000
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.000
0.000
2.07L
0.000
-3.093
0.000
0.000
-1.411
0.000
0.000
0.000
-0.02s18
0.02930
-0.08634
- 0 . 08645
-0.0'7978
0.08010
o.08721
- 0 . 01553
0.00000
0.01653
-0.00750
0.00750
---< Reactions, LC 1 : dead+snow >===-
,Ioint +---- Forces -----+ Moment
NoXYMz
---K- ---K- --K-fr-
6 - ZO
L5.76
7.L5
2.7t
-v .52
33.50
13.04
43.80
39.s6
2 .86
2 -86
54.82
54.82
277.87
Center of Gravity Coords (X,y,Z) (f E) : L3.86'7 , 85.563, O. OOO
======< Member Section Forces, LC 1 : dead+snow >=========Member Joint.s Section
: ____t__:_ _ T::t :l:i: YiTi:
0.00
0.00
0 .00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1T"r'rI I- 4 L
2
3
4
5
0.00
0.00
0. 00
0.00
0.00
-0.95
-l_.53
-2.30
-2 .98
0.00
L .94
4.90
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RfSA-2D (R) Version 4.01
Redwine-Reizian, Inc.
Structural Engineers
I Antter's
| ======< Member Section Forces, LC 1 : deaci+snow >===
Member Joi-nts Section
I-,JlAxial-Shear
.l/'\r'\ . \r9 tttv
Dr.ra . A
Date: L0/12/99
File: ROOFBMS
Moment
3
4
5
T
I
0.00
0.00
0.00
z,5v
1.15
0.00
5..to
0.85
0.00
I
t
4- 5t
2
4
5
0. 00
0.00
0.00
0.00
0. 00
0.00
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-6.89
0.00
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5.1'7
L!.OZ
20.66
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3
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0.00
0.00
0.00
0.00
0. 00
I .88
4 .87
0.86
-3.15
-7 .15
20.66
-20.57
-37.76
-30.90
0.00I
t
t- .' J_
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3
4
5
0.00
0.00
0.00
0.00
0.00
0.00
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-0.75
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-t.52
0.00
0.09
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0.85
1, .52
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2
3
4
5
0. 00
0.00
0.00
0.00
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1.20
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0.76
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0.54
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36.73
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2
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4
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RrSA-2D (R) Version 4.01
Redwine-Reizian, Inc
Structural Engineers
Antler's
IiI
I ======< Member Section Forces, LC
Member Joints Section
Shear
Job:99109
Page: 7
DaLe: I0/1-2/99
Fife: ROOFBMS
l- : dead+snow >===
MomentI
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I-J,r.AxiaL
10 )_4- 15 1
z
0.00
0. 00
0.00
0.00
0.00
39.85
38.36
36. 88
3s.40
33.91
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-53.59
-80.70
-r-06.69
3
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L.29
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1.34
2 .56
2 -59
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Redwine-Reizian, Inc
Structural Engineers
Antlerrs
Di/-r6. AreJv.
Dare: 1,0/L2/99
FiLe: ROOFBMS
Maml-rar naf I ar-l- i.rns T,r- I : dead+SfiOW >===
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Redwine-Reizian, fnc'
Structural Engineers
AnEler' s
Member .foint.s Section
4 0.000
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.Tal.r . qqlnQ
Page: 9
Date: Lo/L2/99
Fil-e: ROOFBMS
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====< Member AISC UnitvMember ,Joint,s Unity ShearI - ,J Chk Loc Chk
1 : dead+snow >===
ASDFb Cb Cm
1 1 2 0.640 52 2 3 0.640 1
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RISA-2D (R) Version 4.01
Redwine-Reizian, Inc.
StrucEural Engineers
Antler' s
Member I ifointss
.Iob : 99L09
Page: 10
Date: L0/12/99
Fi]-E: ROOFBMS
Member AISC Unj-ty Checks, LC
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Chk Loc Chk ]-,oc Fa
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INIt-
li
lr
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ll
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,- Units ..... US Standard
I Steef Code. ..... AISC 9th Edition ASD
' A1lowable Stress Increase Factor.. 1.333
fnclude Shear Deformation.. . ...... Yes
I No. of Secti.ons for Member Cal-cs.. 5
t Do Redesign.... Yes
P-De1ta Analysis ToLerance 0.50?
I ========< .Toint Coordinates >=====
Joint X Y ,Joint
- No CoordinaEe Coordinate TemperatureI ---ft- -ft-- oF---r l- -5. ooo o. ooo o. oo
2 0.000 2.500 0.00I 3 s. ooo s. ooo o. oot 4 ao. ooo 7 .5oo o. oo
s 17.000 7.500 0.00
f. 6 23.000 5.000 0.00
I 7 28.000 2.500 0.00! 8 33. ooo o. ooo o. oo
_ 9 14.000 5.000 0.00
l.
| ======< tsounciary Concircrons >======
Joint +----- Trans]ation -----+lNoxYRoEaEion
I - -K/ :-n- - -K/ in- - - - - -K-fL/ rad- -2 Reacti-on Reacti-ons 7 Reaction
f
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Redwine-Re j-zian, Inc .
StrucLural Engineers
Antl-er's Roof fruss # I
Label
TOPCRD W12X5O
DIAG W1OX19
BOTCRD W1OX19
RISA-2D (R) Version 4.01
L4 .70 L.2 r.2
f,.oz r.z L.z
5.62 1,-2 r.2
.fob:99109
Page:11
Date: L0/L2/99
File r TRUSS
Material Younqrs Shear Poisson's Thermal Weight Yield
- Label Modulus Modulus Ratio Coef. Density Stress'l ---Ksi- ----Ksi- -----10^5oF----K/ft3-------Ksi
- srr, 29000. oo 11154. oo 0.3000 o - 55ooo 0.490 36.00
Section Database Material ASASI IT
A)f
^4--- --:.n^4
56.30 394.00
4.29 96.30
4.29 96.30
Memb ,foinLs Rotate Section Releases Offsets Inactive?
-T3-- 1 I :9: :::- l-lY l-iY l;fl1 l-ll9 :i::l : ::?3:l
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Shape Label Area 0,2 L,3
STI-,,
STL
STL
1 1 2 TOPCRD 5.59
5.59
5.59
7.00
6.50
5.59
5.59
9.00
4.72
3 .91
9.00
839Is4e1109511 9 6
3 TOPCRD
BOTCRD PIN
DIAG PIN PIN
DIAG PIN PIN
BOTCRD PIN
3 3 4 TOPCRD
4 4 5 TOPCRD
5 5 5 TOPCRD
6 6 7 TOPCRD
7 7 8 TOPCRD
I ======< ATSC,NT,S ParameEers >========Section Lenqth Lb-out Lb-in LcomD K K Cm Cb,B Swav
Member Set l-e-out Ie-in Ie-bend out in cH oJ.
1 TOPCRD
2 TOPCRD
3 TOPCRD
4 TOPCRD
5 TOPCRD
6 TOPCRD
7 TOPCRD
B BOTCRD
9 DIAG
10 DIAG
11 BOTCRD
I
t
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5.59
s .59
5 .59
7.00
b. f u
5.59
5.59o nn
1. tz
3.91a nn
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RISA-2D (R) Version 4.01
Redwine-Reizj-an, Inc.
Structural Engineers
Antler's Roof Truss
JOD i >> lA>
! sJe .
Date: I0/12/99
t 1_te: IKU5b
-E LL
No.
Basic l,oad Case
Description
Load Type TotaLs
Nodal Point Dist.
I
I
1 dead2 snow
=< Member Distributed,Joints Load Patt.ernMember I ,J Label
"7
27
Loacis, BLC I 1--====
Pattern
Mrr'I t i n] i ar
5
I
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2
3
4
5
6
1
7
3
4
5
t)
1
7
3
4
5
o
7
o
UNlFORM
UNIFORM
IINIFORM
t]NIFORM
UNIFORM
UNTFORM
UNIFORM
0.l_050
0.1050
0. t_050
0.1050
0.1050
0.1050
0. t_050
====< Member Point Loads, BLC 2 >==-
Member I J Directlon Maqnitude Location
Y
Y
5
6
4
5
- r.4 . 700
-'1,4.700
0.000
0.000
I =< Member Distributeci Loads, BLC ) 2----===
I Joints Load Pattern PatternMember Lf Label Multipller
,/l
5
6
3
1
4
5
o
3
1
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5
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1
z
6
UNIFORM
UNIFORM
UNTFORM
UNTFORM
UNIFORM
UNIFORM
T'NlFORM
Magnitudes
o -2400
0.2400
0.2400
o -2400
0.2400
0.4800
0.4800
< LCad Pac:erns >=== =====Pattern
Label- Dir L,ocations
Start EndStartEnd
*;;;il --; -*/t.:1.;;;------K/fr,F--;;-------fr "5.3;;-----fr ";.3;;-
========< Load Combinations >========
RWPENo. Description BLc Fac BLc Fac BLc Fac BLc Fac BLc Fac ssdv
Joints
ldead+snow Y 1 1 L 2 l_
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Redwine-Reizian, Inc
Structural- Engineers
Antl-er' s Roof Truss
Joi-nt +------- Translation -------+
NoXY
RISA-2D (R) Verslon 4.01
Rotation
0z
Drrra ' 1 ?
Dare: 70/12/99
FiLe: TRUSS
Ia
x
I
I
I
I
I
I
===q ReactiOnS, LC
Joint +---- Forces
No
-0.00705
-0.00724
-0.00443
-0.00084
0.00055
0.00450
0.00711
0 . 00594
0.00002
L : dead+Sngw >====--
Moment
Mz
0.00
0. 00
12. AAn
MomenE
1 - o .21,22 0.0003 0.202
4 0 -254s 0.239
6 0.284
7 0.483
I 0.692
9 0.242
0.424
0.000
-0 .407
-o -527
-0.539
-0.402
0.000
0 .41-7
-0.541
0.00
-0.33
-0 .67
-1.00
-r.34
0.00
-0.67
-L.34
-2.0t
-2 .67
0.00
o .47
1, .87
+. zr
7 .48
6 .287 ,0.000
I ======< Member Section Forces, LC 1 : dead+snoui >===
Member Joints Section
Axial Shear
TotaLs:
CenEer of Gravity Coords
I-,f0
0.00
0.00
0.00
1 1- 2L
2
3
4
zz ..*5
2L.3"7
43.80(x,v,z) (fr) :
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2- 31
2
3
4
5
8.69
I .51
8.14
7 .96
L I - 5>
t7.02
r6.55
1,6 -28
7 .48
-l_5.57
-40.10
-63. L1
-85.61
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3- 4 L
2
J
4
5
5l_ .58
6L .40
5L.2L
6l-.03
- 1_t- . 90
-L2.2'1
-L2.64
-L3.01
-r-3.38
-85.6L
-68.72
-51.3t
-33.39
-14.96
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^
5
OU. l-O
50. l_5
50. 15
60.15
50.16
J-f . b5
u.+r
-0.1L
-u. bz
-r.t.:70
-l-b. LJ
-16.40
-75.76
-1,4 .22
I
I
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I
RISA-2D (R) Version 4.01
Redwine-Reizian, Inc.
Structural Engineers
Antler's Roof Truss
Job : 99109
Page: 14
Date: L0/L2/99
File: TRUSS
======< Member Section Forces, I-,C
Member Joints Secti-on
1 : dead+snow >===
I-,JlAxi"al Shear Moment
I
I
3- O J-
z
3
+
tr
57 .26
63 .l-0
63.28
b5 . a* /
63.55
z1 .62
10 . 51-
1,0.L7
9.72
9.28
- L+ . ZZ
-31, . 82
-48.70
-64.85
-80.29
I 6- 7I
z
3
:!
5
7 .48
7 .67
7 -85
8.03
6 - ZZ
-r+.:70
-15.33
-15.70
-16.07
-15.44
-80.29
-59.12
-37.44
-L5.24
7 .48I
I
t- tt r
2
3
4
5
-_L. J.l
-1.00
-o .67
-0.33
0.00
2 .67
2-Or
r.34
0 .67
0.00
r.87
o .47
0.00
I
I
3-91-
2
5
4
5
0.81
0.85
0. 90
0.94
0.99
0.00
-1.88
-3.85
-5.93
-8. r_0
-60.57
-60.57
-60.57
-50.57
-60.57
I
I
.i- > I
2
3
4
5
0 .49
0 .48
0.45
-0.04
0.00
0 .02
0.04
0.00
0.03
n nq
0.03
0.00
1n 9- 51
2
3
4
5
2.79
2 .80
z .62
2 .83
2.84
-n n?
-0.01
0.00
0.01
0.03
0.00
0.02
0.03
o.02
0.00
I
I ot
z
3
-0.99
-0.94
-0.90
-0.86
-0.8r.
-8.10
-5.93
-3.86
-1.88
0.00
-62.33
-62.33
-62.33
-62.33
-62.33
I
11 9-
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RISA-2D (R) Version 4.01
Redwine-Reizian, Inc.
Structural Engineers
Antler's Roof Truss
Marn}- ar T..taf I ar'f i anc
Member Joints Section
Job:99109
Page: 15
Date: I0/t2/99
File: TRUSS
LC 1: oead+snow >========
v L/n
NC
TTA
I\T/'r
l\Tar
NC
't x
1 1 2L
z
0.000
0. 000
0.000
0.000
0. 000
0.474
0.35't
0.238
o.r20
0.000
3
4
5I
t
31
z
3
4
5
0.000
0.000
-0.001
-0.001
-0.001
0.000
-0.128
-0.251
-0.362
- 0 .455
NC
4713 .0
zdl+ . z
3'J,78.2
NC
t
I
41
z
J
4
-0.001_
-0.004
-0.006
-0.009
-0.01-r.
-0.455
-0.5L2
-0.549
-0.571
-0.584
NC
2656.8
2220.3
3348.8
NC
I
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4 5L
z
4
o.251_
0.248
0.245
u - zlz
0.239
-0.527
-0.541
-0.548
-0.54'7
-0.539
NC
7518.3
f b5.1 . u
757 6 .4
NC
I 5bl-
2
3
4
5
0 -428
o .425
o .422
o-419
0 - 41,7
-0.405
-0.395
-o.372
-0 .330
-0.262
NC
3035.9
20t5 .4
24L5.7
NCt
t
71_
2
3
4
5
o .434
0 .433
0.433
0.433
0 .432
-u .255
-0.140
-0.030
0.091
o.21,6
NC
3045.9
5051.8
NC
NC
NC
NC
NC
NC
t
I
t'I
2
3
4
5
o .432
o .432
0.432
0 .432
o .432
o -2'J,6
0.334
0.451
0.557
o .582
I
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3 91
2
3
4
0.202
v , zLz
0.222
0.232
-0 .407
- 0 .455
- 0 .498
-0.529
NC
7133.0
4432.2
zVZO. I
t
I
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RISA-2D (R) Version 4.01
Redwine-Reizian, Inc.
SLructural Engineers
Antler's Roof Truss
::::--:< Member Deflections,
Member JoinEs Section
D.r.Ta . 1 A
Date: LO/12/99
! are: I KUbb
LCl:dead+snow>====
5 0.242 -0.541 NC
I
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4 9 L 0.4922 0.492
3 0.4924 0.492
5 0.492
-0.314
-0.318
-0.322
-0.326
-n ??n
NC
NC
6899.5
4580.7
3422 .8
l_0I
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3
4
5
-0.160
-0.1_50
-0.151_
-u. rol-
-0.151
-0.571
-0. s70
-0.569
-0.558
-0.567
NC
NC
NC
NC
NC
11 6L
2
3
4
5
0.242
0.253
0.263
0.273
0.284
-0.541
-0.528
-0.495
-o.452
-o.402
NC
5026.7
4432.3
7133.0
NC
I
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====< Member AISC Unity Checks, LC
I Maml-rar .T/,\ i Yrf q llni tv She4I.II I - J Chk Loc Chk Loc Fa
- -Ksi -Ksi-2 0.063 5 0.049 5
1 : dead+snoh/ >===
ASD
Cm Eqn.tD cb
1
4
3
4
5
o
I
I
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t
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8
Y
l_0
11 9 6 0.753 1 0.032 1
2 3 0.694 5 0.321_ 13 4 0.863 1 0.247 54 5 0.326 3 0.289 15 6 0.828 5 0.455 L6 7 0.651 1 0.304 57 8 0.063 1 0.049 t3 9 0. 738 5 0.032 54 9 0.006 3 0.001 19 5 0.029 3 0.001 l"
1.00 0.85 H2-7r_.00 0.85 HL-21_.00 0.85 Hr-21.00 0.85 H1-1L.00 0.85 Ht-2L.00 0.85 Hr_-2
1.00 0.85 H2-t1.00 1.00 H2-r1.00 1.00 HL-31.00 1.00 H1-31.00 1.00 H2-L
19.53
19. 53
rtt. v5
t9.20
19. 63
t-9.63
9.75
16.96
l_d. uJ
>. IO
23.76
23 -76
23 -76
23 -76
23.76
z3 - Ib
23.76
21, .60
2L.60
z3 - 16
2t.60
Jobrilte: ANTLBU,S AT-VAIL Jobno:qqloq sheet or
subject lTAoF BY: EC oate: OZ-Oq'OO
t,'1.L
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01'= l\'t'A
Ilb\r.uexrA /z\ (24'\ -- bbL'w
Lr,' -1'
,{--v-'fft\( Lllox?q )\-l=-.-/
9t1
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Antlers at Vail
Condominium Addition
and
Parking Stnrcture
Structural Calculations
Typical Floor Framing
Jobrirle: ANftf,Al / UtOt'// H|AD
*"r-
wor=
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,toono.:4 (10( "no or
= '?--h4"
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1t7 1*t4 To tu?P T-LA- FLANF
-- ttru-P / L
= 4' ^fr.+(t+ry,f) + t-z ( iopD J (T')'/-
=(L-6F t'l -vt L/')^QY -- lt /L(
L_A'u*.*b-ff-o)
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I
PCABEAM(tm) 1.01-
AM l-,icensed to:
erfi.etary soft,ware of PoRTLAOcEMENT ASSN' Pg 1
Redwine-Reizian, Denver, CO
I
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oooooo oo oo oo oo (TM)
Computer program for
Design and Investigation of Reinforced Concrete Continuous Beams
Licensee staEed above acknowledges that Port.land Cement Association
(PCA) is not and cannot be responsible for either the accuracy or
adequacy of the maEeriaL supplied as inpuE for processing by the
PCABEAM computer program. Furthermore, PCA neither makes any warranty
expressed nor implied with respect to the correctness of E.he outputprepared by the PCABEAM program. AlEhough PCA has endeavored toproduce PCABEAM error free, the program is not and cannot be cert,ified
infa1lible. The final and only responsibility for analysis, design and
engi-neering documents is the licensees. Accordingly, PCA disclaims aIL
responsibility in contract,, negligence or other tort for any analysis,
design or engineering documenEs prepared J.n connection with the use ofthe PCABEAM program.
olrr -**
9 :00 :39I
I
etof.t"ry software of PoRTT.AOcEMENT AssN' Pg 2
Redwine-Reizian, Denver, Co
TABLE- ]NP , 1 GENERAL INFORMATION
PCABEAM (Lm) l-. 01
AM Licensed to:
: 99109 - Antlers/vai1 Date z 0L/27/0o Time;08:16:29I :::r:::
r File Name : G:\JoB_DocS\99_
! Enoineer : RJB
I ffi:;,1"::* : t::'li-ii
I Infinite rigid beam-column
I
FILES\ 991 O 9\ENG\HAUNCH . BMS
Beam ID : $p. Balc. Haunch
Run Option : Design
Moment RedisEribution : Not Considered
joints in analysis : Considered
TABLE- INP. 2 MATERIAIJ PROPERTIES
I
I
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I
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t
t
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Beam ConcreEe T)4)e :
unit weight
Compressiwe Strength
Tensile Strength
Modulus of Rupture
Modulus of Elasticity
Col-umn Concrete Type :
Unit Weight
Compressive Strength
Tensile Strength
Modulus of Rupture
Modulus of Elasticity
Reinforcement l
Yield SErength (Long.)
Yield Strength (Tran. )
Modulus of El,asticitsy
NormaL
,wc
Cta -Fr.r -
€'r
F/^
Normal-
,WC
Fta -
F a+- -
€r
,Ec
Weight
L45.0
4.0
423.7
474.3
3643.8
Weight
L45. 0
4.0
+25 . I
474.3
3643.8
pcf)
ksi)
p8i)
psi )
ksi )
pcf)
ksi )psi )
psi )
ksi )
,fy=, fyv=
,ES
60.0
ov. u
29000.0
ksi )ksi)
ksi)
olrr-**
9 :00 :39I
'CABEAJVI
(rm)
AM l-.,icensed
t_.01
l-a\.
erof.t"ry software of PoRTL,AOcEMENT ASsN' Pg 3
Redwj-ne-Reizian, Denver, CO
TABLE- INP. 3 BEA}'I GEOMETRYI{BER OF SPAIiIS :TYPE : Interior EXPOSIJRE : ExEerlor
IPAN TOTAL MINIMI,]M
ilM LENGTH DEPTHr (fr) (in)
TOTAL
INERTTA *
( in^4 )
TOTAIJ
DEPTH LOC.
(in)
WIDTH
TOTAL EFFECTIVE(in) (in)
SECTION
TYPE
t 7.50 10.50 .8064008+04 Rbm Beam 24.00
5.50 3.14 .8054008+04 Rbm Beam 24.00
7.00 7.00
7.00 7.00
J 2.OO L.5O .8064008+04 Rbm Beam 24.00 7'00 7'00t--
!) uoment of inertia selected for sErucEural analysis
II
TABLE- INP.4 COIJUMN GEOMETRY
I
I
CO],UMN STIFFNESS
NIJMBER FACTOR(8)
TOTAL
HEIGHT
( fr)
MOMEMT
INERTIA
(in^4)
SECTION -- COI,UMN
TYPE DEPTH WIDTH(in) (in)
r_00
1_00
100
100
tt.u
8.0
8.0
8.0
Rect
Rect
Rect
RecU
t2 .0
12.0
z.r . v
24 ,0
7.0
7.0
7.0
7.O
Top
Bot
Top
Bots
. l-008008+04
. L00800E+04
.806400E+04
.806400E+04
I
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olrl-** pcABEAM(rm) 1.01 eroJetary sofeware or PoRTLATOCEMENT AssN. Pg 4
9_:00:39 AM Licensed to: Redwine-Reizian, Denver, Co
I
TABLE-INP.5 VERT]CAL SUPERIMPOSED AND PARTIAL LOADS
-il--sfl.r DEAD L,,oADs LrvE LoADs
Vt-. TYPE IJOAD DISTANCE TYPE LOAD DISTANCE
I /fl-){ft-)
I
sup .o 1 Psf) SuP -o 1 Psf)
I 1 unf i 2640.0 1 p1f) .o L unf i 1330.0 1 plf) .0
t.u
r .___:::
r j 2640.0 7.0
t Sup .o 1 psf)
j 1330.0
.0 1 psf)
sup
sup
.0 1 psf)
.0 1 psf)
total Unfactored :
l{d r,oad = l-8.480 kips Live l-,oad = 9.31-0 kipstl
Self-weight is noE considered under dead loadsI
t
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,lrr--** pSABEAM(tm) 1.01 erof"t"ry software of no*r*TOcEMENT AssN' Pg
9:00:39 AM Licensed to: Redwine-Reizian' Denver, CO
I
I TABLE-rN'.8 L.ADTNG coMBrNATroNs AND
'ATTERN'
ATTERN LOADING COMBINATION LIVE LOAD DESCRIPTION
l::1:::l
r 4 U1 : l-.40(D) + 1.70(l-OO? L) A1I Spans L,oadedI
I
TABLE-INP.9 GENERAL REINFORCEMENT DESIGN PARAMETERSI ---. EXPOSURE : Exterior TYPE OF STIRRUPS : CfOSCd
i,ATERAL SUPPORTED : Not ---
I RETNFoRcEMENT BAR srzE cLEAR covER BAR sPAcrNG
MIN MAX VERTICAI-,, SIDE MIN MAX
I (in) (j-n) (in) (in)
I ---- Longitudinal Top # 4 # 6 -75 .75 1.00 18.00
I BoE # 4 # 5 .7s .'7s 1.00 18.00
'G Transverse # 3 # 4 2-OO 24.00
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olrr-** pGABEAM(rm) L.01 erolerary sofEware of PoRTLAOCEMENT AssN. Pg 5
9:00:39 AM Licensed to: Redwine-Reizian, Denver, CO
t
TABTE-ANA.2 LOADING PATTERN MOMENTS AND SHEARS AT SUPPORTS
;t;; ;9"o ._;;.. Fl;? ..i; : '.'/'? :9* ,.y',-, y"j*? ,,yl-, y"lu?
NL-. PrRN(ft-k) (t) (kips) (s) PrRN (ft-k) (?) (kips) (E)
| "";, 4 -;.. ;l-00) -4L.7 (100)
r00) 38.2 (100)I
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RghE 138.I
Top l-4.0 (100)
Bot l-4.0 (l-00)
I-,,efts 4 7!.2 (100) 38.2 (100)
Rsht .0 (l-00) .0 (100)
Top -3s.5 (100)
Bot -35.5 (100)
ign Convention : moments posit,ive when clockwise.loint SI
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olrr-** pcAnf,tr|rr(rm) 1.01 erolerary software of PoRTLAIOCEMENT AssN. Pg
9:00:39 AM Licensed to: Redwj.ne-Reizian, Denver, CO
I
IT
l' TABI,E-DES.1 REQUIRED LONGITUD]NAL REINFORCEMENT AT CRITICAL SECTIONSI rTilill. r
SI.,r CRITICAL EFFECTIVE REQUIRED LOAD REQUIRED LAYER - BAR
VIT/T SF]r'TTON WTDTI{ DEPTH Mu PTRN STEEL AREA DIST. NO. SIZEvly. SECTION WIDTH DEPTH Mu PTRN STEEL AREA IIJ-S'I . No.
t (f r) (in) (i.n) (ft-k) (sq. in. ) (in)
| 7.oo
.50
2.75
4.50
1.00
22.L3 Top
22.L3 Bot
Top
Bot
Top
Bot
22.L3 Top
22.L3 Bot
rL9.7 4nn
39.1 4
.0 0
.0 0
33.0 4
.0 0
nn
.52 Min
1.30
.52 Min
.52 Mi-n
.52 Min
.52 Min
.52 Mln
.52 Min
.52 Min
10?
1.9 3
10?
10?
10?
7.00
7.00
7.00
7.00
22.t3
22.L3
L45.9 4
.0
f v-tl
Bot
7.00
7.00
UA
#5#e#4#4#4
4Atf 't
llA+f 't
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2I-** PCABEAM(EM) 1.01
00:39 Alvl Licensed to:
TABLE-DES.3
erof:.ut-ry software of ponrJcEMENT ASSN' Pg I
Redwine-Rej.zi-an, Denver, Co
PROPOSED LONGITUDINAL REINFORCEMENT SCHEDULE
DAN
JM.
I..AYER
DIST.
