HomeMy WebLinkAboutWEST DAY SUBDIVISION LOT 3 GORE CREEK PLACE PRECAST CALCULATIONS 1-21-2005\\orcr.r:
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PRECAST CALCULATIONS
Gore Creek Residences
Job No: 0429
SUB1VIITTAL#3
(FINAL SUBMITTAL)
u2u05
Prepared by:
JWK
with
FDGInc.
Prepared for;
Stresscon Corporation
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The seal of fabricator's professional engineer applies only to Stresscon's fabricated products, which were desigred to meet
the stuchral criteria provided by the Errgineer of Record. It is requested that the Engineer of Record check this work for
conformance witl the design concept of dre project, and compliance with the information given in the contact documents.
This cover sheet references the following calculations per the index of sections as indicated in section i of this submittal.
Each section, as listed in section i, has a separate index that describes the various designs within that section.
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SECTION i
Job Title: Gore Creek Residences By: lwx Date: 917/04 Job No: 0429
INDEX OF CALCT]LATIONS
SEgI.DESCRIPTION
I General Index
0 General Design Notes, l,oads, Codes, and Manufacturers Data
1 Lateral Analvsis
J Beams
A Spandrels
5 Columns
6 Wall Panels
7 Flat Slabs
8 Connections
9 Unknown (generally not used)
l0 Repair Details (as required)
@ GENERAL NOTES sheet r of o.i
SECTION O
Job Title: Gore Creek Residencas By: Jwr DaIe: 9/13104 JobNo: 0429
INDEX OF GENERAL NOTES
SECT.DESCRIPTION Pages
0.0 Design Summary, Loads and Applicable Codes
0.1 Material Soecif cations I
0.2 Design Approach 1
0.3 Suppliers Data Sheets (as required)
DESIGN SI]MMARY
IobTitle: Gore Creek Residences
SECTION ().O
t\ .f Sheet 1 of 0.0
Date: 9/13/04 JobNo: 0429By: Jvn<
DESIGNSI]MMARY
AEPLICABTEIQDES
rBc 2000
ACI318
PCI DESIGN HANDBOOK 5thEdition
AISC, NinthEdition
Stresgcon Corporation
P.O. Bor 15129
Colorado Springs, C0
7 r9l390-504r
719l3S0-5584
Uae: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG
Tele:
Far:
80935 Dcnver SHEET 2
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L0AD C0NDTT|oNS: (PRoVIDED BY
LOADTNG COND|T|0N #1 AND #3:
ENGTNEER oF RECoRD)
W1 =
W2=
(LoADS
190
460
240
DO
PSF D.L. + lOO PSF L.L.
PSF D.L. + 1OO PSF L.t.
PSF D,t. + 1OO PSF L.t.
NoT NCLUDE WE]GHT 0r STRUCTURE)
LOADING CONDITION #2:
Wl = 240 PSF D.L. + 1OO PSF L.L.
(roADS D0 NoT TNCLUDE W|GHT 0F sTRUcruRE)
L0AprNG COND|T|ON #4:
w1 = 24O
w2 = J60
(LOADS D0
PSF
PSF
NOT
D.L. + lOO PSF L.L.
D.L. + IOO PSF L.L.
rNcLUDt WETGHT 0F STRUCTURE)
16'-8'
(e 26'-{V
w2
W1 WJ
5'-0'
SECTION 0.1
Job Title: Gore Cteek Residences Bv: JwK Date: 9/13/04 Job No: 0429
MATERIAT SPECFICATI
1. Structural Steel (shapes and plates) A36 min. yield36 lsi.
2, Sfuchrral Steel Tubes A500 min. yield 46 ksi.
3. E70xx Electrodes
4. Grade 60 mild reinforcement
5. Grade 270low relaxation prestessing strand
6. Welded reinforcement (.4'706 or preheated per Carbon Equivalent)
7. Welded Wire Fabric (WWF) min. leld 60 ksi.
E. Bolts, Anchor Bolts or threaded parts 4307 see PCI Table 6.15.9 for capacities
9. Coil bolt capacities per PCI Table 6. I 5. I 0
10. Coil or femrle insert wire capacities per PCI Table 6.15. 1 1
11. Bearing Pads - Cotton Duck , Random Fibet Reinforced @OF), or AASHTO grade plain Neoprene.
12. Headed Anchor Studs (H.A.S.) Grade 60 ksi
13. Deformed Bar Anchon (Shrd weldable deformed bars -D.B.A.) Grade 60 min.
DESTGN APPROACTT sheetlofo.2
SECTION 0.2
Job Title: Gore Creek Residences By: rwx Date: 10/18/04 JobNo: 0429
DESIGNAPPROACH
Gc!c&l:
Use Phi factors and Load factors per ACI 2002 Appendix C
All concrete desip will follow USD. Tyaical load combinations are as follows:
l.4DL+1.7LL
1.4DL+1.7LL+1.?SL
1.0sDL+1.275LL+1.275WL
0.9DL+/-1.3WL
0.9DL+/-1.0E
Phi Factors:
Flexure: Phi:0.9
Compression: Phi = 0.7
Shear: Phi = 0.85
Bearing: Phi = 0.7
Lrteral Design:
Shear wall panel and connections designed using USD based on unfactored soil load of2.15 klf at dre top ofthe north cast-
in-place wall as given by stnrctural engineer ofrecord.
Lateral DESIGN
SECTION 1 Sheet I of l i
Job Title: Gore Creek Residences By: JwK Date: I/i9l05 Job No: 0429
Lateral Analysis Index Submittals
SECT DESCRIPTION PAGES lst Znd 3rd 4rh ftn
1.0 Lateral Loads 5 X X
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Strrgscon Corloration Tele:
P.O. Bor 15129 Fa::
Colorado Spriags, C0 80935 Denvcr
7LS/gSO-501r
7r9/XSO-5661
Line: 303,/623- 1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SHEET 'I oF l.0
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LATERAL LOADS:
GENIRAL DESCRIPTION OF ASSUI/ED DIAPHRAGM ACTION:
UNI_DIRECTIONAL NATURE OF
GROUTED CHORD STEEL
AT GRID B ACTS AS
REINFORCING TO RESIST
POSITIVE MOMENTS
BEMEEN SHEAR WALL
SUPPORTS
1/ SLAB DIAPHRAGM
ACTS AS A BFAM
SPANNING CONTINUOUSLY
OVER SHEAR WALL
SUPPORTS
LOADING, AS WELL AS SOLIDLY
GROUTED JOINIS, TRANSFERS
LATEMI LOADS THROUGH BEAMS,
INTO 9,' SLABS OVER SHEAR WALLS
WELDED CONNECTIONS
BEIWEEN 9" SLABS AND
WALLS TRANSFER
LOADS INTO SHEAR
WALL SUPPORTS
P/C SHEAR WALLS
9'' SLABS
IT BEAM AND
COLUMN LINE
12' SLABS
KP/ED ANO GROUTED
JOINTS BEftVEEN I/
SLABS TMNSFER SHEAR
BEI\IVEEN SLABS T0
INSURE DIAPHRAGM
ACTION
GROUTED CHORD STEEL
AT GRID A ACTS AS
REINFORCINC TO RESIST
NEGATIVE MOMENTS
ACROSS SHEAR WALL
SUPPORTS
Ll_tf 11i11
UNIFORM I.ATEML SOIL
LOAD ACTS UNI-DIRECTIONALLY
AGAINST DIAPHRAGM AT GRID A
SIRVICT LOAD PER FOOT OF WALL ALONG GRID A = 2,,15 K/N LATERAL LOAD (PROVIDED BY E.O.R.)
ULTIMATE LOAD = 1.7(2.15) = 3.66 KLf'
CHORD STEEL:
ASSUME A 9 SPAN CONTINUOUS BTAM
SPAN .l
^, l.l0 ff
SPAN2t 90FI
SPANS*115FT
SPAN4rylOOFT
SPAN5*125FTSPAN6! 65FT
SPAN 7 ^r 110 FT
SPAN8* 75FI
SPAN9^' 30FT
FDG, Inc.
Gore Creek Resi-dences
Bcan, 3.01, (C)2001 BY iIACQUES & ASWAD, INC.
sHEEt 2 0F 1.0
DATE2 9/L5/2004
PAGE: 1 BY: J9fK
INPUT DATA
E= 4030 ksi
Element Data
No. of Jts.= 10 No. of Elernents: 9
Joint Data
Element I. * (in^4 )
I 78861460482 7 88614 50483 7886146048
4 ?8861460485 78861450485 78861460487 78861460488 78851460489 7886145048
Load Case Description
Joint
t
1
2
J
4
J
5
8
9
1n
x(ft)
0. 00
110.00
200.00
315 . 00
415.00
540 .00
605.00
?15.00
790.00
820. 00
Joint
Restraint
PINNED
PINNED
PINNED
PINNED
PINNED
PINNED
PINNED
PINNED
PINNED
PINNED
toad
Case
1
Dlstributed
Description
Lateral Load
Loads
Load
Case
1
tv J.
(k,/ f r)
3.660
w2
( k,/f t)
5. bbu
x1 x2(fr) (ft)
0.00 820.00
I : \Jobs\042 9\Engrg\01-Lateral Design\0429E-01-00-l,ateral Loads.bcn
FDG. Inc.
Gore Creek Residences
Bcan, 3.01-, (C)2001 BY JACQUES & ASWAD, INC.
I,OAD COMBINATION
Combined Loads = 1.000 * LC I
Joint Reactions and Di splacements
Rotat.
(rad)
0.000001
-0.000000
0.000000
-0.000000
0.000000
-0.000000
0.000000
-0.000000
-0.000000
-0.000000
sttEET 3 0F r-.0
DATE z 9 / 15 /2004
PAGE: 2 BY: JWK
PT *1 =75FT
Joint
t
1
2
o
a
v
10
x
0. 00
110.00
200.00
315.00
415 .00
540.00
605.00
715.00
790.00
820 .00
Rx
(k)
0.00
0.00
0.00
0.00
0. 00
0.00
0.00
0.00
0.00
0.00
Prr
(k)
-154 .90
-411.88
-50z.zY
-389.88
-359 .24
-294.L0
-384.28
-.L,ry.bI
-JU.:'U
Mz
(k-in)(in1
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0,0000
0 .0000
0
0
0
0
0
0
Element Forces and Displacements
Ele. X
# (ft)Axial
Force
(k)
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
0.00
0.00
Shear l'orce
(k)
-154.90
0.00
237,70
-174.18
-0.00
753.22
-247 .08
0. 00
z!J.62
-r/o.uo
-0. 00
189.94
-234.18
-0.00
223.32
-135.92
-0.00
101.98
-L92.12
0.00
2ro . 48
-t73 .'7 9
0.00
100 . 71
-78.90
Moment Y-displ.(k-in) (in)
1
1
1
0.00
45.06
110 . 00
1-10.00
t 57.59
200.00
200.00
zf,b.lb
31_5.00
315.00
363.10
4r5.00
4r_5.00
478.98
540.00
540.00
577 .14
605 .00
605.00
657 . 49
7 r"5 . 00
?1,5.00
'762.48
790.00
2
5
5
5
,l
'1
7
9 790.00 0.00
I : \ Jobs\0 4 2 9\Engrg\0 l--LateraI
-44579@-
48042
37800
37800
-32498
42452
-8364
50779
0.0000
0.0002
0 .0000
0.0000
-0.0000
0.0000
0.0000
0.0002
0.0000
0.0000
-0.0000
0.0000
0.0000
0.0002
0.0000
0.0000
-0.0000
0.0000
0.0000
0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
INFIJECTION
INFI.,ECTION
INFTECTION
INFI,ECTION
INFI.,ECTION
INFTJECTION
INFLECTION
155 FT
L60 FT
= 230 FT
= 280 FT
355 FT
370 FT
PT #2
PT #3
PT #4
PT #5
PT #6
PT #7
50779
-Jvrzr
42638
42638
L2352
2940r
2940L
-31104
4L526
.t!Jzo
-7988
dbJv
8639
INFLECTION PT #8 = 450 FT
INFLECTION PT #9 = 51"0 FT
b
b
b
INFLECTION PT #10 = 530
INFLECTION PT #l-1 = 680
INFLECTION PT #12 = 755
INFLECTION PT #13 = 775
INFLECTION PT #L4 = 810
FT
FT
Desicrn\0429E-01--00-Lateral Loads.bcn
FT
FT
FDG, Inc.