CONTINUOUS BARS
No. SIZE I-,ENGTH
/fr-)
DISCONTINUOUS BARS
No. SIZE I,ENGTH(fr)
I'
7,
t
t,
Top
Bot
Top
Bot
Top
Bot
1.88
3.63
l_.88
1.88
1.88
1 Re
J-. OO
L,ef t
Rght
2#6
zEb
3#4
3#6
< spl i ce>3#4
3#4
?{4
3#4
7 .50
? qo
'7 .50
2.87
r_.95
4 -57
2.00
2.00
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ntifivers do not consider reinforcement compatibility aE supports
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9:00:41I
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nrof-"a.ry software of PoRTI-,AJCEMENT AssN. Pg g
Redwine-Reizian, Denver, CO
TABLE-DES.4 PROVIDED FLEXTJRAI.,, CAPACITIES
PCABEAM(tm) 1.01
AM Licensed to:
SECTION DESIGN Mu /
LocATroN f(Mn) f(Mn)(fr) (fr-k) (?)
NEUT, REINFORCEMENT
AXIS RATIO R/RMAX
( in)(r)
FACTOR Z /Z Zmax(k/in) (?)
I-.AYER - BARS -
DfST. No SfZE
(in)i.TT
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7.00 Top
Bot
.50 Top
Bot
4.50 Top
Bot
L.00 Top
Bot
1s4.s (
52.6 (
t22.8 (
trr o t
s'?.'7 (
s7.7 (
57 ."7 (
tr,.1 1 (
3.93 .01183
2.49 .00387
5. Ul- .UU6AZ
J.. UJ . UUJd /
1.83 .00387
1 .83 .00387
J.. dJ . UUJd /
l-.tJJ . UUJtt /
e4.43 ( 6s)
.oo ( o)
91.48 ( 63)
.oo ( o)
.00 ( 0)
.00 ( 0)
.00 ( o)
.00 ( o)
1.88 2
3.63 2
1.88 3
1.88 3
r.. 88 3
L.88 3
1.88 3
1.88 3
94)
0)
0)
0)
E?\
0)
0)
( 48)
( 12)
( 13)
( 1s)( 1s)
( 15l
#5#6
tlAtf=
#5
TIA
#4#4
tlA
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factor is seE egual to zero if service moment is less Lhan cracking moment
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olrr-** pcABEAM(rm) 1.01 erofietary software or PoRTJcEMENT ASsN. P9 10
9:00:41 AM l-.,icensed to: Redwine-Reizj-an, Denver, cOr
I
-
tr.reels-ops.e REeUTRED TRANSVERSE RETNFoRcEMENT AT BEAM SEGMENTS
rsPAN BEAM SEGMENT REQUIRED Vu / LOAD REQUIRED --- STIRRUPS ----
lr.rUr',r. START END Vu f (Vc) PTRN Av,/s LEGS SIZE SPACTNG'- (ft) (ft) (kips) (? ) (in) (in)
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1 .OO ?.OO 40.95 @c (245) 4 .02L54 2 # 3 @ 10'00
2 .so 2.34 38.1? @d Q29) 4 .01908 2 * 3 @ 10.00
2.66 4.50 38.1? @d (229) 4 .01908 2 # 3 @ 10-00
3 1.OO 2.oo .00 @c ( o) O .OOOoo O # O @ .oO {e}
{e} vu < Yc/z , transverse reinforcement is not reguired by the code
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9:00:41I
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erofetary sofEware of PoRTLAIOCEMENT AssN' Pg 11PCABEAM (tm) 1.01-
AM Licensed to:Redwine-Reizian, Denver, Co
TABLE-DES.7 PROVIDED SHEAR REINFORCEMENT AND CAPACITY
ffftT
BEAM SEGMENT
START END(fr) (fr)
DESIGN Vu/
f (Vn) f (vn)(kips) ( t )
-- STIRRUPS --
I,EGS NO. SIZE SPACTNG(in)
L,,OAD
PTRN
l
1
2
3
.167
.833
1.083
6.833
4.t67
7 .91,7
94)
92)
0)
10.0
10.0
10.0
Ai a1 (
4r.47 (
4L.47 (
4
4
0
3
3
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U*
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rtf
2L
2L
2L
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.ils
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00:41
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PCABEAM (tm) l" . 01
AM l-,icensed to:Redwine-Reiz j-an, Denver, CO
TABLE-DEF.2 MAXIMUM I]NIFORM SERVICE LOAD DEF]-,ECTIONS
erofletary software of PoRTLATOCEMENT AssN. Pg 12
flAN SECTION DEFI-,,ECTION leff Ma
lfM /ft-) ri.n) LOC. (ft-k)u..'
Ma/Mcr(?)Icr
(in^4 )
r\-!/ fYu(?)Ieff
( in^4 )
lo"
2TLI
l'"
lo"
f'"
.t43247
.082333
- .005696
(1L3)
(326)
/ ?tr\
(2s8)
( 81)( 78)
/1.'1\
( s4)
t 5r,l
( 0)( 0)
.00
.00
1.'79
L.I> -.UUJ/5I
2.00 .003277
.002t7 9
Midl 36.85
Rght 105.89
Midl 24.50
Rght 7o.4t
Left 82.00
Midl 26.03
Rght 22.95
Left 54.53
Midl L7 .31-
Rght L5.26
Left .00
MidI .00
.37 6445E+O4
.37 6446E+O4
.3754458+04
. J /b++brJ+U.I
.329480E+04
.3294808+04
.1"72466E+04
.329480E+04
.329480E+04
. L72466F,+O4
.32948QF,+04
.L72465E+O4
.329480E+04
.L724668+04
( 39) .768002E+04( 39) .3929458+04
( 39) .9521998+04
( 39) .432552E+04
( 34) .3650888+04( 34) .9419518+04( 19) .8920068+04
( 34) .450568E+04( 34) .941951E+04( 19) .892006E+04
( 34) .8920068+04( 19) .892006E+04
( 34) .8920068+04( 19) .892005E+04I o" 2.oo Left
Midl
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.00
0)
0)
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00:41
PCABEAM (tm) l- . 01
AM Licensed to:
erfi"t-ry software of pontJcEMENT ASSN. Pg l-3
Redwine-Reizian, Denver, CO
TABLE.SIIM.I SUMMARY OF PRINTOUT TABLES
TABLE TITTE PAGE
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INP. 1
INP. 2
.l_l\.H.5
INP.4
rNP. 5
INP. 8
INP. 9
ANA.2
DES. ].
DES.3
DES.4
DES. 6
DES.7
DEF.2
SUM. 1
General TnformaEion
MateriaL Properties
Beam Geometry
Column GeomeLry
Surface and Partial Gravity Loads
I-.,oading Combinations and Patterns
General ReinforcemenE Deslgn Parameters
Load Pattern Moments and Shears at Supports
Required l,ongitudinal Reinforcement
Proposed Longitudinal Reinforcement Schedule
Provided Flexural Capacity
Required Transverse ReinforcemenE
Provided Shear Reinforcement and Capacity
Maximum Uni-form Service Load Deflections
Summarv of Pri-ntout Tabl-es
2
J
-j
5
5
7
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0
L0
11
t2
13
* Program completed as reguested *
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#,(ntl',
tnr12l,&lo"
@w
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@,
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Antlers at Vail
Condominium Addition
and
Parking Structure
Structural Calculations
Post-Tensioned Slabs
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l7'1,6 '
rFGrE",:...!..1.t..0-.1...:.....m..rt.O../-.t.t..oprHr-<.p.---
PIOE I ct 2
_-- t,5 r rf-i.-,
D,a.Ev
v
60+*tl(it:ffi'gi/3
----
E4 =- -
(f fr7 ^ "-'^1
f rNtit- tz r'+
tr/*/4 4
i, E.:,
...j1
t PAII DATA
DROF CAP
TtltDotl
OROP PAII!T iloTE3:
tFr tF t a6 q!r!t wEir
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utdr F.tIr $ur tarr.,tltrrhh..rti_icrr <- Tr|Ar Fdb trttarr -tfI,D. xlA EA
L l7'lti qqt af(4 .51 {t
t '1,lLt Wp t?&f l-el o .5q .rltI?l'4rc ?ek .5q .*l
+tj'6t '?41..{rl ,(l
5 n +6'i,,..,+6 {t-9'.n ,fl
Jo[<-oiof cAFJ__,F rt.!| r{rt|!r ttrtiltn?e'h,T .-ftCll|l!t-> t€,(mtA.o\6g'tr|r.d itr ui.|r t Filhhlttl
l-616 ?6 rt&t Let
1-|{'o tl 100 lt0
?l-fib z5 loo tb
+lhrs t6 l0 lst16nt6t0t0
6 kl iP 96 t0 ta
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I Redwine - Rei. zian, Inc.
Structural Englneers
0150 East Beaver Creek Bfvd., Unit 204A, P.o. Box 8009, Avon, Co 8r620
I ADApr posr-TENsroNrNc Sr,AB/BEAM SoFTWARE Acr-318-89/uBc-1988 (v 4.00)
t 1733 woodside Road, SuiEe 260, Redwood City, Californj-a 94061
IATE AND TIME OF PROGRAM EXECUTTON:
T
.P R O J E C T T T T L E:
tlgrog - AnElers condo Addn / Llonsheadr /LA+A, Atoie - -6zto +
I-GENERAL DESIGN PARAMETERS
-\-/I\
l!- I\..Cr I Er :
EtRrxcrg at 28 days
WEIGH?
lneeP factor for defLections!
TENSION STRESS limits (mu1tiple of (t.'c)^L/2)
fop of external support
lop of internal support
Bottsom of external span
i.ttom of internal spanr
IOMPRESSION STRESS limiEs (multiple of (f'c))
M1n CGS of tendon from BOTTOM for INTERIOR spans.
fin CeS of tendon from BOTTOM for EXTERIOR apans.
fin specified average post-tensioning
1!tax t.endon SPACING (multiple of member depth ) ..
lendon profile tlpe and support, widths
a
A}TAIJYSIS OPTIONS USED:
rments REDUCED to face of support ...
l-rucLure systempivalent frame formuLation per ACI-3Lg-93 .....
II
Dec 4,1999 At Timez 12:46
4000.00 (psi)
1s0.01 (pcf)
2.00
6. 000
5. 000
6.000
5.000
60 . 00 (ksi )2.00 (in. )1.00 (in. )
TJNBONDED
At all locations .450
ITLD REINFORCEMENT:
YIELD strength
llnlmum Cover at TOP
I'
l.r.nrmum Cover at BOTTOM
.P.OST-TENS IONING:Ivqnnvr-'--"Ult.imate strength of strand
Average effective stress in strand (final) ......
270.00 (ksi)
Itrand area. .153
Jin CcS of tendon from TOp 1.50
L75.00
1,.25
1, -75
125. 00
ksi )
in^2 )in. )in. )in. )psi )
8. 00(see section 9)
YES
TWO-WAY
YES
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f"n. 2 Praza, along 4 (PL-4 )ADAPT V-4.00
I-INPUT GEOMETRYt =========
2.T - S P A N D A T AI
SPAN TYPE LENGTH DEPTH WEB FI-'r.I{IDTH FL.THICK. WIDTH MULTIPI,]ER
I ft in. in. in. in. <-l-eft---right->
l-1-- --z-- -----3-- -4:_-- -----5- --6-- -7--- ----8- -9----
1 1 lz.oo @ 264.00 .oo .oo .s9 .4t
1 2 1 16.00 10.00 264.00 .00 .00 .59 .41
I 3 1 21.00 10.00 264.00 .00 .00 . s9 .41' 4 1 l-4.00 L0.00 264.00 .00 .00 .59 .4L
s 1 10.00 l-0.00 254.00 .00 .00 .59 .4t
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SUPPORT
r, WTDTHS I,ENGTH B D CBC* I,ENGTH B D CBC*
'I .,INT in. f t in. r-n. f t in. in.r-1-- ----2 ----3 --4------
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I 2.2- SUPPORT WIDTHS AND COLUMNS DATA
II
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6
)it3
t:
I3-rN
tzzj
.00
.00
.00
.00
L2.00
12 .00
12.oo
12.OO
12 .00
15.95
10.63
10.53
10.53
l_0 .63
15.95
i_5 . 95
10 .63
10.63
10 .53
10.63
15.95
.00 (1)
.00 (1)
. oo (1)
.00 (1).oo (1)
. oo (1)
.00
.00
.00
.00
.00
.00
to"r< (' x 4t rYP.
PUT APPLIED
gQ,,
18
LZ
L2
t2
LZ
(1)
(1)
/11
(1)
(1)
/'r )
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
8
THE COLTIMN BOUNDARY CONDITION CODES (CBC)
Fixed at both ends ... (STANDARD) ....
linged aE near end, fj-xed at far end .
lixed aE near end, hinged at far end
Fixed at near end, ro11er wiLh rotational fixity far end . '
2.3- DROP CAP AND DROP PANEL DATA
CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR
1
3
4
I
f ,*" 'fi" :l'"1n 1n Ln lt.l fr fr fr
18.00
l_6. uu
18.00
18.00
18.00
L8 .00
48.00
48.00
48.00
48.00
48 .00
48.00
24 .00
24.00
24.OO
24.OO
24 -OO
24.O0
24.00
24.O0
24.00
24 .00
24.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
|Pol ct+P.
LOADTNG
1 = UNIFORM2 = CONCENTRATED
3 = PARTIAL UNIFORM
4 = APPLIED MOMENT
1 = DEAD LOAD
| = rrve roao
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fn. 3 Plaza, along 4 ADAPT V-4.00
f (uniform) (con.orpart.) (Moment)
f?AN CLASS TypE (k/tE) (k@fE or fr.-fr) ( fE-k @ rr)-f -- ---2- -----3 ------4- ----s-- -6--- --7------8-
Il
1l
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3
3
1I
1
1
2
t_
4
1
1
z
3 3.5203 5.300
J- 5. 5UU
2
2
4.500
q qnn
.000 6.006.000 r_7.00
50. 000
45.000
5. 00
5.00
s.000 L6.00.000 5.00
I
f3 1 3 4.500 .000 L1.00
!: 1 3 3.520 1l-. ooo 21.00
3 2 1 5.500
14 1 I 3.520r 2 I 5.500
fs 1 1 3.s20ls 2 7 s.soo
I
fNoru: LrvE I-,oADrNc is SKTPPED with a skip factor of .75
aIr
|-cALcULATED sEcrroN PRoPERTTES
l========
t.1 AT MIDSPANrl
BpeN AREA (in^2) r (in^a) yb (in.) yt (in.)
-'f --- --?-- ----3- ----4- -5------f i zetro -oo 22ooo .oo s . oo s. oolz 2640.00 22ooo.oo 5.oo s.oo
3 2540.00 22000.00 5 .00 s. 00
14 2640.00 22OOO.OO 5.00 s.00
ls 2640.00 22ooo. oo 5. oo 5. oo
lZ AT ,JOINTS (faceof support)t-
lrvr AREA r Yb Yr AREA r Yb Yta in^2 i-n^4 in. in. in^2 in^4 in. in.
-1--- ----2 -----3 ---4- -5--- --6-- ---7- -8-------9--
11 .00 .0 .00r
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3
l-
3024 .00
3024 .00
3024 .00
5]-202.3
5t202.3
5t202.3
11.86
11.85
rl-.60
.00
o . r.t
6.\4
6.14
3024.00
3024.OO
3024.00
3024.00
st202.3
51202.3
5:-202.3
51-202.3
_Lr. bb
l-r. ub
l_r.60
1l_.85
6.14
5.14
6.14
I
lur"P1aza, along 4 (PL-4 ADAPT V-4.00
t:
l
1"1. B6 6.14
6.14
t_r.t'b
.00
6.L4
.003024.00
3024.00
5L202 -3
5r202.3
3024.00
.00
5 IZUZ .5
.0
5- DEAD LOAD MOMENTS, SHEARS & REACT]ONS
't' <5.1 sPAN MoMENTs k-ft
-SPAN M(1) (Mmax------o) tI(r) sH(l) SH(r)
l-r-- --2-- ---3- -4--- --5-- -----6- -----7----I r -72.s7 252.72 ( 5.95) -24L.47 -6s.L4 74.28J_ - rz.Jr 6J-. ra \ J.)JI
2 -232 .50 -19. 11 ( 9. 60) -l-l-8. 19 -46 .90 30.20
I s -L23.s5 9a.32 ( 9.4s) -L49.52 -44.s0 4r-29
I + -L4s .7s 7 .76 ( 9.4s) -30 .40 -32 .88 16.40
5 -3L.2L 26.77 (s.75) -5.18 -20.20 L4-99
' < 5.3 REAcrroNs k > <- 5.4 coLUMN MoMENTS k-ft ->Joint- ----2 ----Lower columns - - - -Upper columns-----
lr
3
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-6- I.,, IVE LOAD MOMENTS, SHEARS & REACTlONS
l\
<-6.].LIvELoADsPANMoMENTs(k-ft)andSHEARFoRcES(k)->
65.14
r_2L.18
74.70
'14.17
35.60
74.99
.00
.00
.00
.00
.00
.00
-72I
-5
;
.47
.94
.65
.7L
.81
.l-b
t
SPAN M (1)M (max)M (r)M (1)M (max)M (r)sH (1) sH (r)
Maxima of NEGATIVE SUPPORT
and POSITIVE SPAN moments
r_ -58 . 08 228 .49 -232 -30 9 .'J,42 -224.O3 75.38 -J.71..99 30.743 -174.46 L15.13 -208 -37 l_0.844 -203 .70 58.44 -87 -78 6.605 -86 .79 59. s0 -tt.62 38. 61
Maxima of POSITIVE SUPPORT
and NEGATIVE SPA}I momenLs SHEAR FORCE
-26.47 28.67 -66.20 72.29
-87 -94 L0.23 -47 .88 40.11
-28 .t2 6.92 -ss.84 59 .66
-53 .37 40. 10 -49.01 27 .99-30.69 5. r-5 -32.52 22.48
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< 6.2 REACTIoNS k ><- 6.3 COI,UMN MOMENTS
Joint- ----2- ---Lower columns----Upper
k-ft ->
nr-r] r rmn q - - - - -
.00
.00
.00
.00
.00
.00
1
r3)1
5f'
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66.20
9s. 95
108.66
60.50
22-48
-67.98
8.24
-6.37
4 .63
-.93
7 .27
a9e Plaza, aLong 4 (PL-4 ADAPT V-4.00
1 -24.7t 252.75 -205.00 -20 .98 228.50 -196.83t
T
t
I
I
I
I
I
I
I
I
I
I
2 -209.75
3 - L02 .1,7
4 -129.75
5 -Z!.43
Live load momenLs
-19.11
YL.J5
'7.76
zo. | |listed are
-103.57
-zz.o.r.
s.08
maxima of
-2oo.75 75.38 -151.50
-151.83 11s.17 -L79.25
-L79.92 58.44 -7r '87-72.73 59.50 - .35
support negative and span positive
l- suM oF DEADAIIDLTvE MoMENTS (k-ft)
laxima of negative supporE and posj-tive l-ive load span moments comblned with
Iread roaor-ng ror serwiceability checks ( 1.00DL + 1'00LL )I
SPAN M (1)M (max) M (r)
-45.68 48t.25 -401 .83
56.27 -255.1,7
3 -254.00 206.50 -308.58
I
I
IOTE:
1 .000 .5001 . L00 .500
portion over support
Et(D
r1f !.J
.000
.000
5 .00 1.758.50 5.00
8 .50 1.25
8. s0
8.50
8.50
359.35
133 .82
134.29
1,O.942 948.69
3 .220 353 .28
3.88s 354. s1
ADAPT V-4.00IPlaza, along 4 (PL-4
66.2L -94 .5t
86 .27 4 -72
These momenLs are reduced to face
9 - SEL,ECTED POST-TENSIONING FORCES AND TENDON PROFII-,ES
I========
l
9.1 PROFILE TYPES AND PARAMETERS
2 -410.50
4 -309.6'l
5 -94-26
IEGEND:
! = reversed parabola
2 = slmple parabola with straightj = harped tendonr
=.2 TENDON PARAMETTYPE xL/L Xz/r-, X3 /L
. L00
. L00
t;
2t 1 .100 .500 .100 .0001 .100 .500 .100 .0001 .100 .500 .000 000
I
I <---- 9.3 SEIJECTED VALUES
FORCE *<-DISTAIICE OF CGS in. -> P/A WbaI TOTAL FORCE
ISPAN (k /-) Lefr Cenrer Righr (psi) (k /-) (k )l-l--- -2-------3- -4-------s---- --6-- ---7- --8------L 948.69a3 lii:3i
I
341.60 8.50 5.00 8.50 129.39 4 .067 341_.60t
I
I 5 4g7 .37 I . so 6 .50 5 .00 188 .40 .829 497 '37
- * AL.,L disEances are heighCs f rom sof f it of respecti-ve member at mid-span
-ApproximaEe weight of stiand .. 914'8 LB
t
l.s REeUI RED MINIMUM po s T - TENs I oN I Nc FoRcEs (kips)
I <- BASED ON STRESS CONDTTIONS ->
lspall LEFT CENTER RrcHT MrN P/A MAx sPAcrNG!-1- ----z -----3 -----4- -----5- -5-------
1 .00 (3
a 2 446 .69 (2I 3 .oo(3
932.79 220.5L(L)
4 L69 .24 (2)
I s .00(3)
t
I-,EGEND :
1(1) Stress at FACE OF SUPPORT governs
l(Zl Stress at CHANGE IN CROSS-SECTION governs
- (3) Based on stress, NO POST-TENSIONfNG required
4.5 SERVIcE STRESSES (psi)(tension shown positive)
I LEFT CENTER RIGHT
lfAN T9P BOTTOM TOP BOTTOM TOP BOTTOM
-1--- --2-- --3-- -4--- -5--- -----6- ---7----
.00
l_59.81_
.00
.00
63 .48 (2)
80 .7 6 (2)
.00 (3)
.00(3)
330.00
330.00
330.00
330.00
330.00
88.35
88.35
t'tJ.50
88 .35
6tJ. JO
t,
I
I
I
I
t
I
I
t
-397.76 -131.73
-267 .60 -438.52
59.35
- rudz . z I JbJ . f,o
-287 .37 19.73
-290.L\ -395.05
67 .27 -4',77 .60
I
l-83.17
-1,52 -37
-462.32
-500.05
-L98.62
-448.22
-2L6.>O
-436.2r
j.79.65
-39.82
59 .4L
72.31 -479.09
-154.15 -195.17
-243.58 -4.73
l, P..'-TENST.NTNG B A L A N c
<--SPAN MOMENTpAN M(1) (Mmax------@)
1 r-08.7s -2L6.17 ( 8.50).03 ( 8. oo)
-9]-.42 0-o.so)-33.37 ( 7.00)
4.6t ( s.00)
E N T S, SHEARS & REACTIONS
<-- SPAN SHEARS (K )
ss (r)
ED MOM
s (k-fr)
M (r)SH (1)
I
I
2 370.00
3 l_30.33
4 L7L.42
5 83.29
377.00
L26 . O0
L77.92
84,75
51. 88
1.22
-2.J6
lu .62
t.22
-2.38
LV-62
-.l_u.)+
I <--REACTTONS (k ) --
loint- -2--- ----Lower columns-----Upper columns-----
oJ . otz
-7.957
4.153
-1.988
2L -360
-10.540
1
ri
T
5l'
-2.704
L .484
3.596
-13.190
.000
.000
.000
.000
I
i'?:I
-L.170
4.825
.000
.000
I
I
I
I
I
I
I
I
I
I
I
I
I
t
I
I
I
I
ADAPT V-4.00(PL-4Plaza, along 4.Ja q
I
Pa
I
IO-FACTORED MOMENTS & REACTIONS
$lculated as ( 1.40D + 1.70L + 1.OO secondary moment effects )I
IPAII 1o.L FACTORED DESTGN MOMENTS (k-fr) 10.2 SECONDARY MOMENTS .. (k-fr)
f, (left) (center) (righr) (lefr) (cenrer) (righr)
=1 --- --2-- --3-- ---4- -5--- -6--- --7-----
_1 -8.63 '182.96 -602.59 67.62 40.66 t9.02
3 -625.82 101.34 -411.88 9.11_ -.04 -9.19B -405.61 343. 03 -442.s7 -4.4G 19.38 43.224 -450.49 '76.90 -257.54 37.02 -33.32 -103.6?G -258 .73 8t_ . t-0 -6 .23 -tO4 .92 -57 .52 _I2 .73IINT 10.3 FACTORED REACTIONS ...(K ) rO.4 FACTORED COLI]MN MOMENTS (K-fT)
r # srRrP reaction BAY reacEion LowER co1 . uppER col .l-r_-- ----2 ----3- --_--4 ___-_s_
- 1 201.03 20L.03 -153.3"7 . O0
I
I
I
z
5
4
5
6
375.50
27t.29
275.44
L75.45
48 .66
27L.29
275.44
1,75 .45
48 .66
l-8.58
-L4.57
Ll_. 07
-3.88
24.41
.00
.00
nn
. UU
.00
I
11-MILD REINFORCEMENT REQUIREMENTS
l========I
I1. 1 SPEC]FIC CRITERIA FOR T W O
I - Tensile block rebar requirementr - Minimum steel
-WAY SYSTEM
0.00075h1
- Moment capacity > factored (design) moment
ebar cut-off lengths specified:
For top bars . ,L7 sPan length
For boLtom bars '33 sPan length
XTEND ONE-THIRD of END-SPAITI BOTTOM BARS TO SUPPOTT CCNTET ].iNC
T
I
I
I
I
t
I
I
I
I
I
I
s
fxtelo oNE-FouRTH of TNTERToR-SeAN BoTToM bars to support center lines
REINFORCEMENT based on NO REDISTRIBUTION of factored moments
I
t TOTAL WEIGHT OF REBAR =+ t6 .!tt
STEEL AT PPORTS
Plaza, along 4
AVERAGE =28 PSF
BOTTOM1,,
I
age
SUTOP
I
I ADAPT V-4.00
DIFFERENT REBAR CRTTERTA AS DIFFERENT REBAR CRITERIA
sq.in. <- ULT.....MIN.
1
ri
l:
.765
1 .485
3.940
5.189
1.080
.450
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000 765 000000 1.485 . 0003.940 7.665
f,. J-6:r I.f,/5
.000 1.080
000 .450
lr.g sELEcrroNoF REBAR AT
IOINT
nt
3t
6
S :333
.000
.000
.000
(sq in. )SELECTION
SUPPORTS
(sq in. )SELECTION
.76
L.49
3 .94
5. 19
J-. U6
.45
4 # 5x 4t-6tl
5 # 5x 5t-6tl
13 # 5x 7t-6tl
L7 # 5x 7r-0rl
4 # 5x 5t_6tt .,
4 # 5x 3r-6rr.
000 000000 .000
REBAR AT
STEEL-
rLL.4 STEEL AT MTD.SPAN
TOP BOTTOM
IPAN AS DIFFERENT REBAR CRTTERIA As D]FFERENT REBAR CRITERIA TRIB.