Gore Creek Residences
Bcan, 3.01, (C)2001 BY JACQUES & ASWAD, INC.
SHEET 4 OF 1.0
DATE: 9/15/2004
PAGE: 3 BY: JWK
9 811.56 0.009 820.00 0.00
0.00
3C.90
-155s 0.00000 0 .0000
I : \.tobs\042 9\Engrg\01-Lateral Design\04 2 9E-0 1-00-Lateral Load.s. bcn
E€EO
Shesscon Corporation Tele: Zt9l390-5041
P.0. Bor 15129 Far: ?tg/gg0-ib64
Colorado Springs, C0 80935 Denver Line: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SEEET 5
DttTE:.9/17 /04
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LATERAL LOADS:
FROIil COMPUTER RUN:
Mu u* @ SHEAR WALLS = 50779 K-rN ,= 4230 fl-K (STEEL AT C.l.P. SIDE 0F DTAPHRACM)d=26.3J-l-.5=24.83FT
4230/24.83 = 170 K
170l.9(60) = J.14 lN2|qr 14) {R aHnRn qrrFl
Mu MAx BI|WEEN SHEAR WALLS = 44519 K-lN = 3715 Fr-K (STEEL AT P/C BEAM SIDE 0F DIAPHMGM)
3715/24.83 = 150 K
1s0l.e(60) = 2.77 tNz
usE (4) #8 0R (J) #e CHoRD STEEL
CHECK DEVELOPMENT OF CHORD STTEL N GROUTTD JOINT:
INTERFACE AREA = 12.0 lN./lN.
TENSION T0 DEVEIOP = J.14(.9X60) = 170 K
SECTION 4.3 OF THE PCI MANUAL FOR IHI DESIGN OF HOLLOWCORT SLABS ALLOWS A SHEAR STRESS OF 80 PSI
TO BE USED TO DIIIRMINE THE LONGITUD]NAL SHEAR DESLGN STRINGTH OF A GROUTED KTY
AREA REQUTRID = 170(1000)/.85(80 p:it) = 2500 tN2
DISTANCE T0 DEVEL0P = 2500/12.0 = 208 lN. = 17.4 n
DISTANCE BETWEEN INFLECTION POINTS AT MAXIi\,,IUM TINSION = 80 FI
80/2 = 40 n > t.4 Fr .'. 0.K.
SHEAR FRICTION:
A", = \r/6fuk"
= 170l.85(60x2.9) = 1.1a9 rN2 (ASSUVE CONCRETE TO C0NCRITE W|TH ROUCHTNED SURFACE)
usE (4) #s OvrR MAXTN4U|\/ 0F 40 n == (1) #s @ EA. SLAB JoINT
MAXIMUM SHTAR TRANSFERRTD ACROSS SLAB-IO-SLAB JOINT V,, = 218 K
SHEAR FRICTION:
A* = Yu/afg."
= 2J8l.85(60x2.9) (ASSUME CONCRETE T0 CoNCRil-E w,/ RoUGHENED SURFACE)
= 1 .609 lN2
(THIS CLAMPING SIEIL IS PROVIDED BY THE CHORD STTIL)
ALTERNATIVELY,
CHECK GROUTED AREA TO RESIST SHIAR:
SECTION 4.3 IN THE PCI MANUAL FOR THE DES|GN OF HOLLOWCORT SLABS ALLOWS A SHEAR STRESS OF 80 PSI
TO BE USED TO DfiERMINE THI LONGITUDINAL SHEAR DESIGN STRTNGTH OF A GROUTED KEY
vAr = .8s(80x12)(24.75)(12) = 242 N:. > 2J8 K ;. O.K.
(NOTE: THIS iS CONSERVATIVE, AS CASTE.LLATIONS IN SIAB JOINTS, MIH RESULTINC SHTAR FRICTION EFFECTS, HAVE
NOT BEEN ACCOUNTED FOR)
Beam DESIGN
SECTION 3 Sheet 1 of 3.i
Job Title: Gore Creek Residences By:JwK Da!e: l/19/05 Job No: 0429
Beam Design Index Submittals
SECT DESCRIPTION DESIGN Pgs Ist 2nd 3rd 4th )m
3.0 Reference Summaries 7 X X
3.1 Grid B Beam Desiens
3.1.1 Light Design BA 6 x X
J. t.z Heary Design BB o x X
J.I.J Special Design
J.l .J.l Load Condition #1 7 x X
J.L,J.Z Load Condition #2 and #4 BC o X X
J- -t.J.J Load Combination #3 and #4 6 X X
3.2 Grid C Beam Desims BD 6 x x
J,J Ledge Design i X x
3.R Design Summaries
3.R.r Desip Sheet BA I X x
3.R.2 Design Sheet BB I x x
3.R3 Desip Sheet BC I X x
3.R.4 Design Sheet BD 1 X x
Stresscon Corporation
P,0. Eox 15129
Tele: ?19/390-50,11 SUBJECT: Gore Creek Resldences
Fax: 7r9/390-5564f
Colorado Springs, CO 80935 Denver Line: 30A/623-1523 BY: JWK/FDC SHEET 1
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Slresscon Corloration Tele: 7lg/ggo-so1t SUBJECT: Gore Creek Residences
P.0. Bor 15129 Far: 7lS/390-5581
Colorad.o Springs, C0 80935 Denver Line: 303/623-1323 BY: JWK/FDG
s/10/04
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P.O. Bor 15129 Far: ?rg/990-Si64
Colorado Springs, CO 80935 Dcnver Line: 303/623-1323 BY: JWK/FDG
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P.O, Bor 15129
Colorado Spring!, CO 80935
?19,/390-504r SUBJECT: Gore Creek Residences DI:rEz 9/ 10/04
Far: ?191390-5564
Denver Line: 303/623-138 BY: JWK/FDG SHEET 4 oF 3.0
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P.0. Bor 15129
Colorado Springs, CO 80935
? Lsl390-50,11 SUBJECT: Gore Creek Residences DxtE 9/10/04
Far: 71.9/390-5504
Dcnver Line: 303/623-1323 BY: JWK/FDG SHEET 5 0F 3.0
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Stresscon Corloration
P.0. Bor 15129
Colorado Springs, C0
719/390-504r SUBJECT: Gore Creek Residences
Far: 7191390-5564
80935 Denver Line: 303/623-1323 BY: JWK/FDG
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Shesscon Corloration
P.0. Bo: 15129
Colorado Springa, CO 80935
?19/390-504f SUBJECT: Gore Creek Residences Dt$h 9/10/04
Far: 7191390-5564
Denver Line: 303/623-f323 BY: JWK/FDG SHEET 7 oF 3.0
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P.O. Bor l5l2g
Colorado Springs,
?fS,/390-504f
719l390-5564
Line: 303/823-1323
Tele:
Far:
SUBJECT: Gore Creek Residences DArEzE/31 /0a
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C0 80935 Denver BY: JWK/FDG SHEET 1 oF J.1 .1
rT BIAM LTGHT DESTGN "BA': (GR|D B BEAM)
MAXI|/UM SPAN 0F L|GHT DESTGN rT BtAr'/ FOR LOADTNG CoND|T|ON #1 = 17'-1" Q T0 0 0F CoLUMNS
q T0 q 0F BEARING = 17.08 - 21.5/12 + 6.s/2(12)l = 16.46 FT
LoADS FRoM A T0 B = [[J40 psF (0/r = 2+0/100)](20.6)2/2
+ [560 PSF (D/L = 460/100)](sx23.1)l/2s.6 + [11s PSF DL](24.75/2) = 6.77 KLr (D/L = 5.4e/1.28)
LOADS FRoM B TO C = [s60 psF (D/t = 460/100)](16.6712) + [86.3 PSF DL](14.67l2)
= 5.30 KLF (D/t = 4.46/.84)
ADD PoINT LoAD oF 1/2 oF 11.5 KLF (D/L = .5/1)l(14 Fr) + 1/2 0F 13 K (D/L = 2/11) T0 "c' slDE 0F
GRID FOR C.I.P. WALLS AND POINT LOADS ABOVE = 17 K (D/L = 4,5/12.5)
TOTAL LOAD ON BEAM = 12,07 KLF (DiL = 9.95/2.12) (NOT INCTUDING SELF-WEIGHT) + POINT LOAD OF 17 K
(D/L= 4.5/12.s) @ MTDSPAN
MAX]IIUM SPAN OF LIGHT DESIGN IT BEA[/ FOR LOADING CONDITION #2 = 2O'_0,, q TO Q" OF COLUMNS
q T0 Q- 0F BEARING = 20.0 FT - 21.5/12 + 6.5/2(12)l = 1e.38 ff
LoADS FRoM A T0 B = [340 psr (D/L = 240/100)](25.6/2) + [115 PSF DL](24.75)/2
= 5.77 KLF (D/L = 4.4s/1.28)
LOADS FROM B T0 c = [340 psF (D/L -- 240/100)](22j/2) + [86.3 Psr DL](21.25)/2
= 4.67 KLF (D/L = 3.57/1.10)
NO C.I.P. WALLS OR POINT LOADS OCCUR ABOVE AT THIS CONDITION
TOTAL LOAD ON BIAI\,I = 10.44 KLF (D/L = 8.06/2.38) (NOT INCLUDING SELF-WIIGHT)
MAXIMUM SPAN 0F LIGHI DESIGN lT BEAM FOR LOADING COND|T|ON #3 = 20'-d' q T0 Q 0F COLUMNS
Q T0 0 0F BEARING = 20.0 - 2[.s/12 + 6.5/2(12)l = 1e.4 Fl-
LoADS FRoM A T0 B = [[340 pSF (D/L = 240/100)](20.62)2/2
+ [s60 PSF (0/L = 460/100)](s.00x23.1)l/25.6 + [1ls PSF DL)(24.75/2) = 6.77 KLF (D/L = s.4e/1.28)
LOADS FRoM B T0 c = [560 psF (D/t = 460/100)](16.67/2) + [86.3 PSF DL](14.67l2)
= 5.30 KLF (D/t = 4.47/.83)
ADD POINT LOAD 0F 1/2 oF [1.s KLF (D/L = .s/1)](14 FI) + 1/2 0F 15 K (D/L = 2/11)) r0 "c" slDE 0F
GRID FOR C.l,P. WALLS AND POINT LoADS ABOVE = 17 K (D/t = 4.5/12.5)
TOTAL LOAD ON BEA[4 = 12.O7 KLF (D/L = 9.96/2.11) (NOT INCTUDING SELF_WEIGHT) + POINT LOAD OF 17 K
(D/L = 4.5/12.5) AT MTDSPAN
MAXIMUM SPAN OF LIGHT DESIGN IT BEAM FOR LOADING CONDITION #4 = 19'_63/4'' q TO Q. OF COLUMNS
0 T0 Q,0F EEARING = 1e.56 - 2[.5/12 + 6.5/2(12)] = 18.e4 FT
LOADS FRO[/ A T0 B = [460 pSF (D/L = 360/100)](2s.6)/2 + [11s PSF DL](24.15/2)
= 7.J1 KLF (D/L = 6.03/1.28)
LoADS FRoM B T0 c = [340 pSF (D/r = 240/100)](16.67/2) + [86.3 psF DL](14.67l2)
= 3.47 KLF (D/L = 2.64/-83)
NO C.I,P. WALLS OR POINT LOADS OCCUR ABOVE AT LOAD CONDITION #4
TOTAL LoAD 0N BEAM = 10.78 KLF (D/L = 8.67/2.11) (NOT INCLUDING SELF-WEIGHT)
BY OBSERVATION. LOAD CONDITION #3 IVILL CONTROL
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (c)2003 BY JACQUES & AswAD, INc.
DESIGN DATA
Left Cant. = 0.00 ft
Beam Length : 19.40 ft.
Design Bearing Lengths :
BoL. width = 30.000 inTop width = 0.000 in
sten Height : 12.000 in
Non-Composite : (Based on
Area = 624.000 !n-2I = 29420.3L in-A
Miscel-Ianeous:
Beam type :NORMAL WT.
Beam weight = 150.00 pcfCu :2.350
VoI/Surf : 5.778 in
Beam frci = 3-500 ksiEci modifier= 1.000
nhi Fr a+ arc
Load Factors :
Shear Options :
AJ-l-ovr. Concrete Stress:
StreSs BIoeK=PARABOLIC
Simple Span = 19.40 ft
Loop g Lett = 0.u0 tt
G Left = 0.000 ft
boc. EnlcK = Iz.uuu rn
Flange thick= 0.000 in
Haunch thick= 0.000 in
above section dinensions)sb : 2555.00 in-3
ID = II.U/bY ]N
Topp j-ng tllge:NORMAL Wr .
Topping wt. : 150.00 pcf
eds = 0 E-0 6
ReI . humid = 50.00*
Beam f'c = 5.000 ksi
Ec modifier = 1.000
Flexure = 0.900
Dead Load = 1.400
Depth used =NON-COMP
AE Release =0.700f'ci
Pi d}\f a. h|-
Loop B RighE=
A R i.'hi=
st.
YT
Web width = 22.000 in
Tpg. thick = 0.000 in
Section Type=IT BEAM
SHEET 2 0F 3 .1.1
DATE z 9/8/2004
PAGE: L BY: JWK
0.00 f r
0.00 fr
0.000 f !
24.000 in
227 6.57 in-3
rz-vz5L Ln
eshu = 650 E-0 6
Strain Curve:PCI Handbook
Topping f'c = 4.000 ksi
Camber Mult.= 1.000
Shear : 0.850
Live load = 1.700
f 'c used :BEAM
At Final :12.000sqrt f rc
Prestressinq Strands (Strand Type : LOW RELAXATION )
41.0 K/ STRANDEff. PulI : 0.700Xfpu Strand diam.= 0.5000 in Estrand :28322.44 ks!
Strand fpu :270.00 ksi Area ea.str.= 0.2170 in-2 ItMuIt : 1.000# Str. lev. = L # oi Strand = L4.00 ldMult = 1.000
Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO
Harping Profile: X (ft) FromDescription Left End
left End of Beam----- 0.00Right End of Beam----- 19.40
Mild Steel
HsCr Eccent. Area of(in) (in) P/S (in-2 )2.38 8.70 3.03802.38 8 .70 3. 0380
fyl = 50.00 ksi
Distance From Left End
Bottom Beginning Ending(in) (ft) (ft)
LdMuIt
= 60.00 ksi: 30.00 ksi: 1.000
Dist. from
of Section
No. of Bars Bar Area of
Layer in Layer Size Steel (in-2)
I 3.r"60
Shear : fyv : 50.00 ksiFlexure : fy : 60.00 ksiEmild : 29000 ksi
Load Tlpe
P/C Self Weight
Non-comp. Dead Load
Composite Dead Load
Magnitude of Load
Beginning Ending(k/fr) (k/tr)
Distance Fron LeftBeginning Ending Eccent.(ft) (ft) (in)
21.00 0.00 19.40
NOTE: MiId steel transformed for section props and used in design moment.
Distributed Loads (non-factored)
0. 650
9.960
0. 000
9. 960
0.000
0.000
0.000
0.000
0.00 19.400.00 1-9.40
0. 00 19.40
I : \Jobs \0 42 9 \Engrg\o 3-Beam Design\04298-03-01-0f Grid B Light Design.ben
FDG, Inc.
Gore Creek Res idences
SHEET 3 OF 3.1.].
DATE:9/8/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 2 BY: JWK
Live Load 2.110 2.L10 0.00 19.40 0.000
At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft
Concentrated Loads (non-factored)
Magnitude Distance From Eccent.
Load Type of Load (k) Left End (ft) (in)
Non-comp. Dead. Load 4.50 9.70 0.000
Live toad 12.50 9.70 0.000
NOTE: 0.00? of all distributed and concentrated live loads are suscained.
NOTE: Eccent. must be assigned for program to calculate design torsion.
NoTE: Patterned loading, if desiredf must be assigned by the user.
Loading Eccentricities and Dj-stribution Lengths for Ledge and Hanger Steel
NOTE: Assigned Wu and Pu wil.L owerride distributed and concentrated
loads listed above for: ledge and hanger steel design.
Assigned Wu = 8.050 k/ft Ecc. for Wu =+ 13.50 in (Right Side)
= 7.990 k/ft =- 13.50 in (Left Side)
Assigned Pu = 0.00 kips Ec(:. for Pu =+ 0.00 in (Right Side)
= O fl0 tzinc 0.00 in (Lefb Side)
Nu/!'lu,Nu/Pu = 0.20Distribution: fnterior= 0.00 ft End = 0.00 ft
Hanger Steel Additive -> NO Ledge Fully Supported -> NO
Width/ Bt = 0.000 in Spacing, S = 0.00 in Dist., De = 0.00 in
Bearing Plates
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.500 inEff. Brg. Surface: Width = 18.00 j-n Length : 6.000 in
Plate Rebar: Angle = 10.00 deg fy : 60.00 ksi
Confinement for non-debonded ])restressinq strand assumed -> YES
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * r * * * ouTpuT * * Jr * * * * * * * * * * ,r * * * * * * * * * * * * * * * * * i * * *
INITIAL STRESSES (psi. at rele,rse)
A) DL beam + core material (if any) + suct.ion (if any)
Beam is supported at 0.00 fE from LEFT end and 0.00 ft from RIGHT end
X (ft) Fron InitiaL P/SLeft End Top Bot.
Init.P/S + BM Aux. steel area
Top Bot. (ACI 18.4.1)
L.94 -818 1924 -'764 1875 1.95 TOp<---2.50 -1030 2466 -963 2405 2.42 TOp<---3.88 -1,003 2452 -910 2361 2.22 TOp<--- (4) +8
5.82 -1004 2454 -881 2343 z.r2 Top<--- (As = 3'14 rN2)
7.76 -1005 2456 -864 2328 2.06 rop<---9.70 -1005 2456 -858 2323 2.04 TOp<---
NOTE: Required f'ci = 3500 psi based on assigned minimum.
STRAND STRESSES (Based on f'ci=3.500 ksi, f,c=5.000 ksi, by PCI Corunittee)
at DL andX(ft) from Tensioning Release Sust. LI, Final* P/S Loss P/S LossLeft End ksi ksi ksi ksi ksi ?
0.00 189.0 l-70.6 0.0 0.0 189.00 100.001.94 189.0 L'7t.4 :-2L.2 122.2 66.'78 35.33
I:\Jobs\0429\Engrg\03-Beam Design\04298-03-01--01 Grid B light Design.bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 4 OF 3.1.1
DATE z 9 /8 /2004
PAGE: 3 BY: JWK
14 .39
1.2 .0'J-
10.50
9. 85
3. 88
5.82
9.70
*NOTE: Final
189.0
189.0
189.0
189.0
171.9
t7 2 .1_
L72 .2
[12.2
Tf,Y. Y
loJ. b
IOO.U
155.9
151.8
r66.3
LO>.2
t70.4
21 .r9
22.1L
19.85
rt' . o.L
strand stresses include elastic reqain for Live Load.
FINAL STRESSES (psi )
X(ft) From FP + BMIeft End Top Bot
+ Sustained LL
Bot
0
463
vbr
LL42
888
674
497
3s8
zJ I
194
168
FP+DL+AIIII
Tpg Top Bot
00
230 351398 749656 841
1056 5041402 2L5
t692 -21L926 -2232105 -372222'7 -47 5
2294 -53r- O.K.
0.00
0.97
1.94
,q1
3.88
.1 .6tr
5.82
o. /v
7.76
8.73
9.70
FP+Dt
Tps
:__
:--
Top
0
ro2
158
3r-9
529
892
1r-09
1280
1,405
1483
r J.l- o
00
-361 870
-709 L7 27
-883 22L8
-874 2238
-o tz zza6
-871 2276
-870 2290
-870 2301-
-87 0 2309
-o /r z5L5
NOTE: Allowable bot.tom tension stress =12.00*sqrt(frc) = -849 Psi
ULTIMATE MOMENT (k-in )
Required Mu Provided phi*Mn
by byX(ft) From Factrd l-.2*McrLeft End Loads (ACI 18.8.3)
if Over-pr uEv . !rrr9 Lrrstrain- Limits Reinforced
compat. (AcI Ch.12) (ACI l-8.8.1)
0
3170 (3)
5084 (3)
9079 (3)
10ss4 (1)
11585 (1)
l-2489 (1)
12961 (1)
-J-JUbJ
13061
13061 0.K.
0.00
0.97
L.94
3.88
4 Rq
5.82
6.79
7.76
8.73
9.70
LL50
4059
5790
7304
I610
97 07
r.0596
Lr277
rt 750
L20r4
(1): Development Length controLled by strand.(3): Development l-ength controlled by both strand and rebar.
:::l:::_:::T_TI:::i:1T __ Required Reinfcrc:.ns __
9131
Tu vcik-in kips
for
Vcr"r Avcikips in-2/ft
15r" 0.000207 0.00022'7 0.000
233 0.000239 0.099
243 0.r27
for forAvcw Avmin
in-2/fE in-2 / ft
0.409 0.038 (2) *
0.000 0.0?3 (2) *
0.000 0.094 (2) *
0.000 0.094 (2) *
0.000 0 .o94 (21 ),
0.000 0.094 (2) *
X (ft) Fron Dteft End in.
1,00 2r.62r.94 2L.62
z,JL ZL.bZ
J.6d ZL.bZ
4. 85 2t.62
5.82 2L.62
Vu
kips
r7 4 .2L
155. 88
r_38. 99
121. r-0
103.21
8s.33
JUO
250
198
145
111,
87
0.0
0.0
0.0
0.0
0.0
0.0
I: \Jobs\0429\Engrg\03-Beam Design\04298-03-01-01- Grid B Light Design.bem
FDG. Inc. SHEET 5 OF 3.1.1
Gore Creek Resi-dences DA'IE:. 9/8/2004
BEAN, 3.04, (C)2003 BY JACOUES & ASWAD, INC. PAGE: 4 BY: JWK
6.79 27.52 57.44 0.0 68 247 0.106 0.000 0.094(2)* Usn #4 TrEs,7.76 2't .62 49.55 0.0 s7 250 0.010 0.000 0.094(2)* (1) @ 2',8.73 27.62 31.66 0.0 57 252 0.000 0.000 0.094(2)* (3) o 1ou,9.?0 2't.62 -13.78 0.0 57 253 0.000 0.000 0.000 REMATNDER @ 12"(Ar,so, sEE(2): Minimum based on ACI Eq. 11-14. LEDGE DESIGNNoTE: Reqd. rej.nf . does not incfude suspension steel- for ledges & pockets.FOR ADDITIONALNoTE: Reqd. reinf. is based on a total web width =22.000 in. REINFORCING)*NOTE: Spacing must not exceed the lesser of 24(in) or 3/4*h= 18.00(in).
NOTE: No significant torsion was found (ACI 11.6.L).
NoTE: Design assumes web reinforcing is carried as cfose to compression
. and tension surfaces as possible per AcI 12.13.1.