-# sq.in. <- ULT....TENS
11----2--------3 --4-------5- --6-- -7-------8- -9-------t_O---l- .ooo ( .ooo .ooo .ooo ) 4.s37 ( 4.s37 4.024 .ooo ) 2z.ooJ .000 ( .000 .000 .000 ) .ooo ( .ooo .ooo .ooo ) 22.00
000 .000 .000 2 .261 ( t.275 2.26J.
000
000
000
000
000
000
000
000
000
22 .00
22.00
22 .00
SELECTION OF MID_SPAN]s STEEL
I boTT- tTr'D
t
t
I
I
I
6pAN (sqin.) sELECTION (sqin.) SELECTION
lr-- ------2 -----3 ----4- -s---
-t 4.94 7 # 8 x 6r-0r'
-3 2,26 3 # 8 x 7'-O''
t
I
i1?:_19 ___fl::::_i1::?_-' ____lii_i_ I yi:l Y-i_99--
'lz- PUNcHTNG sHEAR cHEcK
;EGEND:
CONDITION... 1 = INTERIOR COLUMN
I 2=ENDCOLiJMN
I 3=CORNERCOI_,UMN
4 = EDGE COI-,I]MN (PARALLEI, TO SPAII)
I 5 = BEAM OR WAIJIJ (PUNCHING SHEAR CHECK NOT APPLICABLE)
I 5 = STRIP TOO NARRolf TO DEVEL,,OP PUNCHING SHEAR
CASE. 1 = STRESS WITHIN SECTION #l- GOVERNS (COL.CAP OR SLAB)
I 2 = srRESs wrrHrN sEcrroN #2 covERNs (DRop pANEL oR sr,AB)I
I FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi->
I shear moment due to due to allow- STRESSJNT coND. k k-ft shear moment rorAl able RATro cAsE
-J----2--- ----3- -4--- -5--- -6--- -----7- ---8- -9-----10-11f
I
I
t
t
Ir
-3
li
2
1
1
1
1
201.03
375 .50
271.29
275.44
l.75 - 45
48 .66
153 .37
1B.s8
14.57
11 .07
3.88
24 .41,
t-54.08
2r9.29
1_58 .43
160.85
to2.46
5> . I Z
64.09
2.79
2.19
-L. OO
.58
L8.24
228.r7
zzz . vo
rbu. oz
]-62 .5r
103 . 04
57.96
215.03
246.50
189.10
189.10
202 .89
215.03
t;
I
I
I
.06 .01-.01 -.o2
00 UI
age L1 PJ-aza, along 4
.02 (1-4093)
-.0s ( 3115)
. uz ( )J-66,l
(Df,-4
.08 ( 3183)
-.01(r_4r-s9)
.0! (!7 627 )
.10 2s97)
2ss4)
4008)
ADAPT V-4.00
0F-)
r.061 2
- >u z
.85 2
. db z
.5t- z
.2't 2
I
STRESS RATIOS
I
EXCEED ALLOWABLE VALUES, REVTSE SECTTON GEOMETRY.
T'. r*pra-r N-o r40Tlu " FkNrvLt N'v: ^" -'-r ' u,fi-o 'r o P-'&:oa tr-l: -MAXTMUM SPAN DEFLECTrONS NprzbtTo3rl4f-
= = = = = = = =.r4
=
=
=_= = r : =; =,.== ==========-====='=== == =I fANi-'L''-D-t!5:
loncreEe-s modul-us of elasticity . Ec = 3604-oo r"{llrllFit :"treep facEor
Jeffective/Igross... (due to cracking) = 1.00
Irih"re sEresses exceed 6(fc')^r/2 cracking of section is allowed for.
lalues in parenEheses are (span/max defLection) ratios
t
SPA}]DL DI-,+PT DL+PT+CREEP I-,L DL+PT+I-,L+CREEP
1L--- -----2 ---3--- -4--- --5-- --5------
f r .11 .00 .00 (4s2s8) .r0 ( ]-972) .l-1( 1890)
-z -. 03 -. or- -. 04 ( 4660) -.03 ( 6486) - -o7 ( 27rt)
vtL t'-t"x( xoM
6 - FRICT]ON, ELONGATION AND I-,ONG TERM STRESS LOSSES
6.6 LONG TERM STRESS LOSS CATCUI,ATIONS
PARAMETERS :16.6. 1
|[ffi,::3rage
INPUT
strandof elasticity of strand
LOW I,AX
28000.00 ksi
NORt"lAL5 days
1523.00 ksi3504.00 ksi
weight of concrete
lstimat,e age of concrete at stresslng .
$dulus of elast.icity of concrete at stressing .Iodulus of elasticity of concrete at. 28 days i
I
jstimate of average rel-atl-ve rrumlctrty - . . - .
folume to surface ratio of member
of average relatsive humiditY zin5000
50
le.e.2 CALCIILATED LoNG-TERM srREss Loss(average of all tendons) :
I
IPAN start center rlght
lr--- --2-- ----3 -4----L 15.44 L6.44 t5.44
ri I7 .I2
L7.L2
\7.12
I
15.7 FRICTION AND
17.00 1t-6.00 121.00 1
t7 .r2
t7 .r2
L7 .T2
15 .30
1,7 .I2
L7 .t2
L7 .L2
16.30
E]-,ONGATI ON CALCULATIONS
.6.7 .1 ]NPUT PARAMETERS :
toefficient of angular friction (meu) .070 /rad
lioefficienE of wobble friction (K) .0014 /tt
fltimate strength of strand 2'1 0 -0 ksi
latio of jacking stress to strand's ultj.mate strength .... .800
Anchor set .250
lross-sectional area of strand . L53
I
6.7 .2 CALCUI-,ATED STRESSES (average of all t.endons) :
LENGTH <TENDON HEIGHT(in )> Horizontal ratios <-- STRESS (ksi) -->M{ ft P start center right xL/L x2/I' x3/L starE center right
-----2----3-----4------5- -5------7-----8-----9- 10-----LL------t2--
1n
in^2
5.00
8.50
t.75
5.00
R qn
8.50
.00 .50 .10 L59.67 153.17 a69.52
.10 . s0 .10 L73.25 t77 .62 180.39
I
t
I
I
I
t
I
I
l-
'll31_4.00
10.00
8. s0
8.50
8.50
1,.25
5.00
b. f,u
8.50
8.50
l-0
10
10
.50
.50
.50
.l-0
.10
.00
180.39 178
176.r7 171
L58.26 154
,21 .L/O.rJ-
. t4 LO LZO
.6U !52,5+
|rot.: P= tendon profj-Ie (refer Eo legend of data block 9)
t Suresses ai each locatj-on are the average of strands after anchor set,
and after long-term losses
t
T
I
PI
1
age t2 Plaza, along 4 (Pr,-4 ADAPT V-4.00
6.8 TENDON SEI-,,ECTION AND DATA:
CAN<- SPANS----->CAN LEFT RIGHT ANCh' M )C.
<1><2><3><4><5>(in) (in)
<===
J
Itn" o/r ronc'
B 25 24.73
c 8 2t.46ote: Force is the average
Stress ratios are at
.68 .68
.59 . 59l===>value per strand
anchorage (7) ano
1.30 .00
.00 R1
(k)
maximum along tendon (8)
t
I
t
t
I
I
I
I
I
-
L7' l7
I
J
I
t
I
I
I
3
t
I
I
I
/
I
I
I
t
I
I
34
1tl-f "/
...ii
:ti
" t..r.."
i
?AGE I ct 2
Tll|Dorl
f,
U
3 PAII
lb'
O ATA
?6'
lroTts:OROP PAIIILDROP CAP
bt llF Irton O.il llur e.fth e. n&r WUt |ltd.tt tr lr tr h <{_rtglt_,.- ter-t Ha furtlaaa.| -tlyr. IrA EA
I I tb't0 Lt6 ,r0 fa
1.- 41 l0 L7.4t tl .1-+
1 I l1'l0 L40 .tt .44
+I l7'l0 ?T1 .t0 ,t0
5 ?d'l0 ut .t0 ,-r0
r5a
<-.;4iot c Ats__>q!. uur rirtlr A{qntrlrhlr
< -ll€OtEtt-r l€\3fn ALOB Jl|rlL itr tEr td FgtrrrStta
I
7-t0 +o 1-*4-
n t0 t0 ?-+7-+
+l0 +0 ?*7.1-t t0 fs ?-4''?.{'
6 t.o 4,9 74-
I
t
t Redwine-Reizian, Inc-
Structural Engineers
O15O East Beaver Creek Bl-vd., Unj-t 204A, P.O. Box 8009, Avon. CO 8)'620
I ADAPT POST-TENS IONING SI.,AB/BEAM
l-733 Woodside Road, Suitse
SoFTWARE ACr-318-89/UBC-1988
260, Redwood CiEY, California
(v 4.00)
94061
r'"
[:,:
AND TIME OF PROGRAM EXECUITON:
E C T T I T L E:
Antlers Condo Addn / Lionshead
Nov t,1999 At Time: l-4 :58
(PL-E3
a 4LAZA, fiLertA GF,D E-7 | oHr 3:
I.I-GENERAL DESIGN PARAMETERS
IoNCRETE:
STRENGTH aE 28 days .
-I{EIGHTfreeP facEor for deflectionsI
TENSION STRESS limius (mu1ti-p1e of (f t c) ^L/21
&p of exEernaf supporu
Icp of intsernal supporg
Bottom of external span
i.ttom of internal spanr
lOupnBssroN sTREss limirs (mu1tiple of (f,c))
YIEL,,D strength
l-nimum Cover at TOPI.linj-mum Cover at BOTTOMrlr
ECST-TENSIONING:I
TtrSTEMT .Ultimate strengEh of strand
Min CGS of t,endon from BOTTOM for IMIERIOR spans.
lin CGS of tendon from BOTTOM for EXTERIOR spans.
lin specified average post-t.ensioning
Ffax t.endon SPACfNG (multi.p1e of member depth ) . .
f,pndon proflle tlpe and support widthg
I
USED:
o face of support
At all locations .450a,
ITLD REINFORCEMENT:
4000.00 (psi)
LsO.01 (pcf )
2 .00
6.000
6.000
6.000
6.000
60 . 00 (ksi )2.00 (in. )1.00 (in.)
UNBONDED
Average effective st.ress in strand (final) 175.00
]rand area. . 153
lin ccs of t.endon f rom TOP i-.50
27 0 .00
L.25
1..75
125.00
ksi )ksi)
in^2 )in. )in. )in. )psi)
ANALYSIS OPTIONS
tm::.:'ly:l3-'
8.00(see section 9)
YES
TWO-WAY
YES
I
10" tLnbu/ +'* 1'x l'-{ n
Dpt? 4Pt
uivalent. frame formulation Der ACI-318-83
I
l
T
tn"Plaza, along E.3 (PL-83 ADAPT V-4.00
.l
I-INPUT GEOMETRY
2.T - S P A N D A T A
. SPAN TYPE I.,ENGTH DEPTH WEB FL.WIDTH FL.THICK. WIDTH MULTIPLIER
l, ft in. in. in. in. <-left---right->
f-r-- --2-------3 ---4- --s-- --6-- -7--- ----8- -9----
1 1 16.00 10.00 2t6.00
2 1 27 .00 10.00 228.O0 .00
.00
.00
.00
.00
.00
.00
.00
.55 .45I1 17.00 10.00 240.00
4 L 17.00 10.00 228.00
_ 5 t 26.00 10.00 2]-6.00
I,
I 2.2- suPPoRT wrDTHs
I
SUPPORTr WIDTHS I-,ENGTH B Df INT in. ft in. in.
=-1-- ----2 ----3-
art
I
.55
.50
.45
trn q,n
AND
cBc*
COLUMNS DATA
I,ENGTH B D CBC*
lFr i -1n.
l
t
t
I
I
t
I
I,
zli
6
l. o""
I
1lz!3
A
t:
8.00
l_0 .60
10.60
16.00
10.50
L8.00
colut4NS
1,2.OO
t2.oo
12.00
12.00
12.00
l.u. t)5
t0.63
10.63
15 .95
-LU. O-)
.l-u. b5
10.63
10 .63
10.63
15 .95
_LU. b5
10.63
.00 (1)
.00 (1)
.00 (1)
.00 (1)
. oo (1)
.00 (1)
.00
.00
.00
.00
.00
.00
11)
(1)
T1\
(1)
(1)
11\
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
ARE ASSI]MED FIXED AT THE FAR END
2.3- DROP CAP AND DROP PANEL DATA
. CAPT CAPB CAPD]-, CAPDR DROPTL DROPTR DROPB DROPL DROPR
lorNr in in in in in in ft ft ft
l'-1-- ---2- -3--- ----4 --5-- ---6- -7--- ----8 -9--- ---10---
.00
18.00
18.00
18.00
18.00
18.00
.00
48.00
48.00
48.00
48.00
48.00
.00
24.OO
24 .00
24 .00
z+.vv
24.OO
.00
24.00
24.00
24.00
.00
.00
.00
.00
.00
.00
nn
.00
.00
.00
.00
.00
. UU
.00
.00
nn
. UU
.00
.00
.00
.00
.00
.00
I ,NPUT APPI-,, IED LOADING
l---clAss--->f.=DEADL,OAD 1=UNIFORM 3=PARTIALITNIFORM
€=LIVELOAD 2=CONCENTRATED 4=APPLIEDMOMENT
t (Uniform) (Con. or part.) ( M o m e n E)
s.pAN CLASS TypE (k/t:t) (k@fc or fr-fr) (fr-k @ fr)r.-lif -- ---2- -----3 -4--- --5-- -6--- --7-- ----8-I
-.
I
Plaza, along 8.3 (PL-83 ADAPT V-4.00
3 .400
4 .500
3.500
4.800
3.800
5. UUU
3.500
4.800
3 .400
4.500
l_
1
1
1
t_
1
1
1
1
1-
l-
2
1
1
4
1
z
1
z
Ln.f
1I
J
3
$
t
I
l*orr: LrvE L.ADTNG
t
l-"ALCULATED
is SKIPPED with a skip factor of 75
SECTTON PROPERTIES
1.1 AT MTDSPAN
.SPAN AREA (in^2) I (in^a) Yb (in- ) Yt (in- )
lr--- --2-- ----3 -----4- -s------11 2160.00 lgooo.oo 5.oo 5.oo
2 2280.00 l-9000.00 5.00 5.00
l: 2400. oo 2oooo. oo 5. oo s. oo
ls 22go.oo 19ooo. oo 5. oo s. oo
5 2L50.00 18000.00 5.00 5.00
1., Ar JorNrs (face of support)
loor AREA
in^2
I
l-n 4
Ybin.
YT
t-n.
AREA I
in^2 in^4
Yb YT
].n.jr-------2 -----3---- ----4--- ----s-- --6-- ---7-- -----8-------9--
lr . oo .0 .00 . oo 2160. oo l-8000.0 5.00 s.00-2 2544.00 46457 .L 1-L.64 6.36 2664.00 47668.6 11.70 6.30
-)' 2664 .00 47668 .6 11.70 5.30 2784 .OO 48861.8 L1 .75 6 .24
I 2'7g4.oo 4g8G1. g 1-1-.76 6.24 2664.o0 47G69.6 11. ?o 6.30rr5 2664 .oo 47668 .6 r.r-. ?o 6 .30 2s44 .oo 464s7 .r 11.64 6.3G
5 2544.OO 46457 .t tt.64 5.35 .00 .0 .00 .00II
s=====:=:=o
o LOAD MOMENTS,SHEARS REACTIONS
t
I
t
I
I
l
l
I
I
I
<5.1 SPAN MOMENTS K-fT>< 5.2 SPAN SHEARS K >
age Plaza, along E.3 (PL-E3 ADAPT V-4.00
I
-SPAN M (1) (Mmax- - - - - -@) lt (r) sH (1) sH (r)
l-r-- --2-- ---3------ -4-----------s- -6---- --7----r 1 -.89 30.j2 ( 4.40) -201,.4! -L4.66 39.73
2 -207 .s3 l-14.51 (13. s0) -2L9.75 -48.18 49.02
I s -zL3 -46 33.89 (1r.48) -25.49 -43.35 2L-2s
J + -2o.7L L9.43 (4.68) -24!.48 -16.77 42.74
s -2s1. 01 150. 08 (1s.60) -25.49 -52.87 3s '52
< 5.3 REACTTONS k > <- 5.4 COLUMN MOMENTS k-ft ->
oint- ----2 ----Lower columns----Upper columns-----
3
l;
6
|l
6- LIVE IJOAD MOMENTS, SHEARS & REACTIONS
Iir--------
't<-5.]-LIvELoADsPANMoMENTs(k-ft)andSHEARFoRcEs(k)->
-Maxima of NEGATTVE SUPPORT Maxima of POSITM SUPPORT
a and POSITIVE SPAN moment.s and NEGATIVE SPAII moments SHEAR FORCE
tseer M (1) M (max) M (r) M (1) M (max) M (r) sH (1) SH (r)t-1-- --2-- -3--- -----4 ----5- ---6- --7-- -8--- ---9--1 -7.88 85. L9 -268.49 7.06 -78.84
1
2
1,4 .66
87.91
92.38
38.01
95 .6L
35 .52
19.29
1t_7.01
L22.39
51.55
t28 .02
46 .94
-6 -54
5.72
4 -78
-9.5s
25. 53
-1.11_
-8.82
I .62
5.11
-L2.33
33 .64
.00
.00
.00
.00
l 2 -277 .29 153 .28 -290.95 11.51 -33 .321.30 -8t .32
10 .58 -19 .29 52 .7tl-.16 -64 .29 55 .31
57.63 -57.08 27 .922.69 -23.64 57 .96
3 -82 -70.06 46.94
3 -283.1,7 97 .45 -140.074 -139.56 86.05 -321.92 43.03 -87.79
I
t -334.23 2tt.2o -33.58 2.33 -22 .34
< 6.2 REACTTONS k > <- 6.3 COLUMN MOMENTS k-fE ->oint,- ----2- ---Lower columns----Upper columns-----
I
l
t
z
5
4
o
.00
.00
.00
.00
.00
.00
t
-MOMENTS REDUCED TO FACE OF SUPPORT
.-<-8'1DEADLoADMoMENTS-><-8,2LIVE*LoADMoMENTs->
I spaN M(1) M(max) M(r) M(1) M(max) M(r)I -1 -----2 ----3 ----4 ---5- ----6- --7----
1 3 . 81 30 .73 -184 .7'7 - -22 86 .t7 -245 ' 67
I 2 -r8?. oo 114 .50 -19?.83 -249 .33 r53 - 2s -262 .sB
I 3 -r94.67 33.89 -12.L7 -258.42 97 -42 -11s.50
I
age 5 Plaza, along E.3 (PL-E3 ) ADAPT V-4.00
t
PI 4 - 10.31- L9.43 -223.08 -Lts.67 86.08 -297 .00
I 5 -228.L7 160.08 .20 -304.00 2L1.t7 -2 -04
I live Load moments listed are maxima of support negative and span positive
t suM oF DEADANDLT'E MoMENrs (k-ft)
fxima
of negativ
l
T
I
I
I
t
t
I
l
t
I e support and positive l-ive load span moments combined with
lead loading for servi-ceabili-ty checks ( L.OODI-' + 1'00LL )
I
t
r
+
SPA}T M (1) tt't (max) M (r)
-1---- ---2- ---3- ---4---
l- 3.58 115.89 -429-83
2 -436.33 267 .7s -460 -42
3 -4s3.08 131-.31 -L27 .67
4 -125.97 105.51 -520.08
5 -532.!7 371.25 -1.85
TE: These moments are reduced to face
- SEI,ECTED POST-TENSIONING FORCES AND TENDON PROFILES
9.1 PROFILE TYPES AND PARAMETERS
ftcerun:
! = reversed parabola
2 = simpLe parabola with straight portion over support
I = harPed tendon
V.2 TENDON PARAMETERS
TYPE XL/L X2/L X3/L A/I-,
-1--- ---2- -----3 -4--- -----5----
1 .000 .500 .100 .0001 . L00 .500 .l-00 .000
1 .100 . s00 .100 .0001 .100 .500 .100 .0001 .100 .500 .000 .000
.' <---- 9.3 SEIJECTED VAIJIJES
FORCE *<-DTSTA}TCE OF CGS iN.-> P/A WbAl TOTAL FORCEPAN (k / -) Lefr Cenrer Righr (psi) k / -) (k )
u2 634.46 8.50 2.50 8.50 2'78.27 3.481- 634.46
I 3 448.18 8.50 5.00 7.00 1-86.74 1-.809 448. r-84 459.34 7.00 6.00 8.50 201 .47 l-.854 459.34
I s 752.80 8. sO 1.25 5. OO 348.52 / 4.083 7s2.80
* ALL distances are height.s from soffit of respective member at mid-span
Approximate weiqht of strand l-l-55 .2 LB
I
ln"5 Plaza, along E.3 (pl'r-83 )ADAPT V-4.00
15 RE QU I RED MINIMUM Po S T - TENS I oN I NG FoRcEs (kips)-
t
2
q
t
I
I
I <- BASED ON STRESS CONDITIONS ->
fsea5 LEFT CEMTER RIGHT MIN P/A MAx sPAcrNG
T-1-- ---2- ----3- ----4 -5--- ----6-
- 1 .00 (3) 2O.5L
I z 427.68(2) 424.L7I 3 s4s.10 (2) 28. jL
4 .00 (3) .00
I r ss8.35 (2) 6s2.20
s75 .60 (2)
464 .93 (2)
.00 (3)
654.L7 (2)
.00 (3)
270.OO
285.00
300.00
285.00
270.00
I Z - Z>
/b. Jl
80.32
76.3L
72.29
I-,EGEND :
ri3i i;i:;:
l.
lno*
l3
at FACE OF SUPPORT governs
at CHANGE IN CROSS-SECTION governs
on stress, NO POST-TENSIONING required
SERVICE
LE
TOP
FT
BOTTOM
sTREssEs (psi)
CENTER
BOTTOM
(tension shown Positive)
RIGHT
TOP BOTTOM
67 .32 -807.5884.17 -836.l-0
-6.4r -459.1r.
-8.29 -819.93
-429.'t5 -30.48
TOP
-645.73 89.55
-704.95 L48 -4t
-540 -74 L67 .25
-561.l_1 158.18
-944.16 247 .L2
-283.90
7r.35
89.78
-LU.UZ
-zL. I L
-265 .02
-792.46
- 6Z) . )6
-459.30
-825 .64r
l.?
PoST-TENSTONTNG BALANCED MOMENTS, SHEARS &REACTTONS
<--SPAN MOMENTS(K-fT)
riPAN M(1) (Mmax------o) M(r) SH(l) sH(r)\l r--- -2--- --3-- -----4 -----s- ----6 -----7-l1
I
t
I
I
t
I
I
t
I
l
I
1
l3
4
t:
I
T
l
z
3
4
5
.75
245 .57
246 .00
24 .53
359. 00
.00)
.50)
. s0)
. s0)
.00)
zlr. )6
25 I . Z)
25.27
31V . >Z
87 -75
.76
-.44
s.99
1.13
.76
AA
5.99
-9.00
1.13
-6 .6L
-!5Z.Ot
-r5.J5
8.38
-L92.58
I <--REAcrroNs (k ) --ljoint- -2--- ----Lower
COLUMN MOMENTS (K-fT)
columns- - - - -UPPer columns- - - - -
-.764
1.209
-6.430
L4 .990
-10.130
L.]-25
-.494
6.282
-5.391
-4.846
L0.'725
-26, LVO
.000
.000
.000
.000
.000
.000
IPage 7 Plaza, along E.3 (PL-E3 ADAPT V-4.00l
r
tr
1
3
4fl
I
t
l_0.2 SECoNDARY MOMENTS .. (k-fE)(1eft) (center) (right)
4.20 t82.89
-691-.91 420.39
-/J.it.5I LOZ.5+
-31-L.48 L43 . 53
- t t > .5 I 625.65
-587.85
-7t7.99
-774.52
25.75
- -75
-6 -24
-2-46
-r00 -42
56.87
-5.61
-.43
-)v. tz
-29 .9L
42.73
-L2.38
5.37
-97.58
42 .69
28 .95
.00
.00
.00
.00
.00
.00
rNT 10.3 FACTORED REACTTONS ... (k )# STRIP reaction BAY reaction 10.4 FACTORED COLIJMN MOMEMTS (K-fT)
LOWER coL. UPPER coL.
! JZ . )J
z 525. L63 330.984 L55.855 3 4L.32
o IsU. b5
52 .55
525. L6
330.98
155.86
34L.32
130.65
-3.53
-Lt.6I
t5 .92
10.53
-25 -or
b+. tt5
.r^\rv -!a\- J.r-,,nED MOMENTS & REACTIONS
l--------
Lculated as ( 1.40D + 1.70L + 1.00 secondary moment effects )
AN 10.1 FACTORED DESIGN MOMENTS (K-fT)(1eft) (center) (ri-ght)
..-
I
t
J1-MILD REINFORCEMENT REQUIREMENTS
l========
-..!.1 SPECIFIC CRITERIA FOR T W O - W A Y SYSTEM
I - Tensile block rebar regui-rement
I - Minimrrm sf eel- --*eI 0.000?5hI
- Moment capacity > factored (design) moment
.l
lebar cut-off lengths specified:r For top bars ...... .17 span length
For hnftom barsI --- ---tom bars -33 sPan lengtl:
lxrrwo oNE-THTRD of END-sPAN BorroM BARS to support center lines
FXTEND ONE-FOURTH of INTERIOR-SPAN BOTTOM bars to support center lines
t
I REINFORCEMENT based on NO REDISTRIBUTION of facLored momCNTS
I
SUPPORTSTOP
T
1_1t
l
TOTAL, WEIGHT OF REBAR = 1075 L,B AVERAGE 56 PSF
.2 STEEL AT BOTTOM
1n.I PLaza, along 8.3 (PL-83 )ADAPT V-4.00
IOINT AS DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIAL,-# sq.in. <- ULT.....MIN.-1------2- ---3- -4------5---
I
I
I
I
T
I
I
I,
2
l;
;Il-1.3 SEI-.,ECTIONOF REBAR AT SUPPORTS
rOINT
l+ (sqin.) SELEcTToN (sqin.) SELEcTIoN
-1--- -----2 -----3 ---4- ----5-
.000
8.488
.000
.000
8 .488
9.367
1.208
9. s90
.000
.000
l-. vJ5
1 oan
.000
.000
.000
.000
.000
. 000
.000
-720
.000
.000
.000
.000
t.L70
.000
.000
.000
.000
.000
.000
.720
.000
.000
.000
.000
1.l-70
.000
. 000
. 000
.000
.000
.000
.000
.000
.000
.000
.000
18.00
19.00
20.00
19. 00
18.00
li
4l:
6.+>
9.37
1.53
.00
4 # 5x 3r-5rl
Zg # 5x 8r-0rl
31 # 5x 8'-5rr
5 # 5x 7t-6tl
31 # 5x 8r-0rl
+ # 5x 6r-6'r
AT MID-SPAN
T{1 D
.72 l_#8x 4 | _0 | |
t.t7 Z # 8 x 7r-0'l
BOTTOM
AS DIFFERENT REBAR CRITERIA TRIB.
so.in. <- ULT....TENS
lt.n s r E E L
PAN AS DIFFERENT REBAR CR]TERIA
# sq.in. <- ULT....TENS
1 .000
2 .000
3 .000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.981
1.580
1.322
2.864
.000
.9r9
.587
.000
.981
1.580
4 .000
l.