PREDICTED DEELECTIONS
Based on : Rational approach and PCI Conmittee Recomnendations for losses.
f 'ci = 3.500 ksi, f'c : 5.000 ksi and ACI-209
Eci = 3587 ksi, Ec = 4287 ksi. Camber Mutt.= 1.000
Modified : Cu = L.428 eshu = 312 E-06
NOTE: Negative values indicate camber.
Midspan
Pos ition
(in)
ReLease : PS( -0.27)+BM DL( 0.02) -0.25
Creep Before Erection -0.15Erection: PS+BM DL -0.40
(@ 4 weeks) DELTA TL = O.42t = l/554
Change Due to Non-Comp.DL O,24 < L/24O O.K.
: PS+BM DL+Non-Comp.Dl -0.16
Change Due to Conp.DL+Sust.LL 0.00
: PS+AII DL+Sust.L! -0.16 DELTA LIJ = 0.18tr = l/L293
Long Term Creep 0.10 < L/36O O.K.
Final : PS+A1L DL+Sust.Ll -0.05: PS+AII DL+LI 0.02
NOTE: Beam has cracked under positive moment, deflections are based
on a bilinear moment-deflection relationship (ACI 18.4.2).
MISC. PRODUCTION INFORMATION
Initla]- prestress force : 574 kips Final- prestress force = 5L8 kips
Concrete strengths used in design:
Release strength f'ci= 3500 psi Final strength f 'c= 5000 psi
Beam is NORMAL WEIGHT concrete. Piece weight = 1,2.61 kips.
Estimated shortening betr/reen support.s aC erection time :
Curvatureat C. c. Effect TotaLTop 0.10 -0.18 -0.07 <<<Length corection not to exceed this val-uec.G 0.r0 0.00 0.10Bot 0. 10 0.15 O .26
HORIZONTAL ANCHOR REINFORCEMEN? & BEARING STRESS ON BEARING PAD
Confinement for prestlessing strand assumed -> YES
factored Reaction: Pu = 192.7 kips pvr = 131.9 kips at LEFT support
React. Components: Pdl-,nc: 105-2 kips Pdl,s= 0.0 kips Pll: 26.7 kips
Factored Shear : Vu = 1"92.6 kips Nu = 38.5 kipsCalculated : Height: 24.00 in Bearing Surface Width = 18.00 in
I: \Jobs\042g\Engrg\03-Beam Design\0429E-03-01-01 Grid B Lights Design.ben
Fnl: Th^
Gore Creek Resid.ences
Beam, 3.04, (C)2003 BY .IACQUES & ASWAD, INC.
SHEET 5 OF 3.1.1
DAIEl. 9 / 8 /2004
PAGE: 5 BY: JWK
Reqd. Horiz. Steel
Bearing without viith Factored Brg. Brg. Pad Sugg.
Length P/s P/s stress stress Pad type(in) (in-2) (in-2) (ksi) (ksj-)
6. 0 2.00 0.17 1.784 1.22I (21 MASTICORD
NoTE: As detailed bearing lengths must be l-onger than minimum used in calcs
to allow for as-built to.Ierances. Suggest mj-nimum added length be
7/2 in. + difference in shortening between top and bottom of member'
NOTE: Reactions are used for concrete bearing strength check and bearing
pad design, shear is used for design of Avf.
Pad Ttpes: (following PCI Handbook sth Edition)(2): Random Oriented Fiber (ROF)
1,0 OF 14 STRAND CONFINED:
.r7 + la/v) (2.00 - .17)
= .693 IN2
usE MrN. oF (3) #5'S
I
I: \,lobs\0429\Engrg\03-Beam Design\0429E-03-01-01 crid B Light Design.bem
E O T]BEEC=E€O
Stresscon Corporatiou Tele:
P.O. Bor 15129 Far:
Colorado Springs, CO 80935 Denver Line:
SUBJEC{: Gore Creek Residences
BY: JWK/FDG
?19l390-504r
7t9/390-5581
303/023- 1323
DffE'8/31 /04
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lT BEAM HEAW DESIGN "BB': (cRlD B UEAM)
MAXI|/UM SPAN 0F HEAVr lT BEAM FOR l-OADlNc CONDIT|ON #1 = 23'-0" Q r0 Q,0F COLUMNS
q T0 q 0F BEARING = 23.0 - 21.5/12 + 6.5/2(12)l = 22.4 Fr
LoADS FR0l\,,1 A T0 B = [[340 psF (D/L = 240/100))(20.6)r/2
+ [s60 PSF (D/L = 460/100)xsx2i.1)]/25.6 + [11s psF DL](24.75/2) = 6.77 KLF (0/L -- 5.4s/1.28)
LoADS FROM B T0 C = [560 pSF (D/L = 460/rc0))(16.67/2) + [86.3 psr D1x14.67l2)
= 5.30 KLF (D/L = 4.46/.8+)
ADD POINT LoAD 0F 1/2 0F [1.5 KLF (D/L = .5/1)](14 Fr) + 1/2 0F 13 K (D/L = 2/11) T0 "C', S|DE 0F
GRID FOR C.l.P. WALLS AND POINT LOAD:] ABOVE = 17 K (D/L = 4.5/12.5)
TOTAL LOAD ON BEAI'4 = 12.07 KLF (D/L = 9.95/2.12) (NOT INCLUDINC SELF_WEIGHT) + POINT LOAD OF 17 K
(D/L= 4.5/12.5) @ l\,{tDSPAN
ALL BEAI/S AT LOADING CONDITION #2 AIE EITHER LIGHT DESIGN OR SPEC]AI DESIGN
MAXIMUM SPAN 0F lT BEAM FOR LOADIN(I COND|T|ON #3 = 23'-d' Q- T0 I 0F COLUMNS
Q, T0 0 0F BEARING = 2J.0 - 2[.5/12 + 6.5/2(12)] = 22.4 FI
LoADS FROM A T0 B = [[340 psF (D/t, = 240/100)l(20.62)r/2
+ [s60 PSF (D/L = 460/100)](s.oo)(23.1)l/25.6 + [11s psF DL)(24.75/2) = 6.77 KtF (D/L = 5.4e/1.28)
LoADS FROM B T0 C = [s60 psF (D/L = 460/100)](16.61/2) + [86.3 psF DL](14.67l2)
= 5.30 KLF (D/L = +.47/.83)
ADD POINT LoAD 0F 1/2 oF [1.5 KLF ('DlL = .5/1)l(1+ FI) + 1/2 0F lJ K (D/t = 2/11)) r0 "c" slDE 0F
cRlD FOR c.l.P. WALLS AND POINT LOADS ABOVE = 17 K (D/L = 4.5/12.5)
TOTAL LOAD ON BEAM = 12.07 KLF (D/L = 9.96/2.11) (NOT INCLUDING SELF_WEIGHT) + POINT LOAD OF 17 K
(D/L = 4.5/12.5) Ar MTDSPAN
MAXIMUM SPAN 0F tT BEAM FoR LoAD|NG COND|T|oN #4 = 22'-51/1" q T0 0 0F COLU|/NS
Q T0 q 0F BEARTNG = 22.4 - 21.5/12 + 6.5/2(12)l = 21.8 Fr
LOADS FROM A TO B = [460 PSF (D/L = 360/100)](25.6)/2 + [115 PSF DL)(24.75/2)
= 7.31 KLF (D/L = 6.03/1.28)
LoADS FROM B T0 C = [340 pSF (D/L = 24A/10A)](16.61/2) + [863 pSF DL](14.67l2)
= J.47 KLF (D/L = 2.6+/.83)
NO C.I.P. WALLS OR POINT LOADS OCCUR ABOVE AT LOAD CONDITION #4-|OTAL LOAD ON BEAM = 10.78 KLF (D//L = 8.67/2.11) (NOT INCLUDING SELF_WTIGHT)
MAXIMUM SPAN 0F lT BEAri4 FOR LOADTNG COND|T|ON #3 & #4 CO|/BINAT|ON = 23',-0" Q T0 Q. 0F CoLU|/NS
Q. T0 q 0F BEARING = 23.a - 21.5/12 + 6.5/2(12)l = 22.4 FI
LoADS FR0r/ A T0 B = 7.31 KLF (D/L = 6.03/1.28) (SEE cONDlTlON #4 ABOVE)
LoADS FROM B T0 C = s.30 KtF (D/L = 4.47/.83) (SEE COND|T|ON #J ABoVE)
TOTAT LOAD ON BEAM _ 12,61 KLF (D/L = 10.5/2.11) (NOT INCLUDING SELF_WEIGHI) + POINT LOAD OF 17 K
@/L = 4.5/12.s) Ar MTDSPAN
BY OBSERVATION. LoAD COND|TION #3 & #4 CoMBINAT|oN W|LL CONTROL
FDG, Inc.
Gore Creek Residences
Bean, 3.04, (c)2003 BY .IACQUES & ASWAD, INC.
DESIGN DATA
SHEET 2 OF 3.1.2
DATE:.9/8/2004
PAGE: I BY: JviK
Di^hi- a5ni = n nO ff
Loop G Right= 0.00 ft
G Right= 0 .000 ft
web width : 22.000 in
Tpg. thick = 0.000 in
Section Type=IT BEAM
Left Cant. = 0.00 ft
Beam Length = 22.40 ft
Design Bearing Lengths:
Bor. widrh : 30.000 inTop width = 0.000 in
sten Height : 12.000 in
Non-Composite : (Based on
Area : 624.000 in-2I = 29420.3L in-4
Miscellaneous:
Beam tl.pe :NORMAL WT.
Beam weight : 150.00 pcfcu = 2.350VoI/Surf : 5.778 in
Beam frci : 4.000 ksiEci modifier: 1.000phi Factors :
Load Factors :
Shear Options :
AIJ-ow. Concrete Stress:
Stress BIoCk=PARABOLIC
Sinole Soan = 22-4O tt
Loop e Left = 0.00 ft
G Left : 0.000 ft
Bot. thick = 12.000 in
Flange thick= 0.000 in
Haunch thick= 0.000 i-n
above section dimensions)Sb = 2655.00 in-3
Yb = 1,1.0759 in
Topping type:NORMAL WT.
Topping wt. = 150.00 pcf
eds = 0 E-06
ReI. hunid = 50.00t
Beam f'c : 6.000 ksi
Ec modifier = 1.000flexure = 0.900
Dead Load = 1.400
Depth used =NON-COMPAt Release =0. 70 0 f' ci
eshu = 650 E- 06
strain Curve=Pcl Handbook
Topping f'c = 4.000 ksi
camber Mult, = 1.000
Shear = 0.850
Live Load = 1.700
f 'c used =BEAMAt Final :12.000sqrt f 'c
St
24.000 in
ztt6.aI rn- 5
L2.923L ln
PresEressing Strands (Strand Type = LOW RELAXATION )
42.0 K/STRANDEff. Pull
Strand fpu
* Str. Iev.
Losses r PCI
Shear : fyv = 50.00 ksi
Flexure : fy : 60.00 ksiEnild = 29000 ksi
No. of Bars BarIayer in Layer Si ze
! 4 10
: 0.716xfpu Strand diam. =:270.00 ksi Area ea.str.=: 2 # of Strand =
Corun. Report (RATIONAL)
0.6000 in Estrand
0 .217 0 in-2 LtMult
18.00 LdMult
Strand Transformed ->
:28322.44 ksi
= 1.000: 1.000
NO
Strand Level : 1 2Left end patt. : 2.38 2.00
Right end patt. : 2.38 2.00
No, of Strand : 14.00 4.00
Harping Profile: X(ft) FromDescription Left EndLeft End of Beam----- 0.00Right End of Beam----- 22.40
Mild Steel
Hstr Eccent. Area of
(in ) (in) P/s (in-2)
2.82 8.25 3.9060
2.82 8.25 3.9060
fyl = 50.00 ksi
Distance From Lefts End
Bot.tom Beginning Ending(in) (ft) (ft)
0.00 22 .40
fvh
LdMul t
Area of
Steel ( in-2 )
5.080
= 60.00 ksi: 30.00 ksi:1.000
Dist. from
of Section
NOTE: Mild steel transformed for section props and used in desi-gn moment.
Distributed Loads (non-factored)
2r..00
Distance From LeftBeginning Ending
Magnitude of Load
Beginning Ending Eccent.
case 3 6 4.benI: \Jobs\0429\Engrq\03-Beam Desi.gn\0429E-03-01-02 Grid B IT Load
FDG, Inc. SHEET 3 OF 3.1.2
Gore Creek Residences DAT!. | 9/8/2004
Bean, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 2 BY: JWK
Load Type (k/fr) (k/ft) (fr) (fr) (in)
P/c self Weight 0.650 0.650 0.00 22.40 0.000
Non-comp. Dead Load 10.500 10.500 0.00 22.40 0.000
Composite Dead Load 0.000 0.000 0.00 22.40 0.000
Li-ve Load 2.7L0 2.Lf0 0.00 22.40 0.000
At Release Only: Suction = 0.000 k/ft Cole Material = 0.000 k/ft
Concentrated Loads (non-factored)
Magnitude Distance From Eccent.
Load T!?e of Load (k) ],eft End (ft) (in)
Non-comp. Dead Load 4.50 11.20 0.000
I,j-ve Load 12.50 11.20 0.000
NOTE: 0.00* of all distributed and concentrated live loads are sustained.
NOTE: Eccent. must be assigned for proglam to calculate design torsion.
NOTE: Patterned loading, if desired, must be assigned by the user.
loading Eccentricities and Dist-ribution Lengths for Ledge and Hanger Steel
NOTE: Assigned Wu and Pu will overrj-de distributed and concentrated
Ioads Iisted above for ledge and hanger steel design.
Assigned Wu = 8.050 k/ft Ecc. for Wu =+ l-3.50 in (Right Side): 7.990 klft =- 13.50 in (Left Side)
Assigned Pu = 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side)
0.00 kips 0.00 in (reft Side)
Nu/wu,Nu,/Pu = 0.20Distri-bution: Interior= 0.00 ft End = 0.00 ft
Hanger Steel Additive -> NO Ledge Fu1ly Supported -> NOWidth, Bt = 0.000 in Spacing, 5 = 0.00 in Dist., De : 0.00 in
Bearing Plates
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.500 inEff. Brg. Surface: Width = 18.00 j_n Length : 6.000 inPlate Rebar: Angle = 10.00 deg fy = 60.00 ksi
Confinement for non-debonded prestressing strand assumed -> yES
******************************l*** ourpur * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * * * * *
INITIAT STRESSES (psi, at release)
A) DL bean + core material (if any) + suction (if any)
Beam is supported at 0.00 ft. fron LEFT end and 0.00 ft from RIGHT endX(ft) From fnitial P/S Init.p/S + BM Aux. steel areaLeft End Top Bot.. Top Bot. (ACI 18.4.1)
2.24 -1110 2'193 -1038 2128 2.52 TOp<---2.50 -1225 3l-10 -11-46 3039 2.76 Top<--- (4) #104.48 -1128 3055 -1008 2944 2.26 Top<--- (As = s.o6 rN2)6.72 -11-24 3055 -956 ?909 2.r2 TOp<---8.95 -LL25 3057 -944 2889 2.05 rop<---11.20 -LL25 3057 -937 2883 2.02 TOp<---
NOTE: Required f 'ci = 4341 psi at X = 19.90 ft, based on fconc/0.700.
STRAND STRESSES (Based on f'ci=4.341 ksi, f'c=6.000 ksi, by pCI Corunittee)
at at DL and
I: \Jobs\042g\Engrg\03-Beam Design\O429E-03-01-02 Grid B IT Load Case 3 & 4.bem
FDG, Inc.
Gore Creek Residences
Bean, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
Final* P/S loss
ksi ksi
SHEET 4 0F 3.1-.2
DATE:. 9 / I /2004
PAGE: 3 BY: JWK
P/S Loss
t
100.00
26.5'7
14.50
LL.72o o7
9.?4
Xlft\ from Tan<inninn Pa162e6
Left End ksi ksi
0.00
4.48
o. tz
R q6
1r..20
1?3.1
L7 4.0
L'7 4 .8
l-75.0
175.1
775.2
Sust. LL
ksi
Top
157
z)L
otrz
1058
t4L2
L7 04
1933
2ro0
ZZUJ
2246
L>J, JZ
51.36
28.03
22 .65
19.25
17.85
*NOTE: Final strand stresses lncLude elastic reqain for Live Load.
EINAL STRESSES (psi )
r-93. 3
l-93.3
IYJ.5
IYJ.J
00
-49't L256
-955 2489
-LUZZ Z tA I
-979 2800
-974 ?829
-Y I J ZdJb
-972 2878
-972 2895
-9'7 3 2906
-914 2913
0.0 0.0140.8 L42.0L63.2 16s. 3
167.8 L70.'t
170.5 L74.L
L?L.1 175.5
X(ft) Fron FP + BMleft. End Top Bot
DL + Sustained LL AII LL
Bot
n
543
114 8
901
448
bJ
-258
-517
-444
-913 0.K.
0.00
t.L2
2 .24
3.36
4.48
5. 50
7 .84
e o4
10.08
11.20
FP+
TPg
:::
_--
Bot
687
r420
1-287
93s
643
403
ZLJ
79
-6
-39
FP+DL+Tpg Top
0
5ZL
558
l-U
'
I
t-590
20 44
2425
273r
2962
311 8
SLYY
NOTE: Allowable bottom tenslon stress =
ULTIMATE MOMENT (k-in)
Required Mu
12.00*sqrt (f 'c) = -930 psi
Provided phi*Mn
Left
0.00
L. LZ
3.35
4.48
5 .60
6.72
8.95
r-0 .08
11 .20
0
2930
5572
7 924
9988
LLIOZ. t3247
L4444
L5352
1s970
16300
by byFrom Fact'd 1.2*McrEnd Loads (ACI 18.8.3)
by Dev. LengthStrain- Limitscompat. (AcI ch. 12 )
0
4s07 (3)
8623 (3)
t23L2 l3l
L42s4 (3\
rsss8 (1)
r6273 (1)
rb5 /4
1538 0
15383
15385 0. K.
forVcw Avci
kips iA-2/ f.t
if Over-
Reinforced
(ACr 18.8.1)
for for
Avcw Avminin-?/f.t in-2/ft
0.622 0 .049 12) *
IT Load case 3 & 4.bem
(L): Development lengt.h controlled by strand.(3): Devel,opment length controlled by both strand and rebar.
-- Required Reinforcing --T:t::i:_ :::T_TlY:i:r::
X (ft) From D Vu
Left End in. kips
1.00 2t.L8 209.58
I : \Jobs\0429\Engrg\03-Beam
t2L39
'ru vc1k-in kips
0.0 367 18r 0.000
Design\0429E-03-01--02 Grid B
ru(J. tnc.
Gore Creek Resid.ences
Beam, 3.04, (C)2003 BY JACoUES e ASWAD, rNC.
L.I2 2L.I8 207.282.24 2L.18 185.783.36 2L.t8 164.284.48 2t.78 742.785.60 2L.r8 rzL.285.72 2'J..L8 99.78
1 .84 2r.r8 78.288.96 2L.18 55.7810.08 21.18 35.28
LL.ZV Zt.!6 -j.J. /6
187 0.000 0.535
247 0.000 0. 000269 0.000 0.000
278 0 .r27 0.000
285 0 .230 0.000
297 0.236 0.000
296 0.190 0.000
300 0.0s1 0.000
302 0.000 0.000304 0.000 0.000
SHEET s OF 3.1.2
DATE:9/8/2004
PAGE: 4 BY: JWK
0.055 (2) * USE #4 TIES.
0.109 (2) * (!l @ 2" ,
0 .L22 (2\ * (e) o 6.,
0 .I22 (21" (2) @ 8',
0.722 (21* REMAfNDER @ 12,'
0,L22(2],* (A!SO, SEE
0,L22 (2],* LEDGE DESIGN
0.L22 (2) * FoR ADDITIONAT,
0.122 (2) * REINFORCIN6)
0.000
0.0 3550.0 2950.0 zLr
0.0 155
0.0 118
0.0 92
0.0 72
u. u o_L
0.0 610.0 6t-
Minimum based on ACI Eq. 11-14.
Reqd. reinf. does not include suspension steel for ledges & pockets.
Reqd. reinf. is based on a total web width :2?.0OQ in.
Spacj-ng must not exceed the lesser of 24(in) or 3/4*h= 18.00(in).
No significant torsion was found (ACI 11.6.1).
Design assumes web reinforcing is carried as close to compression
and tension surfaces as possible Der ACI L2.L3.1.
PREDICTED DEFIECTIONS
(2t :
NOTE :
NOTE :
*NOTE :
NOTE :
NOTE :
Based on : Rational- approach
f 'ci = 4.341 ksi,Eci = 3994 ksi,Modified : Cu : L.428
Tnifial brcqfrecc f.rr.a = 7qq uiha, JJ ^!l/9Concrete strengths used in design:
Rel.ease strength frci= 4341 psi
Beam i-s NORMAL WEIGHT concrete. piece
Estimated shortening between supports
and PCI Conmittee Recommendations for losses.f'c = 5.000 ksi and ACI-209Ec = 4696 ksi, Camicer Mult.= 1.000
esnu = sLz E-u6
NOTE: Negati-ve values indicate camber.
Midspan
Position(in)
Release : ps( -0.39)+BM DL( 0.03) -0.37
Creep Before Erection -0.22Erection: PS+BM DL -0.58 rrErJrA rir = v' I t- = Llr+>
(6 4 weeks) < L/240 O.K.
Change Due to Non-Comp.DL 0.41: PS+BM DL+Non-Comp. DL -0.18 DELTA tL = 0.32tr = I/726Change Due to Comp.DL+SustLL 0.00 < I/360 O,K.: PS+AlL DL+Sust.LL -0.18
Long Term Creep 0.20Final : PS+AII DL+Sust.LL 0.02: PS+AI] DL+IL 0.19
NOTE: Beam has cracked under positive moment, deflections are based
on a bilinear noment-def .Lection relat.ionship (ACI 18.4.2).
MISC. PRODUCT]ON INFORMATION
Final prestress force = 685 kips
Final- strength f rc= 6000 psi
weight : 14.56 kips.
at erection time :
Curvatureat C. G. Effect TotalTop 0,14 -0.23 -0.09 <<<Length correction not to exceed this valuec.G 0.14 0.00 0.14Bot 0. 14 0.19 0.33
HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
Confinement for prestressing strand assumed -> yES
I:\Jobs\0429\Engrg\03-Beam Design\o4 298-03-OL-02 Grid B IT Load Case 3 & 4.bem
FDG, Inc. SHEET 5 OF 3.1.2
Gore Creek Residences DAIE: 9/8/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 5 BY: JWK
FacCored Reaction: Pu : 228.8 kips Pw = 157.0 kips at LEFT support
React. Components: Pdl-,nc= 127.1 kips PdI, c= 0.0 kips Pll= 29.9 kips
Factored Shear : Vu = 228.8 kips Nu : 45.8 kipsCalculated : Height= 24.00 in Bearing Surface Width = 18.00 in
Reqd. Horiz. Steel
Bearing Without With FacEored Brg. Brg. Pad Sugg.length P/S P/S Stress Stress Pad tlpe(in) (in-2) (in-2) (ksi) (ksi)
5.0 2.74 0.2't 2.118 7.454 (3) COTTON DUCK
NOTE: As detailed bearing l-engths must be longer than minimum used in calcs
to allow for as-built tolerances. Suggest mininum added length be
L/2 in. + difference in shortening between top and bottom of member.