.000
4
.007 L.3222.864 1.845
11.5 SEI,ECTIONOF REBAR AT MID-SPANIIPAI{ (sgin.) STLECTIoN (sqin.) SELECTION
-1--- -----2- ----3- ---4- --5--
.98
1.58
1.32
2 # I x 9'-0'l
2 # 8 x 5r-0'r
2 # I x 6r-0'r
4 # I x 9'_0'l
lr
2.86
I
I
I
I
I
I
Plaza, along E.3 ADAPT V-4.00
3- PUNcHTNG sHEAR cHEcKr ______-
S$BH;",
I
1 = INTERIOR COI-,IJMN
2 = END COLUMN
3 = CORNER COI-,UMN
4 = EDGE COLUMN (PARALLEL TO SPAN)
5 = BEAM OR WALL (PIiNCHING SHEAR CHECK NOT APPLICABI-,E)
5 = STRIP TOO NARROW TO DEVELOP PUNCHTNG SHEAR
f,,,
I
FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN PSi->
t shear moment due to due to a1Iow- STRESS
Jvt coND. k k-ft shear momenE ToTAL able RATrO CASE
=1--- -2--- ----3- -4--- -5---------6-- -7--- -8-------9-----10-
52.55 3.63 ]-37 .L7 34.04323.l_8 t7 .87 188.73 2.69330.98 1_5.92 r93.29 2.39155.86 r-0.53 9r.02 r..s8341..32 23.6t 199.33 3.55
130 - 65 64 _ R? 139.30 45.50
1=2=
STRESS $IITHIN SECTION #1 GOVERNS (COL.CAP OR SI,AB)
STRESS $IITHIN SECTION #2 GOVERNS (DROP PANEL OR SI-.AB)
z
1
1
1
1
z
1.7]-.2t 215.03 .80 1
L9t.42 225.82 .85 2
195.58 225.82 .87 2
92.60 206.23 .45 2
202.87 243.72 .83 2
184.80 2r.5.03 .86 2
l^""t*o sHEAR cHEcK sATrsFAcroRy
IIb ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY -'. +'*t'r l'' 6"
DFor oArt L_I
I
I
I
t
I
T
I
I
I
I
]s. ro Plaza, a
t
long E.3 ( Pi-,-E3 ADAPT V-4.00I
le - nnrcrroN, ELoNGATToN AND LoNG TERM srREss LossEsr =======
'le .s LoNc rERM srREss Loss cALcuLATroNs
!
.16.6.2 rNPUT VALUE :
ILonq-Eerm sLress losses due Lo
and stress reLaxaEion
shinkage, creep, el-astic
are est.imated to a toEalJnorEenlng
lr*n sum of 00 ksi
fe .z FRrcrroN AND ELoNGATToN cALcuLATroNs
I
16.7 .1 INPUT PARAMETERS :
oefficienE of angufar friction (meu) .070
oefficient of wobble friction (K) .0014
l-timate strength of strand
/rad
I f f
ksi
.$atio of jacking stress Eo strand's ultimate surength.... -800
lnchor set .250 in
lross-sectiona]. area of strand .153 in^2
I
46.7 .2 cALcur-,ATED STRESSES (average of all tendons) :
ILENGTH<TENDoNHEIGHT(in)>Horj.zonEa}ratios<--sTREsS(ksi)-->f-,atu fE P start center right xr/L x2/L x3/L start center right!1--- --2----3-- ---4------5- -6------'7-----B 9------10-----11 -72--
l_ 1_6.00 1 5.00 5.00 8.50 .10 L84.51 186.92 L9r,44
. 10 t9r .44 t9't . 47 197 . L9
.10 t97 .a9 rgs.29 198.17
.10 198.17 200.15 L96.34.00 195.73 L89.24 184.53
lz 27.00 r. 8.so 2.so 8.so13 17.00 1 8.50 6.00 7.00
4
5
17.00 1
25.00 1
nn qn
.10 .50.1_0 .50
7.00
8.50
1n6.00 8.50L.25 5.00I
N ote:P= tendon profile (refer to legend
SEresses at each location are the
and after long-term losses
of data block 9)
average of strands after anchor seE,
T
T
t;
C
NoI
I
TENDON SELECTION AND DATA:
PE OFF FORCE CAN<- S P AN S ----->CAN
<1><2><3><4><5>
ELONGATION Stress ratios
I-,,EFT RIGHT Anch. Max.(in) (in)
8.33 .22L5 29.656 29.5411 28.87
-______l
l===>
. 69 .',74.73 .74.72 .72.00
.00
2 -rote: Force is the average value per sErand (k)
Stress ratios are at anchorage (7) and maximum along tendon (g)
/4-t,/ Ll 0N/H/u4 o
PL/+Z -=-------._Af--V
:=i=
4tV?eTY/. tv
i E:6:.......'..,'
:
i
Eg
lg'
TEIIDOX
i.c',.0i
l0 ?o'/0'
T PAII DATA
DROP CAP OROP PAIITT lroTES:
ltr DF trtio O.il |{l.,| RtN|ah F. ti|cr WUt tlrart tL rL h |L <{___r{F><-T.t&rHLh[n*.r-tT!r. XrA XlA
l6 0 ?f,,:67 ,75
1-I 74 0 tfz .Iz .7 t
9 I l0 6 'rit .lt .7.'
k I t0 a Liz ,67 ->vrIl007t?.[z .v7
6 I lh o 7fz .6'?.37
7 l0 o zfz .62 7'
a 1.,0 7ft .t?7t
Iha
<-oio? cAF_>F wb! st |rr Gtrtlrnhhh
<-llfnctt-r tgllmtxgrt'ri!- itr H.rr t t Fglthhlri
I
I
Redwine -Rei zian, Inc .
SE.ructural Engineers
0150 East Beaver Creek BLvd., Unit 2O4A, P.O. Box 8009, Avon, CO 8L620
I ADApT posT-TENSToNTNG sr,AB/BEAM soFTWARE Acr-318-8g/uBc-1988 (v 4.00)
t 1?33 woodside Road, Suite 260, Redwood City, California 94061
IATE AND TIME OF PROGRAM EXECUTION: Oct 2l ,!999 At Time: 11153rI
I * O ,r E C T T r T L E:
lgrog - Antlers Condo Addn / Lj.onshead
r Puezft LlLrtf-L, ftwt-ra CtL tD 0. +II-cENERAL DES]GN PARAMETERS
(PL-54 )
IONCRETE:
SrRBNcru at 28 days 4ooo.oo (psi)
-gEIGHT 1s0.01 (Pcf )
IREEP facEor for deflections 2.00
I
TENSION STRESS limits (mu1tiple of (f'c)^t/2)
lop of external support 5.000
lop of inEernal support 6.000
Bottom of external span 6.000
ll.tt.om of internal span 6.000
I
TOMPRESSION STRESS limit,s (mulciple of (f 'c) )
At, all locati-ons .450
.I
IILD REINFORCEMENT:
Yf EI-.,D strength 60.00 (ksi)
linimum Cover at TOP 2.OO (in.)
I.llnimum Cover af BOTTOM_ BoTToM 1.00 (in. )
EOST-TENSTONTNG :
IYSTEM UNBONDEDthtimate strength of sErand 27O.OO (ksi)
Average effective stress in sErand (finaI) 1-75.00 (ksi)
ItranE area. .153 (in^2)
lln CGS of tendon from TOP 1.50 (in.)
Mln CGS of tendon from BOTTOM for INTERIOR spans. 1.25 (in.)
|in CGS of tendon from BOTTOM for EXTERIOR spans. 1.75 (in.)
lin specified average post-tensioning 125.00 (psi)
Max E.endon SPACfNG (multiple of member depth ) . . 8.00
fendon profile type and support widths (see section 9)
I
ANALYSIS OPTIONS USED:
ments REDUCED to face of support ... YESructure system TWO-WAYuivalent frame formulation per ACI-31-8-83 ..... YESI
I
I
I
l"n. 2 LL- b+(pI ,- 64 ADAPT V-4.00
I-INPUT GEOMETRY:
I
SPAN TYPE
11riil; i
81
T
2,L - S P A N
LENGTH DEPTH WEB
DATA
FL.WIDTH FI,.THICK.WIDTH MULTIPLIER
l-o. uu
18.00
18.00
L8.00
18.00
18. 00
22 .00
.00 .00
.67
.67
.67
.33
.33
.33
.33
.33
.33
.33
.33
8.00 252.008.00 252.008.00 252.00
d . uu zaz . uu
8.00 252.008.00 252.008.00 252.O0
8.00 252.0O
.00 .00.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
2.2 - S U P P O R T W I D T H S A N D C O L U M N S D A T AISUPPORTWIDTHSLENGTHBDCBC*I-,,ENGTH D CBC*
1a2
l3
4
-6-7
olg
I *
.00
.00
.00
.00
.00
.00
.00
.00
8.00
10.63
10.63
10.53
10.63
l-0. 53
10.53
8. 00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
't 2.00 r-00 . 0012.00 10.6312.00 L0.63
12.00 t_0.63L2.OO l_0.631_2.00 10.53
12 . 00 10. 63
t2 -oo 10.6312.00 100.00
1
1
L
1
L
1
1
1
l_
1
I
1
1
L
1_
L
L
1 1n"
I
AIL COLUMNS ARE ASSIJMED FIXED AT THE FAR END
2.3- DROP CAP AND PANEI-,, DATA
f,,*, T:' :ln"CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR
J.n 1n 1n l-n fr fr fr
J'
3
t:
16.00
16.00
16.00
15.00
16.00
15.00
48.00
48.00
48.00
48.00
48. 00
48.00
.00
24.00
24.OO
24.OO
24 -OO
24.OO
24.00
24.O0
24.OO
24.OO
24.0O
24 .00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
nn
.00
.00
.00
.00
.00
.00
I
f7
l8
J-O. V\J
16.00
-LO. VV
48.00
48.00
48.00
24 .00
z1 . uu
24 .00
24 .00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
t
--INPUTI
I
APPLIED LOADING
( Pr ,- 64a9ePI"- 64 ADAPT V-4.00
<---CLASS--->
I : if# i3ffi
1
I
z
L
z
1
z
1
1
z
l- = IINIFORM 3 = PARTIAL UNIFORM
2 = CONCEIflIRATED 4 = APPLIED MOMENT
(Uniform) (Con. or part.) ( M o m e n t)
PAN CLASS TYPE (k/fL)(k@ft or ft-ft) ( ft-k @ ft)
1
5
1
1
I
z
1
11
a'
3l
t
d
6l
7tt
I
7.100
5 .250
4.500
2.l_00
4 .500
3.800
3 .400
5.250
3 .400
5.250
3 .400
5.250
3.400
J . ZaU
3 .400
5 . 25U
.000 6.00
1
1
1
L
1
L
1
1
1
1
1
1
OTE: LIVE LOADING is SKIPPED with a skiD factor of 75
-CALCULATED SECTION PROPERTIES
t
J.,
PAN
AT MIDSPAN
AREA (in^2) I (in^4)Yb (in. )v|- (in )
ti
5
It
2016.00
2016.00
ZUIO. V\J
201_6.00
2015.00
2015.00
20L6.
LO752.OO
L0752.00
r_0752.00
10752 .00
10752 .00
1,O752.00
4 .00
4 .00
4.00
4.00
4.00
4.00
4.
4.
4.
4.
00
00
00
00
00
00
I
I
I
t
I
I
I
I
t
I
I
I
I
t
I
I'
I
00
201_5. 00
PIr-64
10752.00
107s2 .00
4.00
4.00
4.00
4.00
I
I
a9e (PL-64 ADAPT V-4.00
l,
T'
-1f2
-3
4
t:
l3
AT ,JOINTS (faceof support)
AREA
in^2
I
in^4
Yb
Ln.
YIin.
AREA
Ltt z
I
in^4
Ybin.
.00
2400.00
2400.00
2400 .00
2400.00
2400.00
2400.00
2400.00
2400 . oo
.00
s.28
5.28
5.28
5 . Z6
5.28
5.28
5.28
5.28
2400.00
2400.00
2400.00
2400.00
2400.00
2400.00
2400.00
2400 .00
.00
33443
33443
33443
33443
3 3443
33443
3 3443
33443
-40 .07
-62.70
-49.01
-29.62
-30.51
-31.87
-zo.z5
-.tz .5 L
10.72
t0.72
lu. tz
ru. tz
1,0 .72
10.72
]-0.72
t0.72
.00
5.28
5.28
5.28
5 .26
> .26
5 -28
5.28
5.28
.00
.0 .00
33443.8 L0.72
3J+13 .6 LU . I Z
33443.8 L0.72
33443.8 t0.7233443.8 r0.7233443.8 L0 .7233443.8 L0.7233443.8 10.72
lr- DEAD LoAD MoMENrs,
I
SPAN
b -t1 f,Al( >REACTIONS
<5.]. SPAN MOMENTS
M(1) (Mmax------o)< 5.2 SPAII SHEARS k >
sH (1)sH (r)k-ft >
M (r)
t
I
l"
*'
A
s
s
1
3
1
5
I
-32.03
-305.78
-24L.t3
-89.93
- l_06 . 71
-ro9.L2
-83.88
-1?0.09
81.01
130.94
25 -73
39.0s
30.23
40 -2L
L7.28
vJ. J_6
5.60
14.L8
10.80
8.55
9.00
9 .45
7 .65
L2 .65
-z>>.62
-253.05
-8'7 .97
-l_07.53
-t-08.20
-86.28
-L62.s3
-6L .87
t3.5+
56.6U
31.99
31.57
30.68
29.33
34.9'7
32.48
n,
< s.3 REACTTONS k > <- s.+ colffigMENrE-k-fr ->int-- ---2- ---Lower cETim::]i.lppGi cotumns-----
40 .07
136.24
107.81
61.51
62.09
oz .3+
55.55
r I . z6
3Z,16
.82
- .92
2 .40
-7.5t_
6l_.85
.00
.00
.00
.00
.00
.00
.00
.00
.00
-32.03
I
I
I
I
6- LIVE I-,OAD MOMENTS,SHEARS & REACTIONS
t v!- o+ADAPT V-4.00
<-6.1LIvELoADsPANMoMEMrs(k-ft)andsHEARFoRcEs(k)->
f"n" s PI-.'- 64
I Maxima Of NEGATTVE SUPPORT MAXiMA Of POSITIVE SUPPORT
and POSITM SPAN moments and NEGATfVE SPAN moments SHEAR FORCE
l SPAN M (1) tt (max) M (r) M (l) M (max) M (r) SH (1) SH (r)
I-r- ---2- --3--------4- ---5- ---6- --7-- -8------9--r 1 -Ls.42 34.39 -i-05.25 16-94 -32.41 8.38 -19.22 L2.28
2 -Lrz.65 66.83 -139.95 9.4L -17.66 L2.22 -27 .34 29.36
3 -r-35.65 58. s3 -137 .37 L4.69 -52.1-9 24.2I
I
I
I
I
I
I
I
I
T
I
5
6
I
.. LL
I < 6.2 REAcrroNs k > <- 6.3 Pryg-uoueuIs-k-ft ->
Joint -----2 ----Lower coll-umns----Upper co]-umns-----
I
I
I
1
3
4
I
I
t
I
I
I
t_
5
4
I
I
I
I
-r39.75 92.37
-155.80 89.47
-L67.89 97.88
-150.95 87 .65
-262.6L L43.92
lv - zz
5> . OZ
63.96
79.07
96.52
96 .39
85.85
t_1,9.33
50.15
21.50 -45.69
7'1 .74 -54 .94
1'7 .77 -5I .24
15.59 -70.90
rJ . J l_ - z3 . a>
--J. -Jl-
-7.404.3r
-3.86
L.52
-1.50
4 -34.60 33.81
1-5.72 -45.26 49.24
20.05 -47 .27 47 .23
L7 .76 -49.16 45.34
15.65 -40.52 53 .98
17 .29 -65.34 50.15
- rb.l .52
-156.38
-160.65
-250.93
-9s.57
5
b
o
9
| ,"o"
I-MOMENTSI
95 .54
TO FACE
.00
.00
.00
.00
.00
.00
.00
.00
.00
OF SUPPORTREDUCED
<- 8.]. DEAD LOAD MOMENTS -><-8.2 LIVE* LOAD MOMENTS
M ('1 )M (max)M (r)M (1)M (max) M (r)
-]-9 .43 34 .39 -105.25
-]-L2.67 56.83 -l-40.00
-135.67 68.s3 -1-37.33
-l-39.75 92.33 -L58.33
-166.83 89.50 -466.42
-L57 .92 97 .92 -1.60.67
-L60.92 87 .67 -250.92
-262.58 r43.92 -95.58of support negative and span posiEive
1 -32.03 81.01
2 -3 05.75 t30.923 -24I .17 25 -734 -89.92 39.055 -L06.75 30.235 -109.08 40.2r7 -83.92 L7.288 -170.08 93.L7
-299.83
-253.08
-88.00
-107.50
-IU6.I /
-85.25
-1,62 .50
-61.88
I-,ive load moments listed are maxima
r7- SUM OF DEADANDLIVE MOMENTS (K-ft)
G;ril=;;=;;;;;i;==;;;;=;il=;;r;i;;=ii; =i;;=;;==il;;;; =;;*;";=;i;;==
llead Loading for serviceability checks ( 1.00DL + 1.00LL )
SPAN Ml'l)M (max)M (r)
-51.45 115 .40 -40s . 08-4L8.42 t97 .75 -393.08-376.83 94.26 -225.33-229.67 131.38 -275.83
PL-64 ( PL- 54 ADAPT V-4.00
I
I3IIO
7
c
IOTE: These momenLs are
I
-273.58 LL9.73 -274.58
-277 .00 138.13 -246.92
-244.83 LO4.94 -4r3.42
-432.67 237.08 -r57.46
reduced to face
I - seLBcrED posr-TENsroNrNG FoRcEs AND TENDoN PRoFTLES
l========
1.1 PROFILE TYPES AND PARAMETERS
IEGENDf = reversed Darabola
3 = simple pa-rabola with straight portion over supporE
I = harped EendonI
9.2 TENDON PARAMETERS
I rYPE XL/L x2/L X3/L A/r,
t-------r-- -----2------3 -4--------5----1 1 . 000 .500 .100 .000
rij
1 .100 .500 .100 .000t- .100L .100
.500 .100.500 .100
.000
.000
L .l_00 .500 .100 .000
.000
.000
.000
r_ .l_00 .500 . L00
1 .100 .500 .100
100 500 000I
I
I
t
I
I
I
t
t
I
I
I <---- 9.3 SELECTED VALUES
FORCE *<-DISTANCE OF CGS J-N. ->
- SPAN (k / -) I,eft Center RighL
I-r- --2-------3 --4-------5-r L 569.28 4.oo L.75 5.50
2 669.28 6.50 1.25 5.50
I 3 669.28 6.so t.2s 5.so
I 4 669 .28 6. so t .25 6. so
5 659 .28 6.50 1.25 6 .50
I 6 669.28 5.50 t-.25 6. s0
I 7 669 .zB 5 .50 1.25 6 .50
8 669.28 5.50 1.75 4.00
CUI,ATED VALUES -->
Wbal(k /-)
TOTAL FORCE(k)
669.28
669 -28
669.28
669.28
669.28
669.28
569.28
669.28
at mid-span
2053.8 LB
6.100
3.2r3
7 .230
7 .230
I . ZJV
7 .230
7 .230
5 . ZZ t
I ;""*1,*ri!"*!iini'1,
t
heights from soffiE of respecEive member
D L l- Clr.tLt
36 .83 s4.ss(2)
252 . OO
252 .00
(PI_',- 64
J.s REQUI RED MINTMUM PosT - TENS I oN I NG FoRcES (kips)
<- BASED ON STRESS CONDITIONS ->
_SPAN LEFT CENTER RIGHT MIN P/A MAX SPACINGl-r- ----z -----3 -----4 ------s- -G-------I r .00(3) 13r..93 s72.L9(21 252.00 105.43
442 -30 406 .86 (2)2 46s.87 (2)
I t 472.63(2)
I
l_05 .43
105 .43
l"n.PL-64 00
-- q 4
P/^
(psi )
---5-----
55J-. vO
?'l 1 0<
331.95
2?'l o<
2?1 0(
331 . 96
l;
f:
l?fir.;"""(2) stress
1,.,
Based
SPAN
46.87 (r) r-85.35
r_6s . 90 (2 ) 138 . 931,s6.08(2) 2t3.73
70.90 (1) 78.89
449 .67 (2) 669 .23
5.27 -855. 76-72.29 -698.28-359.88 -l-14.39-274.39 -287 -96
L5J ,1> \Z )
rb5,t,0 f z,
74 .25 (L)
30 / . OO \Z
'nn /?1
252.00
252.00
z5z . uv
2s2 . OO
252 . OO
ADAPT V-4.
--:----
105 .43
105.43
105.43
105.43
l_05 .43
.9.6 SERVICE STRESSES
I LEFT cE
(psi )
NTER
BOTTOM
(tension shown positive)
1 -378.50 -76.39
at FACE OF SUPPORT governs
at CHANGE IN CROSS-SECTfON governs
on stress, NO POST-TENSIONING required
TOP BOTTOM TOP
lr
-490.07 -r_73.90
-785. 08 121.11
-333. t_6 -330.81-506.24 -t57 .73
-450.93 -273 .04
RIGHT
TOP BOTTOM
-2t.12 -802 .18
-40 -62 -762.58
-358.36 -97 .t7
-269.99 -296.90-271,.90 -293.02
I
liI
-zot.lo
5v. Jb
-5UZ.O5
-l_ott. vu
-924 .97
-377.44
- lu+5 ..t4
-126 .64
-l6b,5J
??q 4q
-328.6L -L77.87
1.48 -848.06
- !>1 , +1 -+)V . Z>
I 7 Posr-rENsroNrNG
l rr* '-,,0 tit
P A N MOMENTS
(Mmax------@)
B A IJ A N C E D M O M E N T S, SHEARS & REACTIONS
<-- SPA\I SHEARS (K )
SH (1)SH (r)(k-fE)
M (r)
I
I
1 l_04 . 08
2 258.50
3 ZO t .6J
4 272.42
3 Z I L. ZJ6 270.83
-80.02
-96.25
-94.00
-92.42
-93.08
-92.r7
-94.75
8.00
13 .50
9. 00
9.00
9. 00
9. 00
v - vv
269 . 08
267 .33
272.58
27L.17
270.92
273.t7
265.50
-1.60
.04
-.26
.07
.02
- . t5
.44
.04
-.26
.07
.02
-.13
.447 273.42
I I 264.7s
I
I
I
I
I
I
I
I
I
I
I
I
.55
I
I -77 .76 (11.00)t12.92 .55
- <--REACTTONS (k )-->
fioint- ------2 ----Lower cofumns-----Upper cofumns-----I- 1 l_.59G 32.708 .000
zt;
5l:
I'
I
I
a9e
-r_.638
.305
-.335
. 053
.148
-.573
- . 1l-9
.551_
-.594
.466
- .1,44
.07 4
-.o82
.248
- .752
-4r..550
.000
.000
.000
.000
.000
.000
.000
.000
I PIr- 64 ( PL- 54 ADAPT V-4.00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
t
I
I
I
I
l'::PL-54 ( Pr,- 54 ADAPT V-4.00
|lO-FACTORED MOMENTS & REACTIONS
-540 .45
-294.94
-376.32
-374.24
-331.52
-599.41
-207 .57
32.'tL
57.65
56.98
61.58
60 .42
tJv.uz
oz,oz
53.90
45 .48
57.08
59.36
60 .97
f5v.zo
51.t9
58.53
4't .73
90.37
zao . +9
259.96
zzu - 51
-L7.76
-zL-2t
24 .48
-9.46
.00
.00
.00
.00
lal-culated as
lno* 10.r- FACToRED DEsrcN MoMENTS (k-fr)
-# (lefr) (cenrer) (right)1"0.2 SECoNDARY MOMENTS .. (k-fE)
(1eft) (center) (right)
lr
l:
l3
.]OINT 1-0.3 FACTORED REACTIONS ...(K ) rO.4 FACTORED COLTJMN MOMENTS (K-fT)
I # STRIP reaction BAY react.j-on LOWER col . UppER col .
l-1-- ----2 -----3 -4--- --5--
-{5.J-5 ZLt.35-561.93 353.98-511.28 21r_.88
-JUJ..ttd ztz.6l)
-3't2.65 254.74-378.15 283.94
-328.43 231_.85-630.5r 422.82
L >V , J T
t 2 256.40
I 3 259.96- 4 220.34
( 1.40D + 1.70L + 1.00 secondary moment effectss )
58.24
56.52
6r.73
50 .34
60. r_0
oz .5 I
54.65
41.55
I
t
I
5
o
'7
tJ
z3L.VO
z5!.ar
223.14
310.88
131.31
zf,r. uo
25r.57
223.!4
3r_0.88
131 .31
3.81
9.95
-31.02
207.40
.00
.00
.00
.00
.00
I
l.1-MILD REINFORCEMENT REQUIREMENTS
I======== =========I
.11.1 SPECIFTC CRTTERTA FOR T W O
I - Tensile block rebar requirementI - Minimum steel,
-WAY SYSTEM
0.00075h1
- Moment capacity > factored (design) moment
l.u.r cut-off lengths specified:
For Eop bars .17 sPan length
For botEom bars .33 sPan length
XTEND ONE-THIRD of END-SPAN BOTTOM BARS to support center Lines
XTEND ONE-FOIIRTH of INTERIOR-SPAN BOTTOM bars to support center Lines
REINFORCEMENT based on NO REDISTRIBUTION of factored momenEs
t
J
t
t
I
Page 10
I
t
I
I
I
I
I
l PL-64 ADAPT V-4.00
II TOTAL WEIGHT OF REBAR =1225 LB AVERAGE =.38 PSF
BOTTOM
As DIFFERENT REBAR CRITERIAlt., s r B
'JO]NT AS
)i
EL AT SUPPORTSTOP
DIFFERENT REBAR CRITERIA
L .575 ( .ooo .s76 .OOO ) .ooo ( .000 .000 '000.575 ( ,000 .575 .000 ) .uuu ( 'uuu ' \-'rt',|v 'vvv
1.510 (11.510 1.548 . OOO ) .000 ( .000 .000 ' 000-2 11.510 (Ll.5L0 1.548
I: 10.090 (10.090 \.620
ln I .16a / nnn 1 tof
10.090 (1o.o9o \.620 .ooo ) '000 ( 'ooo .000 '000
t-296 ( 1.200 1.296 .000 ) .000 ( .otjo .uou .uuu
L.296 ( L.287 L.296 .OOO ) .000 ( .000 .000 .000
L.296 ( .OOO L.296 .000 ) .000 ( .000 .000 -000
4 r.2s6 ( .OOO !-296 .OO0 ) .000 ( -000 '000 '000
5 1.296 ( 1.200 1.296 .ooo ) .000 ( .000 .000 '000
7 L.296 ( .000 L.296 .000 ) .000 ( . ooo . uuu - uuu
8 l-4.545 Q4.545 1.440 .000 ) .000 ( .000 .000 .000
il9 .792 ( .3s6 .792 .000 ) .000 ( .000 .000 .000I
L1 .3 SEI-,ECTION OF R E B A R AT S U P P O R T S
lorr'rr14 (sqin.) sELEcTroN (sgin.) SELECTION
-1--- -----2 -----3 ---4- ----5-
11 .59 4 # 5x 3'-6,1
12 11 .51- 38 # 5x T,-o,l3 10.09 33 # 5x 8'-6rl
-4 1.30 5 # 5x 5r-5rl
I 1-.30 5 # 5x 6r-5rl
-G l_.30 5 # 5x 6r-Grl'7 1?n 5 # 5x 6'-6r'G ,i'.ii 4i # 5x 7, -G, ,
f9 .79 4 # 5x 4t-6tl
fL.4 STEEL AT MID-SPANTOP BOTTOM
IPAN AS DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRTTERIA TRIB.