NOTE: Reactions are used for concrete bearing strength check and bearing
pad design, shear is used for design of Avf.
Pad Types: (following PCI Handbook sth Edition)
(3) : Duck layer reinforced
14 OF 18 STRAI.ID CONFINED:
.27 + (4/!8'.) (2.74 - .27)
= . 81-9 IN2
usE MrN. oF (3) #s's
I:\Jobs\0429\Engrg\03-Beam Design\0429E-03-0f-02 Grid B IT Load Case 3 & 4.bem
Shegscon Corporation
P.O. Bor l5l?9
?Ls/3so-6o1t SIJBJECT: Gore Creek Residences
Far: 7LS/350-6564
Colorado Springs, CO 80035 Denvcr Liac: 303/523-t32X BY: JWK/FDG SHEEf, 1
Eod)
o;
rJ
=
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o;
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@
'6
9
u7
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(Il
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a
oF 3.1 .3. 1
lT BEAII/ SPECIAL DESIGNS: (cRlD B BEA[/S)
LOAD COND|T|ON #1: BEAM FROM GRID B-5.2 TO GRID B-7.7:
SPAN = 24'-772" Q. T0 q 0F COLUMNS
Q. T0 0.0F BEARING = 24.625 - 2[.5/12 + 6.5/2(12)] = 24.0 FI
IOADS FROM E.O.R,:
wl = 7.81 KLF (D/L = s.66/2.15) + .115(24.75/2) + .0863(14.67/2) -- s.87 KLr (D/L = 7.72/2.15)
w2 = 8.64 KLF (D/L = 6.4s/2.15) + 1.42 +.63 = 10.6e KLF (D/L = 8.s4/2.15)
ADD POINT LOAD 0F 17 K (D/L = a.5/12.5) AT MIDSPAN FOR C.l.P. LOADS AND P0INT LOADS ABOVE
(LOADS DO NOT INCLUDE SELF-WEIGHT OF BIAM)
FROM COMPUTER OUTPUT: DESIGN TYPE "BB' lS ADEQUATE
FDG, Inc,
Gore Creek Residences
Bean, 3.04, (C)2003 BY JACoUES & ASWAD, INC.
DESIGN DATA
Lett Cant. = 0. {J0 tt
Beam Length = 24.00 ft.
Design Bearing Lengths:
Bot. width : 30.000 inTop width = 0.000 in
Stem Height : 12.000 in
Non-Composite : (Based on
Area = 624.000 i n-2I = 29420.3L in-A
Miscellaneous:
Beam type :NORMAL WT.
Beam weight = 150.00 pcfCu : 2.350VoI/Surf = 5.778 in
Beam f rci = 4.000 ksiEci modi.fier= 1.000phl Factors :
Load Factors I
qharr nhr_i^hc .
Aflow. Concrete Stress:
SITeSS BIoCK:PARABOLIC
cimhlA qrl:n = )A Li ft'
!vv}- s !E! L
@ Left : 0.000 ft
Bot. thick = 12.000 in
Haur,ch thick= 0.000 in
above section dimensions )sb = 2656.00 in-3rD = -tt-. u /bv ln
Topping type=NORMAL WT.
Topping wt. = 150.00 pcf
eds : 0 E-06
ReL humid = 60.00?
Bean f'c = 6.000 ksi
Ec nodifier = 1.000Flexure = 0.900
Dead Load = f..400
Depth used =NON-COMPAt Refease =0.700f'ci
Pi^Lf a.hf
I,oop G Right=
G Right:
Web width = 22.000 in
Tn.r l-hi.k = 0.00O in
Section Type=IT BEAM
SHEET 2 0F 3 .1.3 .1
DATE z 9 /10 /2004
PAGE: ]. BY: JWK
0.00 f r
0. 00 f r
0.000 fr
24.000 in
22'7 6 .57 in-3
IZ.YZSL IN
st
eshu = 550 E-06
Strain Curve=PCI Handbook
Topping f'c : 4.000 ksi
Can cer MuIt. = l.000
Shear = 0.850
Live Load = l-.700
f'c used :BEAM
At Pinal :12.000sqrt f 'c
Prestressinq Strands (Strand Type = LOW RELAXATION)
42.0 K/STRANDEff. PuIl, = 0.716Xfpu Strirnd diam.= 0.5000 in Estrand :28322.44 ksi
Strand fpu =270.00 ksi Area ea.str.= 0.2170 in-2 LbMuIt = 1.000
# Str. Iev. = 2 + of Strand = 18.00 LdMult : l-.000
Losses: PCI Comm. Report. (RAT.[ONAI,) Strand Transformed -> NO
Strand Level : I 2
Left end paEt. : 2.38 2.O0
Right end patt.: 2.38 2.00
No. of Strand :14.00 4.00
Harping Profile: X(ft) FromDescription Left End
Left End of Beam----- 0.00
Right End of Beam----- 24.00
Mild Steel
= 60.00 ksi
= 30.00 ksi
= l-.000
Dist. from
of Section
2L .00 0.00 24 .00
NOTE: MiId steel transformed for section props and used in design moment.
Distributed Loads (non- factored)
Shear : fyv = 60.00 ksi
Flexure : fy : 60.00 ksiEmild = 29000 ksi LdMuIt
10 5.080
Magnitude of Load
Beginning Ending
Hstr Eccent. Area of(in) (in) P/S (in-2)
2 .82 8 .25 s. 9050
2 .82 8 .25 3. 9060
fyl = 60.00 ksi
Di-stance From Left End
Bottom Beginning Ending(in) (ft) (f t)
No. of Bars Bar Area of
Layer j-n Layer Size Sreel (in-2)
Distance Fron Le ft
Ra'.ri nn i r..r En.l i n.r ECCent .
I: \Jobs\0429\Engrg\03-Bean Design\0429E-03-01-03 Grid B IT Load Case 1.ben
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES
SHEET 3 0F 3.1.3.1-
DATE: 9 /I0 /2OA4
PAGE: 2 BY: JWK
(ft) ( in)
24.00 0.00024.00 0.000
24.00 0.000
24.00 0. 000
24.00 0. 000
0.000 k,/f r
Load Type
P/C SeIf Weight
Non-comp. Dead Load
Composite Dead Load
Iive Load
Non-comp. Dead Load
(k/fr)
0.550
7.720
0.000
2.150
0 .820
0.00
0.00
0. 00
0.00
12.00
& ASWAD, INC.
(k/ft)
0. 650
7 .120
0.000
2.L50
0.820
At Release OnIy: Suction = 0.000 k/ft Cole Material =
Concentrated Loads (non-factored)
Magnitude
Load Type of Load (k)
Non-comp. Dead Load 4.50Live Load 12.50
Distance FromLefr End (ft)
12.00
t2 .04
Eccent.
(in)
0.000
0.000
NOTE: 0.00? of all distribut.ed and concentrated live loads are sustained.
NoTE: Eccent. must be assigned for program to calcutate design torsion.
NOTE: Patterned ]oading, if desj-red, must be assigned by the user.
Loading Eccentricities and Distribution Lengths for Ledgre and Hanger Steel
NOTE: Assi-gned Wu and Pu wil,l override distributed and concentrated
loads fisted above for ledge and hanger steeL design.
Assigned Wu = 8.050 k/ft Ecc. for Wu:+ 13.50 in (Right Side)
= 7.990 k/ft =- 13.50 in (Ieft Side)
Ass.lgned Pu : 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side): 0.00 kips 0.00 in (Lefr Side)
Nu/Wu,Nu/Pu = 0.20Dist.ribution: Interior= 0.00 ft End = 0.00 ft
Hanger Steel Additive -> NO Ledge Fully Supported -> NO
Wi-dth, Bt :0.000 in Spacing, S = 0.00 in Dist., De = 0.00 in
Bearing Plates
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.500 inEff. Brg. Surface: Width : 1-8.00 in Length : 6.000 in
Plate Rebar: Angle : l-0.00 deg fy : 60.00 ksi
Confinement for non-debonded prestressinq strand assumed -> yES
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * OUTPUT * * * * *:* * * * * * i * * * * * * * * * * * * * * * * * * * * * * *
INITIAL STRESSES (psi, at rele,rse)
A) DL beam + core material (if ,any) +
Beam is supported at 0.00 fL from
X (ft) From Initial- P/SLeft End Top Bot.
crr^f i.rn /if .anrrl
LEFT end and 0.00 ft from RIGHT end
Init.P/S + BM Aux. steeL area
Top Bot. (ACI 18.4,1)
2.65 TOP<---
2.14 TOP<---2.18 TOP<---2.04 TOP<--- (4) #10
1 .96 TOp<--- (As = 5.06 IN2)
l-.93 ToP<---
1. 96 TOP<---
2.04 TOP<---2.LA TOP<---
2."14 TOP<---
l- _L LOao' UaSe _L ..Oem
2.40
z. tu
4.80
7 .20
9.60
12.00
1,4 .40
.l_o.ou
1,9 .20
2t .50
-l-Lttr
-L225
-LL?3
-'J"r2 4
-rL25
-ILZJ
-tL25
-IT24
-TT23
-r225
2988
311 0
30s3
30 57
3058
3059
30s8
3057
JU55
3110
-1098
-1140
-98s
-943
-YIU
-910
-91-8
-943
-98s
-1140
29L4
3 033
2925
2858
2866
2859
2866
2888
2925
3033
I : \Jobs\ 042 9\Engrg\03-Beam Design\042 9E-03-01-03 crid B
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
21-.60 -rr-81 2988 -1098 29L4 2.65
NOTE: Reguired f 'ci = 4333 psi at X = 2L.50 fE, based on
STRAND STRESSES (Based on f'ci=4.333 ksi, f'c=6.000 ksi, by
SHEET 4 0F 3.L.3.L
DAIE:.9/L0/2004
PAGE: 3 BY: JWK
TOP<-- -
fconc /0 .70 0.
Pr-T a.rmmi l-f cFl
at at DL andX(ft) from Tensioning Release Sust. LLLeft End ksi ksi ksi
Final-*
ksi
0.0
150.7
1,64.0
l-69.1
L12 .4
t13 .9
L7 2 .'1
L59 .6
154.5
1-51-.0
0.0
P/S Los s
ksi
P/5 LOS S
z
0.00
2 .40
4.80
7 .20
9.60
l-2.00
14.40
16.80
19.20
24.00
193. 3
IY5.5
r-93.3
193.3
193.3
1 93.3
r,93 . 3
IYJ.J
193.3
IYJ.J
J.YJ.J
173.1
L1 4.9
t-75.1
L75.2
175.3
r75.2
175.1
L74.9
I74.L
l-73.1
0.0
L49.4
ro,L. o
l-bJ.d
168.5
169.6
158.8
155.3
LOZ. L
L49.7
0.0
L93.32 100.00
42.59 22 .03
29.21 15.14
24 .20 12.52
20.9L L0.82
19.39 10.03
20 .61 10.66
25. t 3 rz.zt28.82 14.9r42.28 2L.87L93.32 100.00
*NOTE: Final strand stresses include elastic reqain for Live Load.
FINAL STRESSES (psi )
X(ft) From FP +
T.a f l- FnA T^^
0.00 0
Jr.ZV -aZJ2.40 -10023.60 -9914.80 -9496.00 -943
1 .?0 -9398.40 -9359.60 - 93410.80 - 934r.2.00 -935
LJ.1,V -YJf,1.4.40 -935
15. 60 -93816.80 -9421-8.00 -946L9.20 -95220.40 -9942L.60 -100422.80 -52424.00 0
BM
Bot
0
I.'JU
2633
27 50
2158
2'7 85
2807
2826
284L
2852
2860
2855
2846
2833
28t5
27 93
27 66
27 51
2639
13 33
0
FP+DL
Tp9
+ Sustained LL
Top Bot
FP+Dt+AIILL
Tpg Top Bot
0
46
47
457
833
L153
Ll ZV
1633
L I tZ
L69 |
L9 49
Itzl
1835
1589
r484
L220
891
514
92.72
0
0 ---
834
r'702
L44L
LTz5
863
54 5
472
342
257
zro
23'7
301
425
592
808
L072
1394
1555
81- 30 ---
L2 .00rsqrt (f 'c)
00235 669
398 1390
945 999t44r s68
L87't 200
2244 - 110
2544 -3 632175 -55 8
2937 -6963031 -'776 0.K.
296L --7162817 -5942500 - 410
2308 -r_641943 L44
1505 5r.s1002 952
q4z -LJlq
267 648
00
NOTE: Allowable bottom tension stress :
ULTIMATE MOMENT (k-in)
Required Mu Provided phi*Mn
by byX(ft) From Fact'd 1,.2*Mcr
Left. End Loads (ACI l-8. 8.3)
by Dev.Length if Over-
Strain- Limits Reinforced
compat. (ACI Ch.12) (ACI 18.8.r)
0.00 0 0
I: \Jobs\0429\Engrg\03-Beam Design\O4298-03-01-03 Grid B IT Load Case l.bem
FDG, Inc. SHEET 5 OF 3.1.3.1
Gore Creek Residences DATE: 9/10/2004
Beam, 3.04, (C)2003 BY .IACQUES e ASrlAD, INC. PAGE: 4 BY: JwK
L20 2'772 4'7 69 (3\
2.40 52'18 9120 (3)
3.50 7518 12681 (3)
4.80 9492 1461-1 (1)
5.00 LL20L 15826 (1)
7.20 L2645 163s9 (1)
8.40 1"3823 153? 09.60 14735 1637310,80 15381 1637 512.00 t5'7 62 12050 r,6376 0.K.L3.20 15470 r.637514.40 14893 L537215.60 1403r- 1636916.80 12883 15353 (1)
18.00 !L449 1s838 (1)
19.20 9731 14630 (1)
20.40 7726 12701 (3)
2L.50 s436 9137 (3)
22.80 286L 4778 (3)
24.00 0 0
(1): DeveLopment length controlled by strand.(3): Development length controll-ed by both strand and rebar.
:::::1_::::i_Tl:::i:T __ Required Reinforcins __
for for forX(ft) From D Vu Tu Vci Vcw Avci Avcw ArrminLeft End in. kips k-j-n kips kips in-2/fl in-2/ft !^-2/ fE
1.00 2L.L8 185.32 0.0 355 L79 0.000 0 .3't7 0.049L.20 21.18 183.25 0.0 341 190 0.000 0,243 0.0592.40 2r.L8 154.80 0.0 29t 253 0.000 0.000 0.117
3.60 21.18 146.35 0.0 199 267 0.000 0. 000 0.\224.80 21,.L8 I27.90 0.0 L46 275 0.040 0.000 0.t226.00 21.18 r.09.46 0.0 1r.3 282 0.150 0.000 0.L227.20 2L.t8 91 .01 0.0 89 288 0-170 0.000 0.L228.40 2L.L8 72.56 0.0 7L 293 0.139 0.000 0.722
9. 60 2r.L8 54 . Ll 0 .0 51 297 0 .0?2 0.000 0 .722
10. 80 2L.r8 35. 67 0. 0 51 299 0 . 000 0.000 0 .72212.00 2L.18 t7 .22 0.0 6L 301 0.000 0.000 0. 00013.20 2L.L8 -30. 15 0.0 51 300 0 . 000 0 . 000 0.L2214.40 2L.L8 -49.98 0.0 51 297 0.000 0.000 0.122
15. 60 2L.L8 -69. 81 0.0 68 294 0.138 0. 000 0.t22
r.6. 80 2L.t8 -89.63 0.0 87 299 0.178 0.000 0.t2218.00 2L.L8 -109.46 0.0 111 283 0.169 0.000 0.L22
19 .20 2L .t8 -L29 .28 0.0 145 27 5 0.070 0. 000 0.72220.40 2L.L8 -L49.rL 0.0 198 257 0.000 0.000 0.1.222r.50 2r.L8 -168.93 0.0 290 253 0.000 0.000 0.r.1722.80 2I .L8 -188.75 0.0 347 190 0.000 0.301 0.05923.00 2r..18 -192.06 0.0 366 180 0.000 0.437 0.049
(2): Minj.mum based on ACI Eq. 11-14.
2)"
2) * usE #4 TrEs,2l* (:-'t q 2",2)* (z) o ro'
2) * ngMetrvosR @ 12,'2)* (er,so, sse
2) * lrocn DEsrcN(2)* ron ADDTTToNAL
REINFORCING)
(2) *
(2) *
2l*
2l t,
2l*
2l"
2\*
2\ *
2)*
2\*
NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets.
NOTE: Reqd. reinf. is based on a total web width =22.000 in.*NOTE: Spacing must not exceed the lesser of 24(in) or 3/4*h: 18.00(in).
NOTE: No significant torsion was found (ACI 11.6.1).
NOTE: Design assumes web reinforcing is carried as close to compression
and tension surfaces as possible per ACI 12.L3.1 ,
PREDICTED DEFLECTIONS
I: \Jobs\0429\Engrg\03-Bearn Design\0429E-03-01-03 Grid B IT Load Case l.bem
o
FDG, Inc. SHEET 6 OF 3.1.3.1
Gore Creek Residences DPrIF-'. 9/LO/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 5 BY: JWK
Based on : Rational approach and PCI Committee RecoNnendations for losses.
f'ci = 4.333 ksi, f'c = 6.000 ksi and ACI-209
Eci : 3991 ksi, Ec = 4696 ksi, Camber MuIt.= 1.000
Modified : Cu : L.428 eshu = 312 E-06
NoTE: Negative vaLues indicate camber.
Midspan
Pos ition
( in)
Release : PS( -0.45)+BM D],( 0.04) -0.42
Creep Before Erection -0.25 DEITA TL = 0.'17n = L/374
Erection: PS+BM Dt -0,65 < L/240 O,K.
(G 4 weeks)
Change Due to Non-Conp.DL 0.42: PS+BM DL+Non-Comp.DL -0.25
change Due to comp.D],+sustl,I, 0.00 DELTA Lr' = 0'35' = 1/800
: PS+Al-l DL+Sust.LL -0.25 < I/360 O'K'
Long Term Creep 0.18Fi.naL : PS+AII DL+Sust..LL -0.0?: PS+AII- DI+LL 0.11
NOTE: Beam has cracked under positive monent, deflections are based
on a bilinear moment-deflection relationship (ACI 18.4.2).
MISC. PRODUCTION INFORMATION
Initial prestress force = 755 kips Final prestress force : 679 kips
Concrete strengths used in design:
Release strength f'ci= 4333 psi Final strength f'c= 6000 psi
Beam is NORMAL !{EIGHT concrete. Piece weight : 15.60 kips.
Estimated shortening between supports at erection time :
Curvatureat C. G. Effect TotalTop 0.15 -O-24 -0.09 <<<Length correction not to exceed this value
c.G 0.15 0.00 0.1-5Bot 0.15 O .2L 0.35
HOR]ZONTAI ANCHOR REINFORCEI{ENT & BEARING SIRESS ON BEARING PAD
Confinement for prestressing strand assumed -> YES
Factoled Reaction: Pu : 201.? kips Pw = L37.2 kips at LEFT support
React. Components: Pdl,nc= 105.2 kips PdI,e= 0.0 kips P11= 32.1 kips
Factored Shear : Vu = 201.7 kips Nu : 40.3 kipsCalcul-ated : Height: 24.00 in Bearing Surface Width : l-8.00 in
Reqd, Horiz. Steel
Bearing Without With Factored Br9. Brg. Pad sugg.
Length P/S PlS Stress Stress Pad type(in) (in-2) (in-2) (ksi) (ksi)
6.0 2.17 0.00 1.868 L.2'70 (2' MASTTCORD
Factored Reaction: Pu = 208.6 kips Pw : !42.L kips at RIcItT support
Reac!. Components: Pdl,nc= 110.1- kips PdI,c= 0.0 kips P11: 32.1 kips
Factored Shear : Vu : 208.6 kips Nu : 41.7 kipsCalculated : Height= 24.00 in Bearing Surface Width = 18.00 in
Reqd. Horiz. SteeL
I: \Jobs\0429\Engrrg\O3-Beam Design\04298-03-01-03 Grid B IT Load Case 1.bem
FDG, Inc. SHEET 7 OF 3.1.3.1
core Creek Residences DAjIE,: 9/LO/2004
BEaM, 3.04, (C)2003 BY .]ACQT'ES & ASWAD, INC. PAGE: 6 BY: JWK
Bearing Without t{ith Factored Brg. Brg. Pad Sugg.Length Pls P/S Stress Stress Pad tlpe(in) (in-2) (in-2) (ksi) (ksi)
6.0 2.3I 0.00 1.931 1.316 (21 MASTTCORD
NOTE: As detailed bearing lengths must be longer than minimum used in cafcs
to alLow for as-buiLt tolerances. Suggest rninimun added length be'L/2 j-n. + difference in shortenlng between top arld bottom of rneriber.
NOTE: React.ions are used for concrete bearing strength check and bearing
pad design, shea! is used for design of Avf.
Pad Types: (following PCf Handbook 5th Edltion)(2): Random Oriented Fibe! (ROF)
14 OF 18 STR,AND CONFINED:(4/t8) (2.31) = .513 rN2
usE MrN. oF (3) #4,S
I : \Jobs\042 9\Engrg\ 03-Beam Design\04 2 9E-0 3-01- 03 Grid B IT Load Case 1.bem
Stresscon Corporation
P.0. Box 15129
Colorado Springs, C0
Tele:
Fax:
80935 Denver
719l390-504r
?19/350-6561
Line:303/623-1323
SUBJECa: Gore Creek Residences
EYI JWK/FDG
DtitB't8/31 /04
E
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di
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SHEET ']oF 3.1 .3.2
IT BEAM SPECIAL DESIGNS: (GRID B BU\MS)
LOAD CONDITION #2: BEAM FROM GRID B-9 T0 GRID B-10:
MAXII/UM SPAN OF IT BEA[/ FOR LOADING CONDITION #2 = 27'-81/2" O TO Q- OF COLUN,4NS
q T0 q 0F BEARTNG = 27.71 Fr - 21.5/12 + 6.s/2(12)l = 21.1 FI
LOADS FROM A T0 B = [340 PSF (D/L -- 240/100)](256/2) + [11s PSF Dt)(24.75)/2
-- s.77 KLF (D/L = 4.4e/1.28)
LOADS FRol\,,r B T0 C = [340 pSF (D/r = 2+0/100)](22.1/2) + [86.3 PSF DLI(21.25)/2
= 4.67 KLF (D/L = s.57/1.10)
NO C.I.P. WALLS OR POINT LOADS OCCU? ABOVE AT THIS CONDITION
TOTAL LOAD ON BEAM = 10.44 KLF (D/L = 8.06/2.38) (NOT INCLUDING SELF-WEIGIT)
LOAD COND|T|ON #4: BEAM FROM GRID B-25 T0 GRID 8-26:
MMIMUM SPAN 0F lT BIAM FOR LOADING COND|T|ON #4 = 21'-10" q T0 Q 0F COLUMNS
Q. I0 Q. 0F BEARING = 21.83 - 21.5/12 + 6.s/2(12)l = 27.2 Fr
LOADS FR0l\4 A T0 B = [460 psF (D/L = 360/100)](25.6)/2 + [11s PSF DL](24.75/2)
= 7.J1 KLF (D/L = 6.03/1.28)
LoADS FROM B T0 C = [J4O PSF (D/L = 240/100)](16.67/2) + [86.5 PSF DL](14.67l2)
= 3.47 KLF (D/L = 2.64/.83)
NO C,I.P. WALLS OR POINT LOADS OCCUi ABOVE AT LOAD CONDITION #4
ToTAL LOAD 0N BEAM = 10.78 KLF (D7',1 -- 8.67/2.11) (NoT TNCLUDTNG SELF-WETGHT)
BY OBSERVAT|ON, LoAD COND|TION #4 WILL CoNTRoL
USE NEW DESIGN TyPE ''BC'
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC,
DESIGN DATA
Left Cant. = 0.00 ft
Beam Length = 27.20 fE
Desiqn Bearing Lengths :
Bot. width : 30.000 inTop width : 0.000 in
stem Eeight = 12.000 in
Non-Composite : (Based on
Area = 744.000 in-zI = 46797.23 !n-4
Miscellaneous:
Beam type =NORMAL WT.