S sq.in. <- ULT....TENS
-r----2--------3 --4-------5- --6-- -7-------8- -9-------l_0---1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 2L.00ft .o0o ( .ooo .000 .ooo ) .3o2 ( .zoz .ooo .ooo ) 21.003 .000 ( .ooo .ooo .000 ) .ooo ( .ooo .0oo .ooo ) 21.004 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 21.00
15 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 2t_.00
r .000 ! .000 .000 .000 ) .000 ( . ooo .000 .000 ) 21_.007 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 2t.00.vvv t \ lvv .vvv /
-8 .000 ( .000 .000 .000 ) 3.ss6 ( 3.ss6 3.400 .000 ) 2L.ooI
I
MID-SPAN
(sqin.) SELEcTIoN
.1-1 .5 SELECTIONOF REBAR AT
TIDAN (sqin.) SELEcTION
.30
3 .55
1# 8 x 9'-0rl
5 # 8 x 7t-6tl
ADAPT V-4.00(PTr-64rge 11 PL-64
I
I
t
T
ADAPT V-4.00t!,!-o'tPIr-64
I
l
I
I
IPage 12
f,PUNCHING SHEAR CHECK
1 = INTERIOR COLUMN2 = END COLUMN
3 = CORNER COLLJMN4 = EDGE COTUMN (PARALLEL TO SPAN)
5 = BEAM OR WAIJL (PIINCHING SHEAR CHECK NOT APPLICABLE)
5 = STRIP TOO NARROW TO DEVELOP PIINCHING SHEAR
1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SI,AB)
2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB)
1"""*,
CONDITION. . .t
T
CASE.t
r FACTORED ACTIONS <- PUNCHTNG SHEAR STRESSES IN psi->
I shear moment. due Eo due to allow- STRESS
tNT COND. k k-ft shear momenL TOTAIJ able RATIO CASE
-1--- -2--- ----3- -4--- -5--- -6--- -----7- ---8- -9-----l-0-l;i3l_l: iti i
256 .40
259.96
220.34
25L.05
251,.57
223.L4
310.88
21.5t
24 .48
9 .46
3.81
3.93
o otr
31.02
209 .92
272 -84
180 .40
205.56
205.97
L82.70
254.53
4.71
5 .36
z.v I
. aJ5
.85
2.18
6.79
21,4 .63
2r8.20
1,82 .47
206.39
.zuo.65
1,84 .87
zoL.J5
zzz . z5
222.25
222.25
zzz . z5
222.25
222.25
222.25
.97
.98
.62
.93
.93
z
2
2
2
z
z
z
I
.STRESS RATIOS EXCEED AI-,,LOWABLE VAIJUES, REVISE SECTION GEOMETRY.
II]NCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH CONDITIONSI,1
tMvf'tTl6tQln-
t
I
I
50R6
RurrrrlE. l//fr+ f ft6.
nlrlrw PK= L*Crr r-* F^tLtL'^//'
T/f- PnnP
PACEI ot2
i.6-ti
i
:
:
lFr f!". Lrt'lt D.rar llldr |t Wt(lr e. fttsr l||tt lAata..L lr tr h lr .-n-rttt_>.- tartt Ha tr!|raaar ->lb. xt^ It
I I tb'0 '7,16 f0 5a
7-I 7-1'0 ?U ,r0 .50
n I l7'g ut .ra .st
.--<tot c A f___,
i!. lEr r{.f'| ttr,.rtr:rhhh
<-ll€Oct!-t l5gnr||.q|t| t i
I
Ti Redwine-Reizian, Inc'
Structural Englneers
O15O East Beaver Creek B1vd., Unit 204A, P.O. Box 8009, Avon, CO 6IOZU
I ADApr posr-TENsroNrNG sLAB/BEAM soFTwARE Acr-318-89/uBc-1988 (v 4'00)
t 1733 Woodside Road, Suite 260, Redwood City, CaLifornia 94061
ATE
R
910
T
I
I
AND TIME OF PROGRAM EXECUTION:Oct 2],\999 At Time: l-5: 8
O J E C T T ] T L E:
9 - Antlers Condo Addn / Lionshead (PK-82
-GENERAL DESIGN PARAMETERS
IONCRETE:
ErReNctH at 28 days 4ooo,.oo (psi)
JCEIGHT -1so ' 01 (Pcf)
IREEP factor for deflections 2.00
-
TENSION STRESS limits (multiple of (f'c)^L/2)
fop of exEernal support 6.000
lop of internal support 6.000
Bottom of external span 5.000
J.ttom of internal span 6.000
I
toupREssroN sTREss fimirs (mulrip]e of (f'c))
AE all locations .450
-tIILD REINFORCEMENT:
YIEI-,D strength 60 .00 (ksi)
finimum Cover at TOP 2.00 (in.)
finimum Cover at BOTTOM 1.00 (in.)
1|osT-TENSTONTNG:IYSTEM TJNBONDEDtlltimate strength of strand 27O.OO (ksi)
Average effective stress in strand (final) ...... 1-75.00 (ksi)
lcrana area. .L53 (in^2)
lin CGS of tendon from TOP l-.50 (in.)
Mj-n CGS of tendon from BOTTOM for fNTERfOR spans. I.25 (in.)
fin CGS of tendon from BOTTOM for EXTERIOR spans. 1.75 (in.)
lin specified average posE-tensioning 125.00 (psi)
llax tendon SPACING (mu1tip1e of member depth ) . . 8.00
fendon profile tlpe and support widths (see sect,ion 9)
I
ANALYSIS OPTIONS USED:
foments REDUCED to face of support ... yES
Jtructure system TWO-WAY
.uivalent frame formulation per ACI-318-93 yES
I
T
l
t
f.n. 2 Upper Pkg, along E.2 (PK-E2 )ADAPT V-4.00
I-INPUT GEOMETRY
2.I - S P A N D A T A
.. SPAN TYPE LENGTH DEPTH WEB FL. WIDTH FI.,,. TH]CK. WIDTH MULTIPLIER
f ft in. in. i-n. in. <-1eft---right->
l-r-- --2-- -----3 -4--- -----s---------6- --7-- -----8- -9----
1 1 15.00 8.00 2t6.oo .00 .00
a 2 L 2'7 .0O 8.00 21-6.00 .00 .00
| 3 1 17.00 8.00 21-6.00 . oo . oo
.50 .50
.50 .50.50 .50
t
t 2.2- suppoRT wrDTHs AND coLUMNs DATA
SUPPORTWTDTHS]-,ENGTHBDCBC*LENGTHBDCBC*
OINT in. ft in. in.ft in. in.ir r_------2- ---3- |fr"-------5-----6- --7------8 --9----10----I 1 .00 12.00 r_00.00 8.00 (1) .00 .00 .00 (1)- 2 .oo r-2.oo 10
II
)b
I a.'
/,L
lf)
, nlbt'
t
I
I
I
I
I
t
I
'r-
I
aI,?age 3 Upper Pkg, al-ong 8.2 (PK-82 )
1) .oo .00 .oo (1)
L) .oo .oo .00 (1)
l_) .00 .00 .00 (1)
a . G3 10.63
J : . oo 12.00 10.53 l-0.63
4 .o0 12.00 10.63 10.53
I * elt.,, coLUMNs ARE AssuMED FrxED AT THE FAR ENDT
I-TNPUT APPLIED LOADING
.-l
l---cmss---'-r=DEADLoAD 1=uNrFoRM 3=PARTTAI-,uNrFoRM
I =I,IVEI-,OAD 2 =CONCENIRATED 4 =APPLIEDMOMENT
I (Unlform) (Con.orpart.) (Moment)
SPAN CLASS TYPE (k/ft) (kOft or ft-ft) ( ft-k @ ft)
Ir-- ---2------3- -----4- ----5- --6-- ---7- -----8-
I
NOTE: LIVE L,OADING 1s SKIPPED wi-th a skip factor of .75
r_ 1 1 2.000rl 2 L .900
It2 1 1 2.ooo
a2 2 L .90o
!: 1 1 2.ooo3 2 1 .900
I
I
ADAPT V-4.00
l.r Ar MTDsPAN
r-cALcULATED SECTTON PROPERTTES
-S.PAN AREA (in^2) I (in^a) yb (in. ) yt (in. )f.l1--- --2-- ----3 -----4 --5------
-1_ L728.00 921"5.00 4.00 4.002 L728.O0
L728.O0
>z-Lb. uu
9216 .00
4 .00
4 .00
4.00
4.00
15- DEAD LOAD MOMENTS, SHEARS & REACTIONS
I
-22 .92 11.08
l.-
r;t-
2t;
I
l'n"
10.14
48.74
50.07
11.08
.00
.00
.00
.00
-3.00
5.35 -11. t 6.00 -5.30.00 -tt.92
'-.2
50
L - 5t
2L .93
22.53
4 .99
Upper Pkg, along E.2 (PK-82
I
I
I
t <s.1 sPAN MoMENTS k-ft>-sPAlI M(1) (Mmax------@) M(r)
< 5.2 SPAN SHEARS K >
Drl \ -L .i
eIJ /rl
5 -1- ---2- - - - -3 - -4-- --- -5 --6- - ----7 ----
f 1 -s.55 20.!t ( s.2o) -99.43 -10 ' 14 21"87
t 2- -105.70 74.6a (13.50) -109.51, -26.86 27.ls
Il
LIVE I-,OAD MOMENTS,SHEARS REACTIONS
I.<-6.1LIVELoADsPANMoMENTs(k-ft)andSHEARFoRcEs(k)->
I Maxima of NEGATIVE SUPPORT Maxima of POSITM SUPPORT
- and POSITIVE SPAN moments and NEGATM SPAN moments SHEAR FORCE
J rA.T\M (1)M (max)M (r)M (1)M (max)M (r)sH (1) sH (r)
I -7 .22 15.05 -44.73 -4.56 9.84
2 -47 .56 33.60
- 3 -46.68 18.38
T
3 -103.75 27.61, (11.48)-3.09
DL
< 5.3 REACTIONS k > <- 5.4.-COLUMN Movrnr'r.Fq k-ft ->
oint- ----2 ----Lower columns - - - -Upper coLumns-----
Ll-glllgN MsJ'rTs-k-fr ->
cd[-umns: - - -Upper columns - - - - -
.00
.00
.00
.00
.00 -12.09 12.21-
I.96 -10.31 4.99
l.roint- ----2 ----Lowerr 1 4.56 -2
AD
t
I
APT V-4.00
d} -MOMENTS REDUCED TO FACE OF SUPPORT
-
<- 8.1 DEAD I,OAD MOMENTS ->
spAlJ M(1) M(max) M(r)
<-8.2 LIVE* LOAD MOMENTS
M(1)M (max) M (r)
20.12 -99.42 15.05 -44.73
74.68 -109.50 33.50 -49.27
I
!
t
1 -q qq
2 -1-05 .67
3 -103.75
-47 .56
-46.67
SPAN
27.61 -3.09 18.38 -3.00
Live load moments listed are maxima of support negative and span positive
- SUM OF DEADANDLIVE MOMENTS (K-ft)
r========laxima of negative support and positive live load span moments combined with
dead loading for serviceabllity checks ( 1.00DL + 1.00LL )
I
t
Mfl)M (max)M (r)
3 1 .100 .500 .000 000
-r2.772 - l_53.23
3 - 150 .43
35.L7 -L44.L5
LU6.26 -LalJ- t I
45. 98 -6.08
NOTE: These momenLs are reduced to face3
-9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES
B.T PRoFILE TYPEs AND PARAMETERS
LEGEND:
I = t"n.tsed paraboia
| = simple parabola with straight portion over support3 = harped tendon
4.2 TENDON PARAMETERSTYPE XL/L X2 /r., X3 /L A/r-,---1- -----2- -----3- -----4- --5----I11 1 .000 . s00 .100 .000
-2 1 .100 .500 .l-00 .000
SP'-1
1
2
r3
t
I
<---- 9.3 SELECTED VALI'ES
FORCE *<-DISTANCE OF CGS in. ->
AN (k /-)Left Center Rioht
228 .20 4 . 00 L.75 5.50
228 .20 5. 50 L.25 6 . 50228.20 5.50 L.75 4.00
ALL distances are heights
proxi.mate weight of strand
<-- 9.4 CALCULATED VALUES -->P/A Wbal TOTAI FORCE(k / -')(k)
-----7- ---8-
2. O8o 228.201.096 228.201.842 228.20
mid-span
294.8 LB
T
t32 .07
]-32 .07
from soffit of respective mehber at
I
I
I
i s:J"Upper Pkg, along E.2 (PK-E2 ADAPT V-4.00
f.r
REQUTRED MINTMIIM PoST-TENS
<- BASED ON STRESS COND]TTONS ->
SPAN LEFT LIII\ I IAIA RIGHT
IoNTNG FoRCES (kips)
MIN P/A MAX SPACING
1 .00 (3
2 2t8 .7]-(r
.00 1e4.87 (1)
123.01 228.r7 (r)216 .00
2]-6 .00
216.O0
90.37
90.37
90 -37
|
. 206.28 (1..00 .00 (3)
LEGEND :
1(1) Stress at FACE OF SUPPORT governs
l(2) Stress at CHANGE IN CROSS-SECTION governs
-(3) Based on stress, NO POST-TENSIONING required
3
tD.6 SERVIcE STRESSES lpsl)
l"*LEFT
TOP BOTTOM
-132.4t -131.71361.33 -625.45336.57 -600.59
POST-TENSIONIN
CENTER
TOP BOTTOM
-L53.47 -110.55
-.165 . :ro zzL .60
-L>1 .t6 -bv.Lt
(Eension shown poslEive)
RIGHT
TOP BOTTOM
316.00 -580.12
Jt>.+o -otJ,36
-t25.63 -138.49l.
l,
t
I
I
t
I
t
I
t
I G B A L A N C E D M O M E N T S, SHEARS & REACTIONS
<--SPAN MOMENTS(K-fT)
rSPAN M(1) (Mmax------@) M(r) SH(l) sH(r)
I-r- ---2- ----3- -4--- --s-- ---6- ----7------r 1 L2.83 -3i-. 07 ( 8. oo) 58 ' 15 .r4 .r4
2 58.52
l t 60.44
-40.30 (13.s0)
-33.9r- ( 8. so)
60.54
4 .85
- .07 -.o7
.47
r <--REACTTONS (k )--
fioint- -2--- ----Lohter coLumns-----upper coLumns------ L -'139 L2'825 'ooo: 2 .2I4 '379 ' 000
I 3 -.54s -.100 -ooo
' 4 .474 -4.848 .ooo
t
l
-
age Upper Pkg, along E.2 (PK-E2 ADAPT V-4.00
I
l
I
?O-FACTORED MOMENTS & REACTIONS
-
trbfculated as ( 1.40D + L.70L + 1.00 secondary moment effecEs )
lpAN 10.L FAC?ORED DESTGN MOMENTS (k-fr)
-# (lefE) (cenrer) (righr)r_0.2 SECoNDARY MOMENTS .. (k-fr)(lefE) (cenEer) (right)
-1--- --2-- --3-- ---4- -5---------6- ----7-----
11 -7 .2t 65.47 -204.64 L2.82 !1.7L 10.59t2 -2L7 .gL L73.G7 -224.04 Lo.gl i_1.99 13.013 -211.69 78.76 -4.57 L2.9L I .88 4 .85
INT 10.3 FACTORED REACTIONS ... (K )H STRIP reaction BAY reaclion r.0.4 FACTORED COLUMN MOMENTS (k-fr)
LOWER col .UPPER col .
l-1-- ----2- ----3 -4---- -5---I 1 2r-.81_ 2L.81 .83 . oo'2 l_05.73 i_05.73 -13.25 .oo
ot
107. B5
z+-+o
].2.39
_1 .tJ5
1-MILD REINFORCEMENT REQUIREMENTS
1.1 SPECIFTC CRITERIA FOR T W O - W A Y SYSTEM
- Tensile block rebar requirement
- Mi-nimum steel o. ooo7shl
I - Moment capacity > factored (design) moment
tRebar cut-off lengths specified:
For top bars . .I7 sPan length
I For bottom bars .33 sPan length
I
EXTEND ONE-THIRD of END-SPAN BOTTOM BARS to supporE center lines
JXTEND ONE-FOURTH of INTERIOR-SPAN BOTTOM bars to support cenEer Lines
I
I
'
REINFORCEMENT bASEd ON NO REDISTRIBUTION Of fACTOTEd MOMCNTS
| 1 ',2i22
I
.00
.00
TOTAL WEIGHT OF REBAR = 331 I-,8 AVERAGE 31 PSF
j"2 sTEEL AT SUPPORTS
TOP BOTTOM
EOINT As DIFFERENT REBAR CRITERIA AS DIFFERENT REBAR CRITERIA
- # sq.in
fr-- ----2 ----3- -4------s- --6-- -i-------B- -9----11 .576 ( .ooo .576 .000 ) .000 ( .ooo .000 .000 )
I
age 7 Upper Pkg, along 8.2 (PK-E2 )ADAPT V-4.00
I
PI 2 4.066 ( 4.066 1. s48 .000 ) .000 ( .000 .000 .000 )13 4.34s ( 4.34s 1. s84 .000 ) .000 ( . ooo .000
t
I
I
I
I
l-
4
-3l4
.6t2 .000 .61,2 .000 ).000 .000.000
.000 )
.000 )
18.00
18.00
18.00
l';i'SELECTIONOF REBAR AT SUPPORTS
* (sqin.) SELEcTION (sqin.) SELECTIoN
fr-- -2--- --3-- -4--- --5--
lr .58 4 # 5x 3'-5rl
4 -07
4.34
I]..4 STEEL AT MID-SPAN, ToP
SPAN As DIFFERENT REBAR CRITERIA AS
fe # 5x 7'-0rt
15 # 5x 7t-6tl
+ # 5x 3r-6rl
BOTTOM
DIFFERE}]:I REBAR CRITERIA TRIB.
.000 .000 .000
t.652 2.003 .000
.000 .000 .000
1 .0002 .0003 .000
. 000
2.003
. 000
.000 .000 .000.000 .000 .000.000 .000 .000
lt.u sELEcrroNoF REBAR AT
-SPAN (sgin.) SELECTION
MID-SPAN
(sqin.) SELECTIoN
z z . uu 3 # 8 x 9'-0rl
T
I
t
I
I
I
I
I
I
T
[.n" 8 upper Pkg, along 8.2 (PK-E2 )ADAPT V-4, OO
r - PUNcHTNc sHEAR cHEcK
IEGEND:
CONDITTON... 1 = INTERTOR COLUMN
I 2=ENDCOLTMNI 3=coRNERcoLUMN4 = EDGE COLUMN (PARALI-.,EL TO SPAN)
- 5 = BEAM OR WAIL (PUNCHING SHEAR CHECK NOT APPL,ICABLE)
I 5 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR
-cAsE. 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB)
7 2 = STRESS wrTHrN sEcTroN #2 GovERNs (DRop pAlrEL oR sLAB)
I
I FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi->
N shear moment due to due to aliow- STRESS
Tf,ff COND. k k-f t shear moment ToTAL able RATIO CASE
-1----2-------3 --4---------5--- -5--------7- ---8- -9-----10-tr=-ta2 1 10s .73 13 .25 242 .52 24.81 267 .33 22t.84 I.2l 13 1 r_07.85 12.39 247 .38 23 .2r 270 .59 22L.84 1, -22 1
.4 2 24 .46 1. 83 85.53 L9 .71, r05 .24 2t5 .03 .49 l_
l'
I RESS RATIOS EXCEED AILOWABLE VALUES, REVISE SECTION GEOMETRY.t
PT]NCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH CONDITIONS 5 OR 6
I
tlI'
I
t
T
I
I
I
I
l
LlhJfHrvlO
^uxr*,!/(!-k......!!-.k!.:..,,r....-n!--.e{k-......,..k.
^u,,*i.if.:,;.r"---.^.r*^PCtIot2
iEi,! / ,'.,i'f.0:
:
:
t
I
I
I
t
I
tt,
SPAII DATA
DROP CAP
'?-0'/ 0' l0'
TETDOt|
T
I
OROP PAilTt ]roTE3:I
I
I
t
T
t
-ffiffi,,1
*.r fltr L.ngn O.tfi ||Ltr F. U(|i F. nrg. t||{t faslrt ft lr lL h lr .{t-rttt-><- t.r&r Ha Pa,trra.rr ->DD. ItA )s|/t
I l6'v | 't-la -7
??-0 a lv It 7ttlhIl+lt ?
4-t0 0 l'7-lt 7tIt00lvlt7
6 I l0 0 la.le 7
7 t0 0 lt-l>7
6 /-d 0 17.-t>7
r|ll <-oiol cA+->
lF r&r an tr ii..rttshhh
<-llGtoEt!-> t5gnrA.o|| t rl'tt itr ntlr ll ig,rhhttt
I
l
i Redwine-Reizian, Inc.
StrucEural Engineers
0150 East Beaver Creek B1vd., Unit 204L, P.O. Box 8009, Avon, CO 8152 0
I ADApr posr-TENsroNrNG sLAB/BEAM soFTwARE Acr-318-89/uBc-1988 (v 4.00)
I 1733 woodside Road, Suite 250, Redwood City, Californi-a 94061
.llATE AND TIME OF PROGRAM EXECUTION:
!
-RRO,IECT TrTLE:
Dstog - Antlers condo Addn / Lionshead
Min CGS of tendon from BOTTOM for INTERIOR spans.
fin CGS of tendon from BOTTOM for EXTERIOR spans.
lin specif ied average post-tensioning
FFax E.endon SPACING (mu1tiple of member depth ) . .
fendon profile tlpe and support wj_dths
I
ANAIJYSIS OPTIONS USED:
lments REDUCED to face of support ...
JrucE.ure syst.emuivalent frame formulation per ACI-319-93 .....
I
Oct 21 , L999 AE Ti-me : l-7 : I
(pk- 64 )
4000.00 (psi)
1s0 . 01 (pcf )
2 .00
6.000
6. 000
5.000
5.000
50.00 (ksi)
2.oo (in. )L.00 (in. )
1.25 (in.
1-.75 (in.
12s.00 (psi)
8.00(see secEion 9)
YES
TWO-WAY
YES
I-GENERA]-, DESIGN PARAMETERS
SxcRnrn:
Blnpncru at 28 days
WEIGHTfteeP factor for defl-ections
-
TENSIoN STRESS limits (mu1tip1e of 11rq)^7/2)
lop of externaL support
]p of internal support
Bottom of external span
; ttom of j-nternal span
I
SlapnEssroN sTREsS limirs (mulriple of (f 'c) )At all locations .450
'ILD REINFORCEMENT:
YIELD strength
linlmum Cover at TOPI,
Jn1mum Cover at BOTTOM
E)ST-TENSIONrNG:ITSTEM UNBONDEDllltimate strength of strand 27O.OO (ksi)
Average effective stress 1n strand (final) 175.00 (ksj-)
]rand area . . 153 ( in^2 )ln CGS of Eendon from TOP 1.50 (in.)
I
t
I
J"n"Upper Pkg, along 6.4 (pk-54 ADAPT V-4.00
Il-TNPUT GEoMETRY!
= = = = = = = = = = = = = = = = = = = ==== = = = = = = == = = ========= = == = =
2.L - S P A N D A T AI
SPAN TYPE LENGTH DEPTH WEB FIJ.WIDTH FI,.THICK. WIDTH MULTIPIJIER
I ft in. in. in. in. <-1efts---ri9ht->
!-r- ---2- -3--- -----4 ---5- ---6- --7-- -----8- -9----
.00 -62 .38.00r- 1 16.002 t 28.00
8.00 252.00
8.00 252.008.00 252.00 .00
8.00 252 .OO .00
.00
.00 .00 .62 .38
.00
.00
.00.00 .00
J
4
5
o
6
t
I
T
I
r. r_8 . 00r. 18.001- r.8.001 18 .001 18.001 15.00
.62
.62
.62
.62
.38
.38
.38
.38
8.00 2s2.oo
8 .00 252.OO8.00 252.00
8.00 252.00
.00
.00
.00
.00
.62 .38
.62 .38
2.2 - S U P P O R T
SUPPORT
WIDTHS AND COI,UMNS DATA
I
I
t
l
I
I
I
I wrDrHs
JOINT in.
LENGTH B Dfr1T.| llt
CBC*LENGTHBDCBC*
ff- in in
L
2
3
4
5
o
8
.00
.00
nn
.00
.00
.00
.00
.00
.00
L2.00
L2 .00
12.00
L2 .00
12.00
12.00
12 .00
12.00
t2 -oo
10.53
l-0 . 53
t-0.63
10.53
r.0.63
10 .63
10 .63
L0.63
10.53
10.63
10.63
10.63
10 .63
10 .63
10.63
10.53
10.63
.00 (1)
.00 (1)
.00 (1)
.00 (1)
.00 (1)
.00 (1)
.00 (1)
.00 (1)
.00 (1)
z
1
_f
1
1
1
1
z
1
z
-L
T,
2
t
I
["n. 3
I
l
a
I
l
* ALL COLT]MNS ARE ASST]MED FIXED AT THE FAR END
-INPUT APPLIED ].OADING
-,*---CL,ASS--->-1 =DEADLoAD t=uNrFoRM 3=PARTTALIJNTFoRM
J=LIVELOAD 2=CONCENTRATED 4=APPLIEDMOMENT
I (uniform) (con.orpart.) (Moment)
spAN CLASS TYPE (k/fr) (kOfr or fr-ft) ( ft-k @ fE)f 1-- ---2- -----3 -4--- --s-- -6--- --7--- ---8-
ta
2 -3L0
1.050
310
050
Upper Pkg, along 6.4 (pk-64
1)
1)
l_)
1)
1)
1)
1)
r)
r)
00
00
00
00
00
00
00
00
00
.00
- UU
.00
.00
.00
.00
.00
.00
.00
ADAPT V-4.00
l,
3li
l;
t:
l;
2.310
1 .050
2 .310
1 nqn
2.3t0
1.050
2.310
1.050
2.3LO
r-.050
1
1
l_
z
I
1
1
z
L
2
1
a
1
1
1
t_
1
1
L
I
l3 : : ?:313
It{oru: LIVE LoADTNG is SKTPPED with a skip factor of .75
-
II
l-cALcULATED SECTTON PROPERTTES
l========
4.1. AT MIDSPAN
I
lpeu AREA (1n^2) r (in^4) Yb (in. ) Yt (in. )
-1--- --2-- ----3 -----4 --5------
lr 2oL6.oo i-o7s2.oo 4.oo 4.ooJz 2o1G. oo Lo752.oo 4. oo 4. oo
3 201-5.00 10752.00 4.00 4.00
a4 20L6.00 10752.00 4.00 4.00
ls 2016. oo 10?52.00 4. oo 4. oo
-6 2016.00 L0752.00 4.00 4.00
_7 2015.00 L0752.00 4.00 4.00Ie 2016. oo 1o?s2. oo 4. oo 4. oot
5- DEAD LOAD MOMENTS, SHEARS & REACTIONS
I <5.1 sPAN MoMENTs k-frrspas M(1) (Mmax------o) M(r) sH(l) ss(r)
--1-- -2--- --3-- -----4- -----5- -6--- ---7----
I r -L.34 23.43 ( 4. Bo) -r2s.74 -10.70 26.26a 2 -L32.98 9s.60 (14.00) -128.58 -32.50 32.18
3 -120.78 t3.92 (r_0.80) -45.97 -24.95 r_6.63
) 4 -47 .92 36.42 ( 8. ss) -66.83 -19.74 2r.84
I s -66.32 29.60 ( S. OO) -er. Sg -21.0s 20. s36 -6r.71 31.30 ( 9.00) -62.79 -20 -73 20.85
- 7 -62.74 30.7L ( 9.00) -62.96 -20.78 20.80
,lrI
I
I
T
t
t
I
Jun. 4 Upper Pkg, along 5.4 (pk- 6a ADAPT V-4.00
| 8 -63.01 34.8s ( 9.38)
< 5.3 REACTIONS K >
oint- ----2 --Lower
-3.89 -2r.27 l_3.38
I
a2
l3
|;
t^
-rJI-I
10.70
58.75
57.13
36.37
42 .89
4L.26
4L .63
+z,vt
13.38
col-umns-----
.00
.00
.00
.00
.00
.00
.00
.00
.00
I Maxima of NEGATIVE SUPPORT
and POSITIVE SPAN momenLs
Maxima of POSITIVE SUPPORT
ANd NEGATIVE SPA}I MOMENTS SHEAR FORCE
SPAN M (1)M (max)M (r)M (1)M (max)M (r)sH (1) sH (r)
l1-- --2-- -3--------4- ---5- ---6- --7-- -8------9--
I 1 -2.52 20.06 -s7 .L6 2.L6 -t5.46 2.t9 -4.87 11.93
' 2 -60.45 43.45 -58.45 2.48 -6.48 r..g6 -L4.77 14.G33 -54.90 20.75 -27 .25 2.23 -L7 .28 9.09 -1,L.34 7 .55
| + -27 .Ls 22.13 -30.3s 8. 02 -s.70 2.37 -e.97 9.93
I s -30.15 20.06 -27.99 2.68 -9.97 2.65 -9.57 9.335 -28.05 19.90 -28.54 2.85 -9.23 2.69 -9.42 9.48
)7 -28.52 18.81 -28.62 2.37 -8.30 2.'75 -9.44 9.46
f 8 -28.64 17 .33 -2 -1,3 2.44 -6. s0 .80 -9.67 5.08
LL
t < 6.2 REAcrroNs k > <- G.3 coLlJMN MoMENTs k-ft ->lJoint -----2-- --Lower cEffi corumns-----t 4.87 - .62 .00J z 26.7L -2, )q . ooI 3 25.s7 &'> .oo4 16. s3
-Et
. oor 5 l-9.50 .23 . 00f 6 i.8.75 -.06 .00
'7 Lg.g2 .02 .oo
_8 19.12 -.03 .00
! 9 6. 08 7.7'7 .00I
I-MOMENTS REDUCED TO FACE OF SUPPORTI======================== = = = = = = = ==== = = = == ======== = === ==== ====
I <- 8.1 DEAD LOAD MOMENTS -> <-8-2 LrVE* LOAD MOMENTS
I SPAN M(1) M(max) M(r) M(I) trl(max) M(r)
DL<- s.4 COLII14I{ MOMENTS k-f t ->
columns- - - -Upper
.35
-L.96
.51
-.LZ
.05
3.88
-le - LrvE LoAD MoMENTS, SHEARS & REAcrroNs
-
==========
!<-6.1LIvELoADsPANMoMEMrs(k_fE)andSHEARFoRcEs(k)->
t
I
I
I age 5 Upper Pkg, along 6.4 (Pk-5a )ADAPT V-4.00
ri
r2
l8
t
I
-1-.34 23.43 -r25.75
-133.00 95.58 -128.58
-120.75 13.93 -45.97
-47 .92 36,42 -56.83
-56.33 29.60 -61.58
-6L.7r 3l_.31 -62.79
-62.74 30.71 -62.96
-63.02 34.85 -3.89
-2.62 20.07 -57. L6
-60 .44 43 .46 -58 .44
-54.90 20.75 -27 .25
-27 .1-8 22.1,3 -30.38
-30.15 20.05 -27 .99
-28.05 19.90 -28.54
-28.52 18.8r. -28.62
-28 .54 17.33
t
I
I
t
I
t
I
I
I
- -2.r3
J li.r" load moments listed are maxima of support negative and span positive
I - suM oF DEADANDLTvE MoMENTS (k-ft)
i;;i;;=;=;G; i; =il"*;; =ffi =;;; i; i;; =il;; = i;;=;;;=ffi;;;; =;;*;il;=;i;;= =
Jead loading for serviceability checks ( 1-00DI-, + 1.00LL )
SPAN M (1) M (max) M (r)I -1--- ----2 ----3 ----4---1 -3.95 43.50 -182.91
2 -L93 .44 13 9 . 04 - l-87 . 03
3 - 1,75 .65 34 . 58 -73 .22
4 -75.11- 58.55 -97 .20
5 - 96 .47 49 .66 -89. 58
6 -89.76 51.21 -91.33
7 -9:-.26 49 .52 -91.58
8 -9L.65 52.1,7 -6.02
I
I
jOTE: These moments are reduced to face
I
9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILESI
t
9.1 PROFILE TYPES AIVD PARAMETERS
I,EGEND:
I = reversed parabola
2 = simple parabola wi.th straighE portion over supporti = harped tendonI
-.2 TENDON PARAMETERS
TYPE Xr/L X2/L X3/L A/r,l-------1- -----2 -3--- ---4- --s----!1 1 .000 .500 .100 .0002 1, .100 .500 .L00 .000
ri 1 .1_00 .500 .100 .0001 .100 .500 . r00 .0001 .100 .500 .1-00 .000
15 1 .100 .500 .100 .000t7 1 .100 .500 .100 .000f8 l_ .l_00 .500 .000 .000
I <---- 9.3 SELECTED VALUES
FORCE *<-DISTANCE OF CGS in.-> P/A Wbal TOTAL FORCE
IsPAN (k /-) Left center Right (psi) (k /-) (k )
l-1-- -2-------3 --4-------s- -----6- ----7- ---8------
I
I
Je 6 Upper Pkg, along 6.4 (pk-64 )ADAPT V-4.00IL 289.49 4.00 1.75 5.50 L43 .57 2.639 289 .49
I
f* ALI-, distances are heights from soffiE of respective mernlcer at mid-span
Approximate weighE of strand .. 859'4 LB
I
I.s REeU r RE D MINIMUM pOs T - T ENs I oN I NG F9RCES (kips)
-<- BASED ON STRESS CONDITIONS ->
lseaN LEFT CENTER RrcHT MrN P/A MAX sPAcrNG
I-r-- ---2- ----3 -----4-- ----s- -5-------
I2 289.49 5.50 r.2s 6.50 t43.57 L.292 289'49
t 3 2s9.49 G.so r.2s 6.50 143'57 3-727 289'49
4 289.49 5.50 r.25 5.50 r43 .57 3.127 289 '49
- 5 289 .49 6.50 L.25 6.50 a43.57 3.127 289 '49
I e 2gg.49 d.50 t.25 5.50 t43.57 3 -1-27 289 '49
- 't 2Bg .49 6.50 r.25 5.50 :-43 .57 3 -r27 289.49
8 289.49 5.50 1.75 4. OO t43 -57 3.002 289 .49
.oo(3) .00 26t.34(1"
289 .44 (t) 189. 71 272 -44 (t
242.16 (7) .00 .00 (3
.00 (3) . oo 32.50 (1
30 .72 (L) . oo L2.26 (L
t2 .7r (r) . 00 15 . 94 (1
16.72 (L) . 00 L7 .57 (L
L7 .7e (\) .00 . oo (3
1)i
l;
8
252 .00 105.43
2s2 .00 10s.43
252.O0 105.43
252.00 105.43
252 .00 105 .43
2s2 .00 105 .43
252 .OO 105 .43
252 .OO 10s.43
EGEND :(1) Stress at FACE OF SUPPORT governs
f '2) Stress at CHANGE IN CROSS-SECTION governs
f.r) Based on stress, NO POST-TENSIONING required
1.6 sERvrcE sr
I
I
I
I
I
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I RESSES (psi)(tension shown posit.ive)
LEFT CENTER RIGHT
JPANToPBoTToMToPBoTToMToPBoTToMlr -- ---2- ---3- --4-- --s-- -5--- -7----r -L4g.27 -139.93 -L42.42 -r44.78 332.42 -519 ' 51
2 379.4s -656.65 -539 '66 2s2.47 351.02 -638 '22
ls 300.39 _587.59 _73.68 _213.s2 -157 .66 -729.s4
l+ -L4g.L6 -139. 04 -180.47 -L06 '72 -50. s4 -236.65
5 -s3.49 -233.7L -r40.'75 -L46.45 -84.51 -202.69
15 -83.74 -203.46 -1.47 .59 -139.61 -76.43 -210.77
fz -76.74 -21-0.46 -140.40 -145.80 -76-34 -210.86
8 -76.06 -211,.L4 -181. 05 -105.15 -137.83 -749.37
1., Posr-TENsroNrNG B A L A N c E D M O M E N T S, SHEARS & REACTIONS
MOMENTS (k-fr)<-- SPAN SHEARS (K )
sH (1)SH (r)(Mmax------@)M (r)l.r* '-rri,F A N
lt
s.01 -43.77 (8.00)
I
l"n. j Upper Pkg, along 6.4 (pk-64
76.33 -.59 -.69
ADAPT V-4.00
t
I
I
I
I
I
I
I
2
3
4
5
6
7
6
76.29
to.z+
76.37
76.33
76.36
76.29
76.55
-50.39
-50.34
-cn ?n
-50.31
-50.33
-50.24
-43.79
(r-4.00)( e.00)( e.00)( e.00)
o nn\
q nn\
? qn\
t6.z+
76.38
/ o . -'+
76.37
76.30
76.53
4.73
.00
-.01
.00
.00
-.01
'r'7
.00
.00
.00
.00
-.01
.77
<--REACTTONS (k )-->joint- -2--- ----Lower columns-- - - -Upper columns-----
z
3
4
5
b
1
B
o
-.590
.009
-.009
. 003
-.005
.0r7
-.78t
.7 68
5.0L4
-.o23
.005
-.011
-. UUtJ
-.014
n'! ?
-4.722
.000
.000
.000
.000
.000
.000
.000
.000
.000
I
T
I
I
I
I
t
I
I
T
t
ADAPT V-4.00Upper Pkg, along 6.4 (pk-54age
I 10-FACTORED MOMENTS & REACTIONS
---------
Eafcul-ated as ( 1.40D + 1.70L + 1.00 secondarv moment effects )
IPAN 10.1 FACTORED DESIGN MOMENTS (K-fE)
# (left) (center) (right)10.2 SECONDARY MOMENTS . . (k-ft)(left) (cenEer) (righE)
r1--- --2--- ------3-- ---4- -5--- -6--- --7-----
It -1.32 7i .44 -257 -zo 5. ot 10.52 L6.02-2 -272.9s 223.66 -263.43 16.00 !5.97 t5.94
_3 -246.43 70.79 -94.60 l_5.95 L6.02 16.08
14 -97 .23 L04 -66 -L29.L7 L6.O7 16. 05 16,02!5 -L28 . 09 9L -57 -L17 .75 L6 . 02 15 . 03 16 . 055 -118.04 93.68 -t20.44 L6.04 ].6,02 15.99
a7 -t20 .34 91, .07 -L20 .57 t5 .97 16 . l"O L6 .22lc -120.68 88.73 -4.34 16.23 10.48 4.72
I
I
I-.rorwr 10.3 FACTORED REACTTONS .. . (k )10 . 4 FACTORED COI,I]MN MOMENTS (K- f T )
r # STRIP reaction BAY reaction LowER co1 . UPPER col .
l-r-- ----2 -----3 -4--- --s--r 1 23.94 23.94 2 '06 . oo
I
I
2 726.97
3 124.14
4 79.0L
5 >5 . ZV
6 89.63
7 90.46
6 >V.OZ
]-26.97
r24.t4
79.0r
93.20
89.53
:7U , .t O
>u.oz
29.84
-15.77
16 .97
-4.281 na
-.27
.10
J, tz
.00
.00
.00
.00
.00
.00
nn
.00
I
I
r 2e.81
I11-MILD REINFORCEMENT RPQUIREMENTS
l========
Tr.r spscrFrc cRrrERrA FoR T w o - w A y sysrEM
- Tensile block rebar requirement
- Minimum sEeel 0.00075h1
- Moment capaciEy > factored (design) moment
ebar cut-off lengths specifj-ed:
For top bars .17 span length
For bottom bars .33 span lenqth
l -t"*o oNE-THTRD of END-SPAN BorroM BARS to support center lines
EXTEND ONE-FOURTH of INTERIOR-SPAN BOTTOM bars Eo supporE center lines
I
I REINFORCEMENT based on NO REDISTRIBUTION of facEored momentsr
.l
I
Iage 9 Upper Pkg, along 6.4 (pk-54 ) enAPT V-4.00
t
t
G
t
TOTAL WEIGHT OF REBAR =572 LB
.2 STEEL AT SUPPORTS
TOPINT AS DIFFERENT REBAR CRITERIAaq.in. <- ULT.....MIN-
AVERAGE =18 PSF
BOTTOMAs DIFFEREMI REBAR CRITERIA
sg. in. <- ULT. . . . .MIN.
.576
5.105
4.580
. 000
.000
.000
.000
.000
.000
.000
.000
.000
. 000
.000
.000
.000
. 000
.000
.000 .5755.106 l-.5844.580 l_.555
I
13 i 3"26 r.2951; l,i:i
.000 L.296 .000
.000 1".296 .000
.000 r.296 .000
.000 1_.296 .000
.000 1-.1-88 .000
.000 .540 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000
.000
.000
.000
.000
.000
l-r.s sEl,EcrroNoF REBAR AT suPPoRTs
.JOINT
# (sqin.) SELEcTIoN
L .58 4 # 5x 3r-6rl
2 s.IL 17 # 5x 7t-6tl
3 4.68 L6 # 5x 8r-6rr
4 1.30 5 # 5x 6r-6'l
5 1.30 5 # 5x 6t-6tl
6 1.30 5 # 5x 6t-6tl
7 1.30 5 # 5x 6'-6rl
8 1,19 4 # 5x 6r-5rl
9 .54 4 # 5x 3r-0rr
1.4 STEEL AT MID-SPAN BOTTOM
PAN AS DIFFERENT REBAR CRITER]A AS DIFFERENT REBAR CRITERIA TRIB.
# sq. in. <- ULT. . . .TENSr----2 ---3- ------4- -5--- -----6-
(sqin.) SELECTION
I
t
I
T
I
I
I
I
I
t
I
I
I
I,
2
l;
o
t;
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
2.704
.000
.000
.000
.000
.000
.000
.000
2.282
.000
.000
.000
.000
.000
.000
.000
2.704
.000
.000
.000
.000
.000
.000
000
000
000
000
000
000
000
000
21.00
21.00
21.00
21.00
21.00
21.00
21.00
lr.s sELEcrroNoF REBAR AT MrD-sPAN
jPAN (sqin.) SEI-,ECTION (sqin.) SELECTToN
Ir-- -2--- --3-- --4-- -s---
-2 2.70 4 # 8 x 9t-6tl
I
I
age 10 Upper Pkg, along 6.4 (pk-64 ADAPT V-4.00I
)z- PUNcHING SHEAR CHECK
l-fifiIli,.*
I
l^
T
z
1
1
1
1
1
1
1
1- = IMIERIOR COLUMN
2 = END COLUMN
3 = CORNER COL,,U}4N
4 = EDGE COLUMN (PARALLEL, TO SPAN)
5 = BEAM OR WALL (PUNCHING SHEAR CHECK NOT APPI-,,ICABI-,8)
6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR
sEcTroN #1 GOVERNS (COL.CAP OR SLAB)
SECTION #2 GOVERNS (DROP PANEL OR SI,AB)
<- PIJNCHTNG SHEAR STRESSES IN psi->
due to due to allow- STRESS
l-
1
1
l_
1
1
1
1
l_
sE.
]ur COND. k k-f t shear moment TOTAL able RATIO CASE11----2-------3 --4--- -5---------6- -7--- -8-------9-----10-
L
';l;
8
I'
lt*"rt
.1=STRESSWITHIN2 = STRESS WITHIN
FACTORED ACTIONS
shear momenE
23.94 2.06126.97 ]-5.77
L24 .1,4 L6 .9779.0L 4.28
93 .20 1.0989.53 .2790.46 .10tv.oz . Lu29.84 3.72
83. 70
29r.23
284.75
18r- .23
2L3.78
zu3. bu
207 .50
207 .86
104.33
30.47 r74.17 2L5.0329.54 320.77 224.77
31 . 78 3 t_6 . 53 224 .778.01 L89.24 224.772.04 215.82 224.77.51 206 .\L 224 .77.18 207 .68 224.77
.19 208.05 224.77t9.75 124.08 215.03
.96
.92
.92
.93
.58
RATIOS EXCEED AI-,,LOWABLE VAIUES,REVISE SECTION GEOMETRY.
oo
.toorn", ANTL&IL/ caNhL- n 'too"o.,((f 0( sn*, or
suoi"o, PLATA LfuvlLL av' P-Jh on", lt-/l '
PuNe Hn/tt c4lE-L ? fAFtlrnLlL dL-
|0" P-T- sLAb
0" x0"
Vu = l-4- (zaL) + t-7(r+l-)
t Hf,-/*lL
fuXf/*/ArL
l0t'5Ln bTUNtHlNh ,Hrarz
9 bxr vftuq ciLt-
I
I
I
I ..',...
I
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t
I
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T
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I
I
Antlers at Vail
Condominium Addition
and
Parking Structure
Structural Calculations
Columns
oo
t (url
600
rq utI_ utE tLAB
I
12 in diam.
Code: ACI 318-95
Inits:Enolish
Run axis: About Y-axis
lrn op,,on, Investigation
|
's:AsrM A615
Date: Q2113100
!me:15:23:05
PCACOL V3.00 (PCA 1999) - Licensed to: Redwine-Reizian, Denver, CO
Wr-rqb. I O" TITAL THt*Nt4,
T0 tra- VALte
: G:\JOB DOCS\gg FItES\99109\ENG\WP-12.COL
froject: 99109 - Antlers / Lionshead
tolumn: Typ Pkg Col
lc=6ksi
Ec = 4415 ksi
]=ut*"'
e*u = 0.003 in/in
J",u, = o.ru
fY = 60 ksi
Es = 29000 ksi
e_ruP = Infinity
Engineer: RJB
Ag = 113.097 in^2
As = 2.64 in^2
Xo = 0.00 in
Yo = 0.00 in
Clear spacing = 3.00 in
6 #6 bars
Rho = 2.33%
lx = 1017.B8 in^4
ly = 1017.88 in^4
Clear cover = 1.88 in
Phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75
Itrrtoo pcAcoL v3.00 - poRrr.,AND ."Ot AssocrArroN -
L5 t22;45 l.,icensed to: Redwj-ne-Reizian. Denver, CO
I
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Page 1
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ooooooo ooooo ooooo ooooo ooooo oooo oo oo oo oo oo oo oo oo oo oo
oo oo oo oo oo oo oo oo oo oo oooo oo oo oo oo oo oo oo oo
oo oo oo ooooooo oo oo oo oo
ooooooo oo oo oo oo oo oo oo oo oooo oo oo oo oo oo oo oo oo oooo ooooo oo oo ooooo ooooo ooooo (TM)
I Computer program for the Strength Desigm of Reinforced ConcreEe SectionsI
I Licensee sEated above acknowledges that Portland Cement Association
I (PcA) is not and cannot be responsible for either tshe accuracy or
adequacy of che materiaf supplied as input for processing by the
I PCAcoL (tm) computer program. Furthermore, PCA neither makes any warranty
I expressed nor implied with respects to che correctness of the outputr prepared by the PCACOL (tm) program. Although PCA has endeavored to
produce PCACOL (tm) error free, tshe program is not and can't be certified
I infallible. The final and only responsibiliEy for analysis, design and
I engineering documents is the Licensees. Accordingly, PCA discl-aims all
responsibility in contract, negligence or other tort for any analysis,
I design or engineering documents prepared in connection urith the use of
I the PcAcoL, (tm) program.
I
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I
-/r3/oo pcAcol V3.oo - PoRTL,AND ""lt AssocrArroN -
!5:22:45 Licensed to: Redwine -Reizian, Denver, CO
1"""::i1 li:::11:1:1_
Page 2
TYP- 12
File Name: G: \JoB Docs\99
I Project: 99109 --Antl-ers-
I coLumn: T}Tl Pkg co1
Code: ACI 318 - 95
I Run opEion: Investigation! Run Axis: Y-axis
6 ksi
4415.21 ksi
5.1 ksi
e strain = o.oo3 in/in
n '7tr
FILES\ 99]-09\ENG\TYP- 12 . COL
/ Lionshead
Engineer: RJB
Unj.ts: English
slenderness : Not considered
Column q4)e: Structural
fv = 6o ksi
Es = 29000 ksi
Rupture strain = tnfinity
I
I
Material Properties:
Rebar DaLabase:
Size Diam ( in)
Er^
U1E imaE
BeEal =
tion:1,""
Circular: Diameter = 12 in
I! cross secEion area, Ag = l-l-3.097 in^2
Ix = 1017.88 in^4 lY = 101?.88 in^4
I Xo= oin Yo= oin
rReinforcement:
I ASTM A515
Area (in^2) size Diam (in) Area (in^2)size Diam (in) Area (in^2)
I * 3 0.38 0.11 # 4 0.50 O.2O * 5
f # 6 o.zs o.44 * 1 o.B8 o.Go # Ir # 9 1.13 1.00 # 10 7.27 7.27 # 11
# 14 L.69 2.2s # 18 2.26 4.00
I confinement: Spiral; #3 ties wiEh #10 bars, #4 with larger bars.
phi (a) = 0.85, phi (b) = 0.e, phi (c) = 0.75
I Layout: CircularI Pattern: A11 Sides Equal (Cover to transverse rei,nforcement)
Total sceel area, As = 2.64 in^2 at Z.ggt
I 6 #6 cover = 1.5 in
-Load combinations :
0.53
1.00
1.41
0.31
n ?q
r. f,o
I Ul- = 1.400*Dead +
t v2 = 1. oso*Deao +
U3 = 1.050*Deao -r
r U4 = 0.900*Dead +
rservice Load.s:
t ,". ::33
1.700*IJive +
1.275*Live +
0.000*Live +
0.000*Live +
0.000*Lateral
1,275*IJateral
1.275rLateraI
1.300*LateraL
Axia1 Load
kip
l4x @ Top
k- fE
Mx @ Bots
k-fr.
My @ Topk-fr @ Bot
k- fr
My
. c?Lt, .
a"f{
Lt. 2rTi
Dead
Live
L,atI
Dead
Ll-ve
115 .0
120.0
0.0
r-60.0
130.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
8.0
8.0
0.0
8.0
8.0
0.0
-8.0
-.5. U
0.0
-8.0
-3.0
0.0
l,',,00
la i zz "+3
lru"to'
pcAcor., v3.oo -
'.RTLAND "dlt AssocrATroN -
Licensed to: Redwine -Reizian, Denver, CO
ed L,oads and Moments with corresponding Capacieies: (see userrs manual for
Page 3
TYP- 12
notat ion )
I
I
Load
No. Combo
Pu
kip
Muy
k- fr
fllny
k-ft fMn,/Mu
I
1
2
5
4
5
o
1
at
1U1
u3
v4
2V7
v2
u3
365.0
273.8
L20 .7
103.5
445 .0
333.8
IOd. U
144.0
52.2
58.1
fr.o
2.805
6.913
8.004
24 .8
rtt. o
8.4
1)
24 .8
18.5
8.4
as requested | ***
47 .7 L .924
56.8 3 .052
5't .o 5.785
55.7 7 .742
I
I
I
T
I
I
I
I
t
I
I
t
I
I
*** Program completed
+;i
--.1-fir+-Tft
tt-/C.lt,
Al (r+r)
l-5 in diam.
Code: ACI 318-95
fnits:Enolish
ffun axis: About X-axis
lun option' Investigation
Slenderness: Not considered
lolumn type: User-defi ned
s: ASTM A615
ate: 02/13/00
me: 15:52:39
V3.00 (PCA 1999) - Licensed to: Redwine-Reizian, Denver, CO
: G:\JOB DOCS\99 FILES\99109\ENG\TYP-1S.COL
roject: 991 09 - Antlers / Lionshead
olumn: TYP 15" COt
f ='.:.,-,
J=sr r'i
e u=0.003in/in
fi,u, = o.ru
I
fY = 6o ksi
Es = 29000 ksi
e-rup = Infinity
Engineer: RJB
Ag = 176.715 in^2
As = 4.74 in^2
Xo = 0.00 in
Yo = 0.00 in
Clear spacing = 4.13 in
6 #8 bars
Rho = 2.68%
lx = 2485.05 in^4
ly = 2485.05 in^4
Clear cover = 1.88 in
onfinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = Q.75
(J/ t3 / oo
I
pcAcor, v3.oo -
'.RTLAND ""ft AssocrATroN -
Licensed to: Redwine-Reizian, Denver, Co
Page 1
TYP_ 15
I
I
I
T
I
I
I
I
I
I
l
I
I
I
i
I
ooooooooo oooo oo
ooooooo
oo
oo
ooooooo oooo oo
oo
oo
oo oo
ooooo
ooooooo oooo oooo oo
ooooooo
oo oo
ooooooo oooo oo
oooo oooo oo
ooooo
ooooo oooo oo oooo oo oooo oo oooo oo oooo oo oooo oo ooooooo ooooo (TM)
T
Computer program for Ehe StrengEh Design of Reinforced Concrete SecElons
ticensee sEated above acknowledges tshat Portland cements Association
(PcA) is noE and cannot be responsible for either the accuracy or
adequacy of Ehe material supplied as input for processing by the
PCACOL (Em) compuE.er program. FurEhermore, PCA neither makes any r^Iarranty
expressed nor implied witsh respect to the correctness of the oucput
prepared by the PCACOL (Em) program. Although PcA has endeavored to
produce PCACOIJ (tm) error free, the program is noE and can't be certified
infa11ib1e. The finaL and only responsibility for analysis, design and
engineering documents is the l-icensees. Accordingly, PCA disclaims all
responsibility 1n conlract, negligence or other tort for any analysis,
design or engineeri-ng documents prepared in connection witsh the use of
the PcAcoL (tm) program.
f,rrroo pcAcol., v3.oo -
''RTLAND ""O" AssocrArroN -
L,icensed to: Redwine -Rei z ian, Denver, co
InformaEion:
FiIe Name: G: \JOB-DOCS\99-
Project: 99109 - Antl-ers
Col-umn: TYP L5 " CoL
Code: ACI 318 - 95
Run option: hvestigation
Run Axis: X-axi.s
at.erial Properties:
Page 2
TYP- 15Lai)Li40
I:anera l
t
I
FTL,ES\ 99109\ENG\TYP- 1s . COL
/ Lionshead
Engineer: RJB
Units : English
Slenderness : Not. considered
Column Tlrye: StruccuraL
fy = 60 ksi
Es = 29000 ksi
Rupture strain = Inf initYI
J.
f'c = 5 ksi
Ec = 4415.21
fc = 5.1- ksi
Ultimate strai-n
Betal = 0.75
ctsion:
ksi
= 0. 003 in/ in
I
I
t
Circular: Diameter = 15 in
Gross secEion area, Ag = L76.7]-5 Ln^2
Ix = 2485. 05 in^4
Xo= 0in
einforcement:
ry = 2485. 05 in^4
Yo= 0 i.n
Size Diam (in) Area (in^2)Sj.ze Diam (in) Area (in^2)Rebar Database : ASTM
Size Diam (in) Area
{+
l.at
I
# 3 0.38 0.11 * 4 0.s0
# 6 0.7s o.44 # '7 0.88
# 9 1.13 1.00 # 10 1.27
# t4 1.69 2.25 # 18 2.26
confinement: Spiral; #3 ties with #10 bars,
phi (a) = 0.8s, phi (b) = 0. e, phi (c) = 0.75
o .20
0.50
L .27
4 .00
0 .63
1.00
1.41
U.5I
0.79
1.55
5
8
1t
#4 with larger bars.
I r,ayout: Ci.rcular
ll PaEtern: AIl Sides
Total sEeel area,
I 5 #8 cover = 1.s
-troad Combinations:
Equal (Cover to transverse reinforcement)
As = 4.74 in^2 ats 2.68t
l-n
I u1 = t-.400*Dead + 1.?oo*Live + o. ooo*IJateral
I U2 = 1.050*Dead + 1.275*Live + 1.z?s*Laleral
U3 = 1.050*Dead + 0.000*Live + l-.275*IrateraL
I IJ4 = 0.900*Dead + 0.000*Live + 1.3oo*Lateral
lervice Load.s:
a Load Axial- Load
f No. Case kip
Mx @ Top
k- fr
Mx @ Bot
k-fr
My @ Top
k- fr
@ Bot
k-fr
My
U, 1 Dead
tive
Dead
Live
LatL
5l.5 . U
70.0
0.0
305.0
oE n
0.0
8.0
8.0
0.0
8.0
8.0
0.0
-8.0
-8.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
U.Uf'
I
(E/L3/oo pcAcor, v3.00 - PoRTL,AND ""Ot AssocrATroN -
15:51:28 Licensed to: Redwine -Reizian, Denver. Co
0.0
0.0
0.0
(see user's
Page 3
TYP- 15
0.0
0.0
0.0
manuaL for notation)
t 8.0
t.u3 Dead
Live
L,aE I
Load
No. combo
F,r-,
295.0
190.0
0.0
Pu
kip
-8.0
lt
I'ecEored Loads and Momentss wiEh Corresponding Capacitsies:
I
t
I
!
t
J
Mux
'L-ff
fMnx
k-fr fMn/Mu
l-
5
1U1
U3
u4
2Ut
u2
u3
u4
3U1
v2
rla
u4
560.0
420.O
330.8
283.5
441_ . 4
320.3
274.5
/JO. U
5s2.0
309.8
265 .5
24.8
18 .5
8.4
24 .8
18 .5
o.{
7.2
24 .8
18.5
8.4
7 .2
IU5.I +..lJO
119.0 6.400
L22.4 14.576
izl .s !?.r49
97.7 3.94r
tr?.4 6.309
r22 .7 14 .511
123.6 77.161
55.5 2.277
103 .7 5. 573
123.0 !4.64r
L23.7 1?.183
5
b
7
I
t0
11
t2
*** Program complet.ed as requeEledr ***
t
t
I
I
t
I
I
I
I
I
o;I
18 in diam.
t
t lrD,
Itoa
b70
I
Code: ACI 318-95
fnits:Enolish
Run axis: About X-axis
lrn option, Investigation
Slenderness: Not considered
lolumn type: User-defined
I s:AsrMA615
Date: 02113/00
fme:15:5s:36
Ia
PCACOL V3.00 (PCA 1999) - Licensed to: Redwine-Reizian, Denver, CO
ile: G:\JOB DOCS\99 FILES\991O9\ENG\TYP-18.COL
Jroiect: 99109 - Antlers / Lionshead
Engineer: RJBtolumn: TYP 18" COL
!c = 6 ksi ty = OO fri Ag = 254.469 inn2 6 #8 barsf
Ec= 4415ksi Es=29000ksi As =4.74in^2 Rho =1.86%
1= U., *r, e-rup = Infinity Xo = 0.00 in lx = 5153 in^4I
e_u = 0.003 in/in Yo = 0.00 in ly = 5153 in^4
letal = 0.75 Clear spacing = 5.63 in Clear cover = 1.88 in
.gonfinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = S.7
t
il/t3/oo
I
I
)
I
I
PCACOL V3. OO . PORTLAND CEIT ASSOCIATION
l,icensed Eo: Redwine -Rei z ian, Denver, CO
Page 1
TYP-]-8
I
I
ooooooooo oooo oooo oooo oo
ooooooo
ooooooo oooo oo
oo
oo oo
ooooo
ooooooo oooo oooo oo
ooooooooo oo
oo oo
ooooooo oo
oo oooo oo
ooooo
ooooo oooo oo oooo oo oooo oo oooo oo oooo oo oooo oo oo
ooooo ooooo (TM)
I
I
I
I
I
I
I
t
I
I
I
Comput.er program for Ehe SErength Design of Reinforced Concrete Sections
L,icensee stated above acknowledges that Portland Cement Association
(PcA) is not and cannot be responsible for either Ehe accuracy or
adequacy of the materiaL supplied as input for processing by the
PcAcoL (tm) computer program. Furthermore, PcA neither makes any warranty
expressed nor implied with respect to the correctness of the ouEpu!
prepared by the PcAcoL (tm) program. Although PeA has endeavored to
produce PcAcoL (tm) error free, Ehe program is not and can't be certsified
infallible. The final and only responsibiliEy for analysis, design and
engineering documents is the licensees. Accordingly, PCA disclaims all
responsibility in contracE, negligence or oEher tort for any analysis,
design or engineerj-ng documents prepared in connection with Ehe use of
the PCACOL, (tm) program.
il/r3/oo pcAcol, v3.00 - PoRTLAND ""lt AssocrArroN -
1.-5,:55:24 Licensed to: Redwine -Rei z ian, Denver' co
fteneral Tnf ormation :t ===ffi;i.;=;;i;;; Docs\ee FrLEs\ee1oe\ENG\ryp-18.coL
I Project: 99109 - Antl-ers / Lionshead
I Column: TYP l-8" cOL Engineer: RJB
Code: AcI 3L8-95 unitss: English
Page 2
TYP-18
I Run Option: InvesEigation
I Run Axis: X-axls
Slenderness: Not considered
Column TlT)e: Structural
fy = 5o ksi
Ea = 29000 ksi
Rupture sLrain = Infinity
ry = 515 3 in^4
Yo= 0in
f,c = 6 ksi
'4 Ec = 44L5.21 ksi
I fc = 5.1- ksi't ultimate strain = 0.003 in/in
ateriaf ProperEies:
Betal = 0.75
ection:
| "."""'""".r"'"::::,'^r= =" ,trnn.nr, ,n^,
Ix = 5L53 in^4
f.,::",".:.::,
I Rebar Database: ASTM A615
D size Diam (in) Area (in^2) size Diarn (in) Area (in^z) size Diam (in) Area (in^2)
I # 3 0.38 0.11 * 4 o.s0 0.20 # 5 0.63 0.31
I # 6 o.75 0.44 * z 0.88 0.50 # I 1.00 o.?9
- # 9 1.13 1. o0 # r-o L.21 r .27 * 11 1 .41 1.56
# 14 1.59 2,25 # 18 2.26 4 . 00
I i,r^- f .i nahanr . "r.i ad, #3 ties with #10 bars, #4 witsh larger bars.rt phi(a) = 0.8, phl-(b) = 0.9, phi(c) = 0.7
I Layout: Ci rcul-arr Pattern: ALl- Sides Equal (Cover to transverse reinforcement)
Total steel area, As = 4.74 in^z at. 1.85*
5 #8 Cover = 1.5 in
oad Combinations:
1 U1 = L.4oo*Dead + 1.700*Live + o. Ooo*Lateral
I V2 = L. OsO*Dead + 1.275*Live + 1.z75*Lateral
U3 = 1.050*Dead + 0.000*Live + 1.275*Lateral
I U4 = 0.900*Dead + 0.000*Live + 1.300*Lat.era1
*ervice L.,oads:
I L.,oad Axia] L,oad Mx @ Top Mx @ Bot My @ Top My @ Bot
'! No. case kip k-ft k-ft k-fE k-fE
jF.Vl ! Dead 205.0
l- f Live 180.0
! Latl 0.0
2 Dead 190.0
: C.5 Live 1t-s. o
a -O Larl o. o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ill/13/00 PcAcor, v3.00
L5:55:24 Licensed Eo:
- PoRrr.,AND ctr AssocrAiroN -
Redwine -Rei z ian, Denver, co
Page 3
TYP-18
I
. Latl
1"1+'i:l:
335 0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
?-3.','ij;;
Lat f
accored Loads and Moment.s with corresponding Capacities:(see user's manual- for notation)
340.0
L30.0
0.0
180.0
l.5D. U
0.0
360.0
115.0
0.0
ad
r1
DC
LA
De
a"2'
7
t
F
]Load
No . Comlco
Pu
kip
Mux
k- fr
fMnx
k-ft fMn/Mu
I
I
I
l
I
I
I
I
T
I
I
I
1
3
1 Ul-
u2
u3
2 V1_
v2
U3
U4
5
6
.7
I
9 3 Ut-
10 v2
1t u3
72 U4
13 4U1
14 v2
15 U3
15 U4
r7 5 Ul-
18 U2
1 q TT?
20 v4
2t 5U1
23 U3
24 U4
25 7U1
25 V2
27 U3
28 U4
593 .0
444 .8
2t5.2
184 .5
461.5
346.r
199.5
r-71 . 0
74]--O
555.8
35r .7
luJ-. f,
597.O
522.8
357.0
305.0
)t). f,
386.5
189.0
162.u
699.5
524 .6
378.0
324 -O
/Jb. U
552 .0
309.8
265 .5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
U.U
0.0
nn
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
175.3 999.999
185.5 999.999
174.6 999.999
L70.5 999 .999
185.0 999.999
LA5.2 999.999
r72.6 999 .999
161 .4 999.999
150.8 999.999
l-80.2 999.999
7.86.2 999.999
r84 .2 999. 999
I59.'t 999.999
181.8 999.999
186.3 999.999
L84.6 999 .999
182.3 999.999
185.3 999.999
171.1 999 .999
t64.6 999.999
L)> . Z
LA L . I
ltto.5
185.9 999 .999
152.0 999.999
180.5 999 .999
1ac n qqa oaa
180.5 999 .999
295A0
0 .t0
0.0
*** program completed as requested! ***
I oo
I
l
I
rt 30x12in
t(nr)
raoo
{oo
t
Code: ACI 318-95
fnits:Enolish
Run axis: About X-axis
[n option: oesign
t,::.;",:;:l:::'
t s:AsrMA615
Date: 02/13/00
fpe:10:17:oe
Ia
PCACOL V3.00 (PCA 1999) - Licensed to: Redwine-Reizian, Denver, CO
: G:\JOB DOCS\gg FILES\99109\ENG\RECT.COL
4roiect: 99109 - Antlers at Vail
I t1/t'
tolumn: lVwide Engineer: RJB
lc = 6 ksi fy = 60 ksi Ag = 360 in^2 8 #10 barsI
Ec = 4415 ksi Es = 29000 ksi As = 10.16 in^2 Rho = 2.82ok
th,
J = 5.1 ksi e_rup = Infinity Xo = 0.00 in lx = 4320 in^4
e_u = 0.003 iniin Yo = 0.00 in ly = 27000 in^4
Ietal = 0.75 Clear spacing = 2.22in Clear cover = 1.88 in
fonfinement:
Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = Q.7
lxlbraced; = 0.743333, kx(sway; = 174
f,rrroo pcAcol v3.oo -
'.RTLAND "",G AssocrArroN -
Licensed to: Redwine -Reizian, Denver, CO
rcr:jE
RECT15:12:38I
I
t
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oo oo
ooooo
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ooooooooo oo
ooooooo oooo oo
oo
oooo oooo oo
ooooo
ooooo oooo oo oooo oo oooo oo oooo oo oooo oo oooo oo oo
ooooo ooooo ("M)
I
t
I
t
I
I
t
I
t
I
I
I
I
I
Computer program for the Strength Design of Reinforced Concrete Sections
L.,icensee stated above acknowledges that Portfand Cements Association
(PcA) is not and cannot be responsible for either t.he accuracy or
adequacy of lhe material supplied aa input for processing by the
PCACOIT (tm) computer program. Furthermore, PCA neither makes any warranty
expressed nor implied rrith respect t'o the correctness of the output
prepared by the PcACoL., (tm) program. Although PCA has endeavored to
produce PcAcoL (tm) error free, lhe program is not and can'E. be certified
infallibIe. The final and only responsibility for analysis, design and
engineering documents is the licensees. Accordingly, PCA discfaims all
responsibility ln contract, negligence or other tort for any analysis,
design or engineering documents prepared in connection wit.h the use of
the PCACOL., (tm) program.
olr.roo pcAco,, v3.oo - poRrL,AND ""'l AssocrArroN -
]-6:L2238 L.,icensed !o: Redwine -Reizian, Denver' Co
Jeneral rnf ormat j.on :
-
==;; ;. =ffi ;TG;-Docs \ e e-FrLEs \ e e r. o e \ENG\REcr' coL
I Project: 99109 - Antlers at vail
I Co1umn: 10" wide Engineer: RJB
Cod.e: AcI 318-95 Units: English
Page 2
DFrr.r!
I Run option: Designt Run Axis: x-axas
Slenderness : Considered
Co1umn T14)e : St.ructural
fy = 50 ksi
Es = 2 9000 ksi
Rupture strain = InfinitY
Depth = 12 in
Iy = 27000 in^4
Yo= 0in
aEerial ProDerties:
f'c = 6 ksi
Ec = 44L5.21 ksi
fc = 5.1 ksi
Ultimate strain = O.OO3 in/in
Betal = 0.75
I
| "'"""":"".'""*::::.=o]o='",.0,,,^,
I # 3 0.38 0.11 # 4 0.50 O.2o # 5 0.53 0.3L
[ # G o.?s 0.44 # 7 0.88 0.50 # 8 1.00 0.79
'- # 9 1. 13 l-.00 # 10 r.27 r.27 # :.r 1.41 1 .55
Ix = 4320 in^4
Xo- 0in
einforcement:
I Rebar DaEabase: AsrM AG15
I Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2)
# 14 1.59 2.25 # 18 2.26 4.00
I
- /rnnf i namanf . Ti ad. *3 ties with #10 bars, #4 r^rith larger bars .rt phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7
I Layout: Rectangularr Pattern: Sides Different (Cover to transverse reinforcemenE)
Total steel area, As = 10.15 irL^ 2 aE 2.A2*t Bars
1.."".::::i,"' 1s 1s
Top Bottom L,ef t Right
3 #10 3 #10 1 #10 1 #10
1..5 1.5
I Sway Criteria:
-t X-axis: Braced, column.
I Heighr, widr.h Deprh r f 'c Ec
I Column Axj.s fts in in in^e ksi ksi
I Design X 17 30 12 4320 6 44LS.21
I Above X (no column specified. . . ).t Below X (no column specified. . . )
-
13/oo
LZ i 56
a;
Ib:I
I
a_
PCACOL, V3.OO - PORTLAND CEI0
Licensed to: Redwine-Reizian,
Page 3
KE\- l'
X - Beams
L,ocat ion
Length
fr
vlidrh
in
ASSOCIATION -
Denver, Co
Depth
rn
I
in^ +
f'c
ksi
Ec
ksi
Above L,eft
Above Right
Below Left
Below Right
EffecEive Lengt.h
26
)<
FacEors:
14400
l-4400
r-4400
14400
4415.2L
q+L).zL
100
100
100
t 00
T2
t2
L2
L2
o
6
b
5I
I Axi s rsi (top)Psi (bot)k (Braced)k (sway)klu/ r
I
I
I
I
0.433 0.433 0.743
oment Magnification Factsors:
Stiffness reduction factor, phi (K) = 0.75
cracked-section coef f icj.ents: cr(beams) =
0.2*Ec*Ig + Es*Ise
X-axis
Ldlcomb Pc (kip)
(x-axis ) = 5.51e+005
(N/A) 43 .77
0.35; cI(columns) = 0.7
Klp-rn r
------Sway
ec (kip) Delta
Braced
Betsad Cm DelEa
1U1
v2
U3
!6Zt
1688
1540
1_482
0 . 715 1. 000 2.561
0. 554 1. 000 2 .796
0 . 813 1.000 2 .306
0.884 1.000 2.181-
--- N/A ---
--- N/A ---
--- N/A ---
--- N/A ---
Load cornbanations:
!==$l===l,i:::i::t
U3 = 1.050*Dead
I
v4 = o.eoo*Dead
Service Loads:
l=;"
=:::i===*'"'
+ 1.700*Live
+ 1.275*L,ive
+ 0.000*Live
+ 0.000*Live
+ 0.ooo*LateraL
+ L ,27s*Lateral
+ 1..275*L,atera1
+ 1.300*Lateral
Load Mx @ Top
kip k-fE
MX @ BOE
k-fr.
My @ Top
k-fr
My @ Bot
k- ft
I
I
I
t
T
I
l Dead
L,i-ve
LatI
actored Loads
380.0
12 5 . 0
200.0
and Moments with
0.0
0.0
0.0
(see userrs for notation)
0.0
0.0
U.U
0.0
0.0
0.0
0.0
0.0
manualCorresponding Capacities :
L,oad
No. Combo
Pu
kip
Mux
k- fr
fMnx
k-ft fMn/Mu
2
3
4
1Ul
u2
U3
u4
744.5
8r.3 .4
554.0
502.0
217.t
222.2
I.423
l-. l_69
L .929
2.L76
!52 .5
I'II.:'
r20.6
105.0
request.ed ! ***Program completed as
oI
D (url
'-"
1--t---.-
I ---
1t-'--
ilr/)t."T-tr rr-O --' ,/
1 ."*n.r{ ./1..,/:7
| __--- toc
V-- 'r(nrl
*." 1
F,r -';-OoxrZ
s+Ilffi
48x10in
t
Code: ACI 318-95
]nits:Enolish
Run axis: About X-axis
Jun option: oesign
rSlenderness: Not considered
tolumn type: Structural
J s:AsrMA615
Date: 02/13/00
]ime:16:1e:33
I
PCACOL V3.00 (PCA 1999) - Licensed to: Redwine-Reizian, Denver, CO
File: GIJOB_DOCS\99_FILES\991 09\ENG\48X1 0.COL
Projecr: eeloe - Antlers at Vail .- vgE @-)#7
Column: C.5-4, 5 Engineer: RJB ,/6
fc = 6 ksi fy = 60 ksi Ag = 480 in^2 8 #7 bars
Ec = 4415 ksi Es = 29000 ksi As = 4,80 in^2 Rho = 1.00%
fc = 5.1 ksi e_rup = lnfinity Xo = 0.00 in lx = 4000 in^4
e_u = 0.003 in/in Yo = 0.00 in ly = 92160 in^4
9eta1 = 0.75 Clear spacing = 1.81 in Clear cover = 1.88 in
Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 9.7I
Jrrroo pcAcol, v3.oo -
'oRTLAND "",G AssocrArroN -
15:19:09 Licensed co: Redwine -Reizian, Denver, CoI
I
I
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ooooooo oo oo oo oo oo oo oo oo oooo oo oo oo oo oo oo oo oo oooo ooooo oo oo ooooo ooooo ooooo (TM)
I Computer program for the strength Design of Reinforced Concrete Sectionst
t Licensee stated above acknowledges that Portland CemenE Association
I (PcA) is not and cannot be responsible for either Ehe accuracy or
adequacy of the material supplied aa input for processing by the
I PCACoL., (tm) computer program. Furthermore, PCA neither makes any warranty
il expressed nor implied with respect to the correctness of the output! prepared by Lhe PCAcoL., (tm) program. Al-though PcA has endeavored to
produce PCACoIJ (tsm) error free, the program is not and can'E be certified
I infallible. The f j-naL and on].y responsibility for analysis, design and
t engineering documents is the licensees. Accordingly, PCA discfaims al"I
responsibility in contrac!, negligence or other tort for any analysis,
- design or engj-neering documents prepared in connection wich the use of
I the PcAcoL (Em) program.
-
!
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4 8X10
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olr.rroo pcAcoL v3.00 - poRrL,AND "*O AssocrArroN -
15:19:09 L,icensed to: Redwine -Rei z ian, Denver, co
leneral Inf ormat ion ;
-
= = ;; ;; =ffi.
;
=;;
i;;;-Docs \ e e-FTLES \ e e 1 o e \ENc\ 4 8x1 o . co',
I Project; 99109 - Antlers at vail
I Column: c,5-4, 5 Engineer: RJB
Page 2
4 8X10
Code: ACI 318 - 95
-.f Run option: Designrt Run Axis: X-axis
tr..--i:l Dr.rnarj- rac.
t---------rt---------
f'c = 5 ksi
- Ec = 4415.21 ksi
I fc = 5.1 ksit ultimate strain = o.oo3 inlin
UniEs : English
Slenderness : Not considered
column Tfpe: StructuraL
Betal- = 0.75
ct ron :
Rectangular: Width = 48 in Depth = L0 in
I Gross section area, Ag = 480 1n^2
Ix = 40oo in^4 Iy = 92150 in^4
I Xo= oin Yo= oin
!einforcement,
I Rebar DaEabase: ASTM A5l-5
t Size Diam (in) Area (in^2) Size Diam (in) area (in^z) Size Diam (in) Area (in^2)
fy = 5o ksi
Es = 29000 ksi
Rupture strain = Infinity
0.11 # 4 0.50 0-20 # 5 0.53 0.31
0.44 # 7 0.88 o.5o # 8 1.oo o.79
L.00 # 10 r.27 I.27 # 11 1.41 1.55
2.2s # 1-8 2.26 4.O0
ied; #3 Eies wj.Eh #10 bars, #4 with larger bars.
phi (b) = a.e, phi (c) = 0.?
gular
Different (Cover to transverse reinforcement)
ea, As = 4.80 in^2 at 1.00*
Top Botstom Left. Right
lli :,ri
# 14 1.69
I confinement: r
phi (a) = 0.8,
I t:r::;,.:;:::
Tota1 steel arIBars 3 #7 3 #7 ! #7 L +'7
Cover (in) L.5 1.5 1.5 1.5
ad CombinaE.ions:
a UL = 1.400*Dead + 1.700*Live + 0.ooo*Lat.eral
I u2 = 1.050*Dead + 1.275*Live + 1.2?s*Irateral
- u3 = 1.050*Dead + o. ooo*IJive + 1.215*IJateraL
U4 = 0.900*Dead + 0.000*Live + 1.3oo*Lateral
I Load Axial L,oad Irrx @ Top Mx @ Bot My @ Top My @ BoE
f No. case kip k-ft. k-ft. k-ft k-ft
-1 Dead 335.0
I L,ive 160. o
I l,atl 200.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
l,tr,oo PcAcoL, v3. oo
16 : L9 : 09 Licensed Eo:
lr""aotuu L.,oads and
- PoRrr,AND "Oot AssocrArroN -
Redwine-Reizian, Denver, CO
Page 3
4 8X10
Moments wiEh Corresponding Capacitj.es: (see user's manual for notaEion)
IrOad
No. Cotnlco
Pu
kip
Mux fMnx
k-fE fMn/Mu
t L 1u1
2'" pz
3U34'u4
74r.O
8r-0.8
bUO. E
am completed as
0.0
0.0
0.0
0.0
ramract-A.l | *f *
195. L 999.999
L97 .3 999 .999
L91.0 999 .999
188.7 999 .999
I
t
T
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l
I
I
I
I
I
I
I
I
I
ooI
P (kip)
25o
trrx (k-fr)
rf r)
v
tx
r-)-
I SxBin
I
Code: ACI 31&95
lnits: Enslish
Run axis: About X-axis
J,n option' Investigation
ff::il,,ilil:l
ff;;H"'
fme:11:55:37
II
PCACOL V3.00 (PCA 1999) - Licensed to: Redwine-Reizian, Denvpr, CO PFeAf f
: GIJOB DOCS\gg FILES\99109\ENG\TYPF9.5.COL
ffi : T;':-n:'',""
/ Lionshead
Engineer:
Ag=64in
As = 1.76
Xo = 0.00
Yo = 0.00
Clear spar
[=';:,-,
I = t'o *t'
e_u = 0.003 in/in
fetal = 0.85
fY = 60 ksi
Es = 29000 ksi
e_rup = Infinity
--rrnfinement:
Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = Q.7
tx(braced) = 1, kx(sway) = N/A
-/[;,3:;" x:^/;wE
RJB
^2 4#6 bars
in^2 Rho =2.75o/o
in lx = 341.333 in^4
in ly = 341.333 in^4
;ing = 3.25 'n Clear cover = 1.63 in
1,0,,,,
II.: )I : UII
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pcAcor, v3.oo -
''RTLAND ""lt AssocrATroN -
Licensed to: Redrdine -Re iz ian, Denver, co
Page 1
TYPF9 - 5
I
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ooooooooo oooo oooo oooo oo
ooooooo
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ooooooo oooo oooo oo
ooooooooo oooo oooo oo
ooooooo oooo oo
oo
oooo oooo oo
ooooo
ooooo oooo oo oooo oo oooo oo oooo oo oooo oo oooo oo oo
ooooo ooooo (TM)
Cornputer program for lhe Slrength Design of Reinforced Concrete SecEions
Licensee stated above acknowledges that Porttand Cement AssociaEion
(PCA) is not and cannot be responsible for either the accuracy or
adequacy of the material supplied as input for processing by the
PcAcoL (tm) computer program. zurthermore, PCA neither makes any warranty
expressed nor implied with respect t.o the correctness of the ouEput
prepared by the PcAcoL (tm) progfram. Although PcA has endeavored t.o
produce PcAcoL (tm) error free, the program is not and can't be cerEified
infallible. The final and only responsibility for analyeis, design and
engineering documentss is the Iicensees. Accordingly, PCA disclaims aLl
responsibility in contractr negligence or other tsort for any analyeis,
design or engineering document.s prepared in connection with the use of
t,he PCACOIJ ( Em) program .
l/c2/9g pcAcol v3.oo - PoRTr-^AND ""lt AssocrATroN -
L1;54:01 Licenaed tso: Redwine -Rei z ian, Denver, CO
IIceneral Information:
-===;;;"T"i.;Tiffi Docs\ee FrLEs\ee10e\ENG\rypFe-s -co'
) ProjecE: 99109 --AnElers-/ Lionshead
I Column: ryp. F9.-5 Engineer: RJB
Page 2
TYPF9 - 5
Code: ACI 318-95
I Run opEion: rnvestigationI Run AxiB: X-axis
Units: English
Slenderness : Considered
Co1umn Tlrpe: Structsuraf
aterial- Properties:
f 'c = 4 ksiI :: : 3::'Ji'I ultlmate scrain = o.oo3 in/in
fy = 60 ksi
Es = 29000 ksi
Ruplure strain = Infinity
]
Betal = 0.85
ect ion :
Rectangular: Width = 8 in
I
I Gross seclion area, Ag = 64 jrr-^2
Ix = 341..333 in^4
Xo= 0in
einforcements:
Depth = 8 in
ry = 341.333 in^4
Yo= 0in
I Rebar DaEabase: Asltl A515
t Size Diam (in) area (in^z) Size Diam (in) area (in^z) Size Diam (in) Area (in^2)
I # 3 0.38 0.11 * 4 0.s0 0.20 # 5 0.63 0.31
I # G o. ?s 0.44 # 7 0.88 0.60 # I 1.00 0.79
t # 9 1.13 1.oo # 10 1-.27 r.27 # 11 1.41 1.sG
* 14 1.69 2.25 * 18 2.26 4.00
I confinement: Tied; *3 Eies r^rich f10 bars, *4 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7
I LayouE: RecEangur-ar
a PatEern: Afl Sides Equal (Cover Eo t.ransverse reinforcement)
TotaL steel area, Aa = f .76 !n^2 aE 2.75*
I 4 #6 Cover = 1.25 in
!slenderness,
I sway criteria:r
X-axis : Braced colurnn .
I Hej.ght width Depth I f'c Ectt column Axie ft in in in^t kei ker
lDesignx888341.333436Os
tAbovex8B8341.33343605Beloh' X (no column specified. . . )
I X-Beam6 Length Width Depth .I f'c Ecr Location ft in in in^4 ksi ksi
I Above Left (no beam specified...)
I Above Right 5 8
Bel-ow Left (no beam specified...)
6 r44 4 3 505
II/02/99 PCACOL V3.OO - PORTI.,AND CEO' ASSOCIATION -
11:54:01 Licensed to: Redwine -Reizian, Denver, CO
rt Effective i,ength Factora:
ia UL = 1.400*Dead + 1.?0o*Live + 0.ooo*Lateral
t lJ2 = 1.050*Dead + 1.275*Liwe + 1.27s*Lateralt u3 = 1. oso*Dead + 0.000*Liwe + 1.27s*Lateral
U4 = 0.900*Dead + 0.000*Live + 1.3oo*IJateral
lervice Loads :
Page 3
TYPF9.5
I Axis esi (top) Psi (bots) k (Braced) k (sway) klu,/r
I x 6 . so2 3 ' 345 1' OOo (N/A) 4r ' s7
lrloment Magnif icati.on Factors :
ra=========
Stiffness reduction factor, phi (K) = 0.75
I cracked-section coefficienEs: cT(beams) = o'35; cr(columns) = 0'7
I 0.2*Ec*Ig + Estrse (x-axis) = 4.50e+005 kip-in^z
I X-axis Braced - - - - - -swai/I Ldlcomb pc (kip) Betad c1n De1ta Pc (kip) Deltsa
I 1 U1 311 0. ss3 0.400 1.000 --- N/A ---
I u2 27s 0.737 o.4oo 1.ooo --- N/A ---
u3 207 1.333 0,400 1.000 --- N/A ---
u4 189 1.555 0.400 1.000 --- N/A ---
!,oad Combinat.ions:
I
t
J
I
I
Load Axiaf Load Mx @ Top Mx @ Bot My @ Top My @ Bot
No. CaEe kip k-ft k-ft k-ft k-ft
1 Dead 36.0
Live 24.0
LatI 0.0
8.0
EN
0.0
8.0
5.U
0.0
0.0
0.0
0.0
0.0
0.0
0.0
actored Loads and Moments vrith Corresponding Capacities: (see user'E manuaf for notation)
L,oad
No . Conibo
Pu Mux fMnx
kip k-ft k-ft fMn/Mu
1 1 Ul 9t.2 A9.'7 19.9 1.009
2 U2 68.4 14.8 20.8 !.407
3 U3 37.8 8.4 2r.2 2.52r
4 V4 32 .4 '7 .2 20 ,5 2 .848
ry
I
*** Program completed as requestedl ***
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77
t- Pu-- LL Fou r Le frc
-- t-?( z.--r/-) + l'6 U I l.)
Tel TS z-:xz-> >//b '-
Tx-- fv -- -77-6"
A = ll z-.7a"
roL LF_FD/ L-_ +:2 vrr- LF-rf; ,;!l:
0N f/o FLANTL
= t0-, <)r ?10ftm =
Ez---
-- 1.0 > t.,
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-
>---KZ,lTl-mVz_
=l.o(f,rrt,'r,) ,[@.-74- Tf Y ulno l-ri
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= '07 -7
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subiect: av' kJ b on"' /z l, 1 f
Job no.:ot
t|L, f,'l- l.,l(!oNr.):- for= (tts )J) r,
-'- O Pn =. Os(t. tfo")(/0--rl-t/')
= l9.f l,+;
=tbL-
7 f q--zl,ok
UtF- 75 /7ox7't*1
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Antlers at Vail
Condominium Addition
and
Parking Structure
Structural Calculations
Bearing Walls
Load Rundown
o-ro3 ' J-Nnoc 3-lcv3 '-1lvn
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1 *-6 = L0- I l'/'> *.9'
-- I0.1l,/'-) Z-z'
-- 10.5H',-- l,b'
l+-l + ?*-b =t0., L/':) V.z'
-- lf-1 H' - L.7'
Alt urtNl+
(L-7 f ht -- l7-z-l-/'-- 7.o'
(:;'n,
o
TtJ*l
^T v*tt
o
4 ( /lf "n*,
ttJftl,L
t4 o^rpN
. fiANG '7
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l'/ut''
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-- drot
= ?-7 H',
brrrr"u
| .6 t=-
(,Df- 7'
Uo,
6.L b/'
f
+
TYf- ErVr'mf*tT
r\/^LU
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tpttrt- el?" Vf
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su6,ect: frfrf44fq1/f VALL/ *, ?J b "*, lu/ll//?
OF ^ VALL
oo
,-
Antlers at Vail
Condominium Addition
and
Parking Structure
Structural Calculations
Site Walls
,tootrc, ANTL\'vA ! ADDN- toono., ( ( l0( sn*r or
-tL)#:5
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NoTE: 1. PRoIIDI EflnClL ComnoN. J0t{lS rS Srcflil otl IRCHmCTUMI DRAIII,ICS Atlo
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CoR'|ERS. CoNIRo|.
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/ \ DFT llllltr'\ trr^ | | (- r'\l tFt'\r rr F
RTI'AINING WALL REINFORCING SCHEDULE
n
DIMENSIONS RTINFORCING
REMARKS
LI 0 LJ L4 L5 0 b c d I Y h
r0'-6'1'-6'0'-r0'f50
12'0.c.
170
9' 0.c.
,50 fl 0
16' 0.c.,llo?r.
,1 o
16'0.C.
,60
12'0.C.
{'-0'
J -IJ {-0'0'-10',so
12'0.c.
#f.Fo
9' 0.c.
f50
12'0.c.
l{o
16' 0.c.#"t,,IJfi t60
16'0.c.
1'-d
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,"orn", - - ./Ll\NfHf&O ,.r^..,4(f0("n*, 1",
s"di""t f lTfu F-fuTAlNtNtz llft!-LSav, LJ b on", lt/15/f f
+- PpolElr/ L|NE
I
*
:.
\
_t
tr.
t" t.o.6 -
=?- (*r*t')(z.r')*!62-4J x t- 7Murrr,n
.TP7
3o02clxl'
x f.g'
'17
-- hzL'
-- t7-t L,
= . f70'/t
VIL 1+.7@ t;'
.260"/'
Uf/'u f5'rq
( ftr ppt-' -
t
I
lf PttH- 4N T ILruvpL ( .:-, N0 sLhe F-*rnoatNr)zNurrr-^'k(+-t+/') ( 1z-')xl(1"-'' ) 1- ,Jxt'7L
,--
t TF-l 10" Tt+p- t^t^ tt -) Atrts.-. r#
35yfxl'a lt'
= *zj#/,
Job Tille:,toono.,4f/0{ sn*, La
subiecr, i lTfv o cT th wftLLt Bv, F-J b oae lL//rft|
u'fe lA " Tl'llL. W4LL-
fi.Lf-?.tk^/ T r^,/ x ,<
lfgt# * 40'
1+n 'L-5'
lt75 ?-.l'
7.. l''
= l"l o
' 0q00#'
Ltu0
L000
i*Et
lttTt#'
t Tr.-4
FT6".
7' totL ovr'*
T0e
f".t.o.cz -
tro,.
+09
t*oo +
e'-L
Ft. f ll
--3-3".. *
lN/l0f- t<t</4
l. rl'Idr
AL
tt/3,'/r20
Dt 9- O-h-
P tvl= FL=-
= *Hdt- + 07-lL'/t.z - t+-( l'')xrtn#/u
6't(t') -
. Qqz L l0q0 Ft(fnu' ll lQrr
"t,
7r_t,, kt-T: Mk*.
Q9 (u I O" WALL t^/ ITH
O N fr.APT H F/+C E-
wtTH / 0" FT6-
Cttt
#7 @tv 1v)
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LilE: 9:45 AM Page 1 of 1
FGFUAIJn: LZ- L'- T>>Y
lz'
RETAITIITIG I,IALL
Soil llt. = 110.00 pcf .
Eff = 35.00 pcf.
Uert. Sur = 0.00 psf.
Coef. l{a =0.318
Toe Pres
Heel PresAll. Pres
FOS Slid. = 5.?4
FOS 0.I. = L.52
?6{3 psf.
0 psf.
6000 psf.
Stem Astl
foe Astl
]bel Astl
0.35? in^Z
0.660 in^z
0.389 in^Z
rt r PBII{! SCnE[il
(ESC) T NEruRil
ject: 99109 - Antlers/Lionshead
I-,,ocation: Site waI1 - 7.5' net relaininq BY: RJB
I
I
I
GRAPHIC STJMMARY OF RETAINING WALL DATA
I
I RWIC: RETAINING WALL ANALYSIS AND DESIGN
Broiect. : 99109 - Antlers/Lionshead
flcitiott: Site wall - 7.5t net retalning By: R.TB
_r _____--
t.,.,"1:-tl;;-^t----Page 1 of 5
-r--LI1.r,: LZ- r)- L>tt
I
I CONCRETE DESIGN METHOD: Ultimate Strength
I
STEM MATERIAL TYPE : Concrete
r nnTAINING WALL DIMENSIoNS:
t WaIf Stem Height = 10.50 ft.
Stem Thickness @ Top = 10.00 in.
I Stem Thickness @ Bottom = L0.00 in.
Footinq Thickness = 18.00 in.
- Heel Wldth Min. = 0.oo fE. Design Heel Width = 0.oo ft'
I Max. = 0.00 f t.I roe width Min. = l-.oo ft. Design Toe width = 4.58 ft.
Max. = 6.00 ft.
I Footing Key Depth = 5.00 ft. Design Key Depth = 5.00 ft.
I FooEing Key WidEh = 1.00 ft. Design Key Width = 2.67 ft.
Passive Soil Height. = 3.00 ft.
I BackFill- Slope (Vert/Horiz) = 0 z!2
I
RETAINING WALL I-,,OADS :
HorizonEal Equivalent FLuid Pressure = 35.00 pcf.
I Soil-Wall Frj.ction Angle - deg.
I Vertical- Surcharge on Backfill = psf.
Use Vertical Surcharge as Resisting Wt.? = No
r Horizontal Surcharge = psf.
I Vertical Surcharge on Toe = 380.00 psf.r Wind Load on Fence = psf.
Fence Height = 3.50 ft..
I Line Ld. Type Magnitude Dist. (x)
No. (H or V) (plf ) (ft. )rLt?J
4l;!6
I
l8te
L0
I
I
Concrete cover to cen
I Wall Insi.deI Fooring
FooEin
I
I RWIC: RETAINING WALL ANALYSIS AND DESIGN
Eojectr: 99109 - Antlers/Lionshead
if"it:.on: sit.e wa1l - 7.5' net retaining By: RJB
=I =======Trr,rlE: 9:45 AM Page 2 of 5
ilte ' t2-r5-1999
!
I RETA]NING WAI-,L RESTSTANCE FORCES:
It --_-_-_-
Al.rowaDfe 50i] Pressure = 6000 psf.
passi'ue Rcrrrivalent Fluid Press. = 300.00 pcf.-I Coefficient of Friction = 0.50t cohesion = o.oo psf.
Overturning SafeEy Factor = L.50
I sliding Safety Factor = 1.50
I L,imj-t Reaction to Mid 1/3? = No
T REINFORCING STEEI-, DATAII
t Mj-nimum Ratios for Shrinkage and Temperature Reinf:
Stem Reinf: Vertical = 0.0018Hori-zontal = 0.0020
I Footinq Reinforcement = 0.0018I
MATERIAI DATA:
Concrete Strengtsh, f'c = 3.00 ksi.
I Steel Yield Strength, Fy = 60.00 ksi.
t Masonry sErength, f'm = N/A ksi.Special Insp. for Masonry? = N/a
I Concrete Unit weight = l-45.00 pcf.r Masonry Unj-t Wej-ght = N/A pcf .
Soil- Unit Weight = 110.00 pcf.
I Fence Weight = 100.00 psf.
t
I Not.es: L. "H[ designates Hori-zonta]- loads.
t ^ "yu designates Vertj-cat loads.2. Vertical foads are posit,ive down.
I
I
I
er of steel:
Face = 2.50 in.HeeI = 2.50 in.
Toe = 3.50 in.
I o
I RWIC: RETAINING WALI., ANALYSIS AND DESTGN
!======== ========== =====================
ProiecE: 99109 - Antlers,/Lionshead arr . T?,TPIf cat ion : Site waII - 7 . 5 ' net retainlng Dr '
=l =======
T.,-r,lE: 9:45 AM Page 3 of 6
ETE: L2-1'5-I999
**************************************************
SUMMARY OF RESULTS**************************************************I
t
I
DTMENSIONS:
Stem Height
Stem Thick. @ Top
Stem Thick. @ Base =FooEing Thickness
Heel llength = 0.00 ft.10.50 fr.
10.00 in.
l-0.00 i.n.
18.00 in.I
Toe Length = 4.58 ft .,-t tt.Total BIse Width, B = 5.42 ft.e-vl,\ 2 -C
K€y t-epEh - (.00. ft-.-
I.ct,
I exalvsrs RESULTS:
I Max. Brg. Press. @ Toe =
@ Heel =lAllowable Brq. Press. =I
, Resultant l-,oc From C.L.=
I rer.r Point , B/6 ='il Limit Resultant To Mid 1/3?
2643 psf.
0 psf.
6000 psf.
1.55 ft.n qn fr
=No
= 2520
= L4457
= 5.74
Sliding Force,
ResisEing Force
F.O.S.
OverLurning Moment
Resisting MomenL
F'\C'-.-.J.
10080 fr-lb
L5276 fr-Ib
L.52
LD
T.h
I
I
DESIGN RESULTS: Design Method,Stem: UIt.r,Eg.: uIE.
Phi Vn
(kiP)
8.38
L6.20
L7 .32
Strength
SErength
As F1ex.As Min. As T+S
(in^2 ) (in^2)
SEem : 7.50
l;::, ; il:lB
d(in. )
Mu
(fE -k)
II.46
41.15
0.00
Vu
(kiP)
3.28
9 .56
0.00
0.300
0.580
0.000
0.2L6
0.389
0.389
Key t 5 .00 --49.9& 17 , 86 17- 8q
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T..'rE: 9:45 AM
f"t' L2-rs-:-eee
I}
a RW1C: RETAINING WALL ANAI-'YSIS AND DESIGN
Eolect: 99109 - Antlers,/Lionshead
il-ltion: site waIl - ?.5' net retaining By: RJB
=r ======Page 4 of 5
**************************************************
DETAILED ANALYSIS REPORT**************************************************
. --- --REsrsrrNG FoRcEs- ----ovERTURNTNG FoRcEs-
Force x Arm = MomenE
I
I
I
t
EfemenE
Soil
Base
StemVert. Sur
Vert EFP
Toe Sur.
Fence Wt.Vert. line
Weight
0
IL I6
L269
x Arm = Moment
0
2.7L 31915.00 6344
El-ement
Hori-2. EFP
\IarF Qrtr
Horiz Sur
Wind
Horiz LineVert. line
2520 4.00 10080
L"/42 2.29350 s.00
5>>L
1750
I sumwr=4539 MR=t5276 SumF=2520 MOT =L0080
/tr
MOT
.LD
Lb
Lb
t
I
I
Friction Force
Passive Pressure
Cohesion
Resist. Force, Sum RF
2269
12188
14457 Lb
F.o.s. Sliding = RF
F.O.S. Overturn. = MR /= 5.74
= L.52
Coef. Vert. Surcharge or Line Load
Eo Horiz. = EFP / soit Dens. = 0.31-8
t Resultant Loc From Toe,Eccentricity From Base C.L.
(MR - MoT) / Sum wT(B/2) -x
(2*WT) / (3"X)
x=1.1-4 fr.
1- .56 f r.
2643 psf.
0 psf.Soil- Pressure @ Toe
I
Soi.f Pressure @ Heel
t
I
I
I
t
I RWIC: RETAINING WAI.,L ANALYSIS AND DESIGN
F€ojecL: 99109 - Antlers/Lionshead
fl"ltiorr: Site walI - 7.5' net reEaining By: RJB
=l =======Trr,4E: g:45 Al"1 Page 5 of 5
ilrr ' L2-!s-Lg9gI * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DETAILED DESIGN REPORT**************************************************
STEM DESIGN: Load Combination @ Base = 1.4D + l"lL + 1.7H
Shr Strength @ Base, Phi Vn = 8.38 kiP
I
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t
T
Dist, From d
Top (ft) (in. )1_.05 7.50
z. Lv / , Dv
3.l_5 7.50
4.20 7 .50
5 .25 7.50
5.30 7.50
7 .35 7.50
8.40 7.509.45 7.50
10.50 7.50
Mu
(f r. -k)
0.01
0.09
0.3r-
0.73
L .43
2 .48
3.94
s.88
8.37
rl-.4tJ
Vu
(kiP)
0.03
0.L3
0.30
o .52
0.82
1.r8
I. OI
2.t0
2 .66
3.28
As FLex.
( in^2 )
0. 000
0.003
0.009
0 .022
0.043
0.074
0.119
0.178
0.257
0.35?
As Min.
(in^2 )
0.000
0.004
0.012
0 .029
0.057
0.099
Q . ZJ6
0.300
0.300
As T+S(in^z )
0.216
0.216
u.zlo
u.zJ-b
0.2t6
0.21,6
u. zJ.o
u - zlo
U . ZTb
0.276
As Reqd
(in^2 )
0.2L6
0.2t6
u. zJ-o
0.2L5
0.2L6
0.2L5
0.2a6
u.236
0.300
0.357
Verticaf Stem Reinforcement:
e Avallabl-e Length for Hook EmbedmenE into Footing = l-5.00 in.
t Available Length for Straight Ernlcedment into Stem = 124.00 in.
Development LengthStraight Hook(in. ) (in. )16.43 7.67
20 .54 9.5924.65 11.5028.75 L3.4232.86 15.345L.34 17.3077.91, 19.4895.70 2L.62
I
I
t
t
E4
F5
#6u.,ltt
FU
#e
#1nIt-!v
Percent
Develop.
100. 00
100.00
1_00.00
100.00
97 .8L
86.71
77.0t
69.37
spac. 50? Cut Off(in. ) (in. )6.73 't26.O0
10.43 125. 0014.80 t26.OO
20.18 1,26.00
25 .99 1.26 .00
29.76 126.00
32.90 r.26.00
36.40 t26 .OO
I
I
T
t
Horizontal Stem Reinforcement:
Area of steel for Shrinkage and Temp. Reinforcement = 0.240 in^2
-Total Bars-----
UA
s5
#6
1+1n,
#8
#e
#10
{+1 'rt'rfJ
-----Spacing, in. ----I.F. Only EA. Face10.00 L8.0015.50 18.00L8.00 18.00
l_8.00 18.0018.00 18.00l_8.00 18.0018.00 18.0018.00 18.00
I.F. Only
l_4.00
9.00
8.00
8.00
8.00
8.00
8 .00
8.00
EA. Face
8.00
8.00
8.00
8.00
8.00
8.00
8.00
8.00
I
a,
I RWIC: RETAINING WALL ANALYSIS AND DES]GN
Eho"i ect: 99109 - Antlers/Lionshead-'ilcation: Site wall - 7.5' net retalnrng 'ov; ^sD
=l =======TIME: 9:45 AM
ftt' t2-ts-Leee
Page 6 of 6
I
I
TOE DESIGN:
* Load Combi.nation* AvaiLable Length* Available Length
= 1.4D + I.1L + 1.7H
for Hook Embedment inEo Stem
for Straight Ernlced. lnto Toe
= 8.00 in.
= 53.00 in.
t d(in. )
l.4.5U
Mu
(fE -k)
A1 1tr
Vu
(kiP)
9.66
PN]- VN(kip)
l.O. ZU
As Fl"ex.
\rn 2)
U. bO\J
As Mln.
(in^2 )
0.580
As T+S As Req'd
(in^2 ) (j-n^2 )0.389 0.550
I
I
I
I
I
Development.
Qir:irrhf
(in. )#4 L6.43
#5 20.s4
#6 24.65
#t 28.76
#8 32.86
#9 37.O7
#10 44.52
+11 otr ?n?lff
Length
Hook(in. )
7 .67
9.59
11 .50
t3 .42
15 .341? ?n
rv .4d
zL.oz
Percen! Spac.
Develop. (in. )100.00 3.6483.46 4.70
69.55 5.55
5t.62 O, f U
52.'1,6 7 .49
46 .24 I .4r-
41. .07 9 .48
37.00 L0.49
l"*
HEEI, DESIGN:
*
I-,oad Combi-naEion = 1.4D + 1.7L + 1.7H
AvailabLe l-,ength for Straight Embedment into ToeAvailable Lenqth for Straiqht Embedment into Heel =
63
-z
00 in.
00 in.t
I d(in. )
l_5 .50
Mu
( fr -k)
0 .00
Vu
(kiP)
0.00
Phi Vn
(kiP)
1,7 .32
As FLex.
( in^2 )
0.000
As Min.
( in^2 )
0.000
As T+S As Reg'd(in^2) (in^2)
0.389 0.389
I
I
I
I
Development
Qt ra .i rrht-
(in. )#4 22.79#s 3s .32#6 s0.13#7 68 .36#8 90.00#9 r-1.3.93#ro r44.69#lL 1,77.73
Length
Hook(in. )
7 .67
9.59
11 .50
t3 .42
15 .34
17.30
1_9.48
2t .52
Percent. Spac.Develop. (in. )
-8. ?8 -0.54-5.66 -0.54-3.99 -0.54
-2.93 -0.54
-2 .22 -0 .54
-1.76 -0.54-1.38 -0.54-L.13 -0.54
oo
suoiea: cftlL- 0f (r') L|-TA)NC, w, F-Jh ,* l///0
fTc,-r- foev- l-ol+D
a 'ftT' (E-) kf-T- V/ALL _ ftL.a Ni l-/-tO 1.0, fit|-Tw' F+C
'r'tn
robrile:ANTLrv&5 QND/- Lll^ltHHD Jobno,(fl0f sh,'et ot
of
By:Date:
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7f7cf x l'
x'(7 ' + L^z-zr') = 71
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tolL t;;7 -
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FTcz - 7f0
s0l Lolfrr"'o
t$ /0oP
f*'** -'
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7.9' - L/ oT?
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_-rtl E #t
ft*+
lf,/00#
(z.rs')(t')ttl/urt' l' (l'rc')76
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suoi"a' (E) P-f-T- vr'nLL{ @ 'By: kJ h Dau": | 0
N ?pT
- Salt IL- ONLl
VfTr-f
x'l'x7.67'-- lth-f#/'
\14'- WALL f Tr*?t WT- o l507of x,'r# x 7-67'
W*. -- FTa- vT- -- | tof a.rxl'x 7;, o'
l4or -- Lr- (tz-0.s+/')(2.67')x ! (2.62')
nk - vy'o ( t') t Vr (o.?r')
= -zao*( l,) + t67#(z--tz')
t-- +.$
: ,67f ., (*nq- to-rr:+':
(--oz')(,') - u, )(z-47')"/6
-- Ltz-. + - 6(1 7'l
= 767#
-- z-ao #
s67#
= ?0q#'
=l7ff#'
tfin*' 06/ ff
' '' ,oNr4rto?^.., (4101 ,n*, ",Jobrirle: ANTLF-/4 coNt2 ADDU-1c
Ntu'tlL.v
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fLC-,- VwALt-b D^t", /0/ 6ftq
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Condominium Addition
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Stnrctural Calculations
Gravitv Foundations
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3 <- Enter number ot columns in schedule
0.125 <- Enter offset from left or right edge of column (inches)
0.75 1.5 2.25
ccc
MARK SIZE REINFORCING
A 6'-6' SQUARE x 1 -8" (8) #7 BARS EA. WAY
B 7'-0' SQUARE x 2'-0" (8) #7 BARS EA. wAY
C 8'-0' SQUARE x 2'-4" (8) #8 BARS EA. WAY
D 9'-0' SOUARE x 2'-4' (1 1) #8 BARS EA. WAY
E 9'-6' SQUARE x 2'-4' (12) #8 BARS EA. WAY
F
H
K
L
M
N
P
R
S
T
U
x
z
NOTE: SCHEDULE INFORMATION STARTS lN ROW 5
1.5
REMARKS
249 KIPS MAX. LOAD
289 KIPS MAX. LOAO
376 KIPS MAX. LOAD
476 KIPS MAX. LOAD
530 KIPS MAX. LOAD
<- Enler schedule column widl
<- Enter lext alignment (L, C o
LENGTH WIDTH
78 78
u84
OA OA
108 108
114 't14
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Condominium Addition
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Structural Calculations
Lateral Design
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