Beam weight : 150.00 pcf
Cu : 2.350Vol/Surf = 5.414 in
Beam f 'ci : 4.000 ksi
Eci modifier= 1.000
rrhi I'i^f ^rcLoad Factors :
Shear Options :Allow. Concrete Stsress:
Stress BIoCk:PARABOLIC
SirnpJ-e Span = 27 .20
Loop G teft = 0.00
0 Left : 0.000
Bot. thi-ck = 16. 000
Flange thick= 0.000
Haunch thick: 0.000
above sect j-on dimensions)Sb : 3608.28 in-3
YD = Lz.vb// l.n
Topping type:NORMAL VlT.
Topping wt. = 150.00 pcf
eds = 0 E-06
Rel. humid = 60.00*
Beam f'c = 5.000 ksi
L;C modr-rrer = r. uuuFlexure = 0.900
Dead Load = 1.400
Depth used =NON-COMPAt Release :0.700f'ci
Right Cant. =
Loop e Right=
0 Right:
Web width : 22.000 in
Tpg. thick = 0.000 in
Section Type=IT BEAM
SHEET 2 OF 3 .1.3 .2
DATE: 9 /L0 /2004
PAGE: 1 BY: JWK
0.00 fr
0.00 fr
0.000 ft
28.000 in
3LI2 .-12 i\-3
15. uJzJ tn
ftft
fr
in
in
an
St
Yf
eshu : 550 E-06
Strain Curve=PCI Handbook
Topping f'c : 4.000 ksi
Carnlcer Mult.: 1.000
shear : 0.850
Live load : 1.700
f 'c used =BEAMAt Final :l2.000sqrt f 'c
Prestressing Strands (Strand Type = LOW RELAXATION)
41.0 K/STRANDEff. PulI = 0.700xfpu strand diam.= 0.6000 in Estrand =28322.44 ksi
Strand fpu :270,00 ksi Area ea.str.= 0.2L70 J-n-Z LtMult = 1.000
# Str. lev. : 2 # of Strand = 20.00 LdMuIt = 1.000
losses: PCI Comr. Report (RATIONAI,) Strand Transformed -> NO
Strand Level : 1 2Left end patt. : 2.34 2.AO
Right end patt.: 2,38 2.OO
No. of Strand : 14.00 6.00
Harping Profile: X (ft) Fron
I)Fs.iri r)l- i .rn IJef t End
Left. End of Beam----- 0.00
Right End of Beam----- 2'7,20
MiId SteeI
Hstr Eccent. Area of
(in ) (in1 P/S (in-2)
2 .98 9.99 4.3400
2.98 9.99 4.3400
fyl = 60.00 ksi
Distance From Left 8nd
Bottom Beginning Ending(in) (ft) (ft)
Shear : fyv = 60.00 ksi
Flexure : fy : 60.00 ksi
Enild = 29000 ksi LdMuIt
= 60.00 ksi: 30.00 ksi
Dist. fromof Section
25.00
No. of Bars Bar Area of
Layer in Layer Size Steel (in-2)
0.00
NOTE: Mil-d steel transformed for secCion props and used in design moment.
Distributed Loads (non-factored)
Magnitude of Load Distance From LefL
Beginning Ending Beginning Ending Eccent.
I: \Jobs\0429\Enqrg\03-Beam oesign\0429E-03-01-03 Grid B IT Load Case 4.bem
10 5.080
FDG, Inc. SHEET 3 OF 3.1.3.2
Gore Creek Residences DAIEz 9/L0/2004
Beam, 3.04, (C)2003 BY JACQUES e ASWAD, INC. PAGE: 2 BY: JWK
Load rl.pe (k/rt) (k/ft) (ft) (ft) (in)
P/C Self weighr 0.775 0.775 0.00 27.20 0.000
Non-comp. Dead Load 8.570 8.670 0.00 27.20 0.000
Conposite Dead Load 0 .000 0.000 0. 00 27 .20 0.000
Live r,oad 2.Lro 2.rt0 0.00 27.20 0.000
At Release OnIy: SucEion = 0.000 k/ft Core Material = 0.000 k/ft
NOTE: 0.00t of all distributed and concentrated live loads are sustained.
NOTE: Eccent. must be assigned for program to calculate design torsion.
NOTE: Patterned loading, if desired, must be assigned by the user.
Loading Eccentricities and Dist.ribution Lengths for Ledge and llanger Steel
NOTE: Assigned Wu and Pu wil-I override distributed and concentrated
loads listed above for ledge and hanger steel design.
Assiqfned Wu = 8.050 k/ft Ecc. for Wu =+ 13.50 in (Right Side)
= 1.990 k/fE =- t-3-50 in (Lefr side)
Assigned Pu = 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side)
= 0.00 kips 0.00 in (Left Side)
Nu/Wu,Nu/Pu = 0.20Distribution: Interior= 0.00 ft End = 0.00 ft
Hanger Stee1 Additive -> NO Ledge Fully Supported -> NO
Width, Bt : 0.000 in Spacing, S = 0.00 in Dist., De = 0.00 in
Bearing PIates
'Nu = 0.20*Pu Height: 0.00 in Bearing Pad Thickness = 0.500 inEff. Brg. Surface: Wi.dth : 18.00 in length = 5.000 in
Plate Rebar: Angle = 10.00 deg fy = 50.00 ksi
Confinement for non-debonded prestressinq strand assumed -> YES
******************************_**** ouTpuT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * *
INITIAL STRESSES (psi, at release)
A) DL bean + core naterial (if any) + suction (if any)
Beam j-s supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT endX(ft) From Initial P/SLeft End Top Bot.
Init.P/s + BM Aux. steel areaTop Bot. (ACI 18 .4 . 1-)
2.50 -L236 295r -1151 287 4 3 .38 TOp<---2.12 -L226 2945 -1134 2862 3.30 roP<--- (4) #105.44 -1141 290L -985 2755 2.67 TOP<--- (As = 5.06 rN2)8.l-6 -1143 2904 -938 27L5 2.47 TOp<---10.88 -LI44 2907 -910 2690 2.36 TOp<---13.50 -).744 2907 -901 2682 2-32 TOp<---
NOTE: Reguired f'ci = 4105 psi at X = 24.70 ft, based on fconc/0.700.
STRAND SIRESSES (Based on f'ci=4.105 ksi, f,c=5.000 ksi, by PCI Commitstee)
at at DL andX(ft) fron Tensioning Release Sust. LL Final* P/s toss P/S LossLeft End ksi ksi ksi ksi ksi g
0.00 189.0 159.1 0.0 0.0 189.00 100.002.72 189.0 110.2 152.5 1s3.6 35.43 18.75
5 .44 189. 0 171 .0 159.0 160. 8 28.23 14 . 938.16 189.0 L1t.2 163.3 165.5 23.38 12.3'110.88 189.0 171.3 155.8 158.5 20.48 l-0.83
I: \Jobs\0429\Engr9\03-Beam Design\0429E-03-01-03 crid B IT Load Case 4.bem
13.60 189.0
.TACQUES e ASWAD, INC.
L'tI.4 165.'7 159.5
*NoTE: Final strand stresses include eLastic regain for Live Load.
FINAL STRESSES (psi)
FDG, Inc.
Gore Creek Residences
Beam, 3.04/ (C)2003 BY
X(ft) Fron FP + BMI,eft End Top Bot
SHEET 4 OF 3 .1.3 .2
DATE z 9/ 70 /?004
PAGE: 3 BY: J9{K
19.51 r0 .32
0.00 0
r.Jb -)y12.12 -10384.08 -981-5.44 -9546.80 -945
d. rb -9319.52 -932r0.88 -92872.24 -92513.60 -924
0
:_42L
2589
2593
2607
2628
2645
2658
2667
267 3
zo tJ
FP+
Tps
.".
0
-22
'7
830
LL46
l4 04
1605
t] 48
1834
IIJbS
Bot
0
YZL
1655
L286
915
715
)vz
337
2t9
148
t24
ul, + Sustalneo LL FP + D], + AII LI
TpS Top Bot
00
rr/ ttt
zoz t9z6
806 968
L26q 5781655 249L974 -192222 -2282400 -3772506 - 46'7
2542 -497 0.K.
NOTE: ALlowable bottom tensi.on stress =
ULTIMATE MOMENT (k-in)
Required Mu
12.00*sqrt (f'c) = -930 Psi
Pr^rri d6rl nh i *Mn
Ylffl Frnm
Left End
0.00
r.36
2 .12
4.08
6.80
8.15
9.52
10.88
12.24
13.60
1. /fi\ F,^h n
I,eft End in,
bv byFact'd 1.2*McrLoads (ACI 18.8.3)
Dev. Length
Limits
(ACr Ch. 12 )
6902 (31
14116 (3)
L7704 (3'
2020s (r)
2t s7l, (t_)
if over-
Reinforced
(ACr 18.8.1-)
0.308 0.058 (2) *
0.20? 0.058 (2) *
0.000 4.L25 (21 *
0.000 0.1"25(21 *
0.000 0.!25 (2)*
0.000 0 .r25 12) *
0 .000 0 .t25 12) *
0.000 0 .I25 12) *
0.000 0.L25 (21 *
Load case 4. bem
by
Strain-
compat .
0
3544
67 L6
9514
11939
13991
15570
1697 6
17909
18469
18655 .Lf,b.TJ
2t1 92
21800
2I7 99
2L801
218 02 0. K.
(I): Development length co:trolled by strand.
(31 : Deve'l nnnent lar.r'h ^^1iral loA hr, l-,oth strand and rebar.
:::ll:i:_:::T_Tl:::i:1T __ Required Reinforcins __
for for for
Avci Avcw Avminin-z/fE tn-2/fE in-2 / fL
r .r7
1.36
2.72
4 .08
5.44
6.80
8.16
9 .52
10.88
25.02
25 .02
25.02
25.02
25.02
z). uz
25.02
ZJ.UZ
25 .02
Tu
k- in
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Vu
209. 00
zuJ . ta
182.89
160.03
r31 , L"l
114.31
9l-. 45
68.58
45.72
Vci Vcw
kips kips
453 207 0.000434 2L7 0.000341 215 0.000224 298 0.000164 3r,7 0.000L25 334 0.07498 347 0.080
16 358 0.038't2 355 0.000
USE #4 TIES,(1) @ 2.',
REMAINDER @ 12N
tArrD(J, >El!
LEDGE DESIGN
FOR ADDITIONAL
REINFORCING)
I : \Jobs\0429\Engrg\03-Beam Design\04298-03-01-03 crid B IT
FDG, Inc. SHEET 5 OF 3.1.3.2
Gore Creek Residences DATE:. g/IO/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 4 BY: JWK
t2.24 25.02 22.86 0.0 72 370 0.000 0.000 0.00013.60 25.02 0.00 0.0 72 371 0.000 0.000 0.000
(2): Minimum based on ACI Eq. L1-14.
NoTE: Reqd. reinf. does not include suspension steel for ledges c pockets.
NOTE: Reqd. reinf. is based on a tot.a1 web width =22.00Q Ln.*NOTE: Spacing must not exceed the fesser of 24(in) or 3/4*h= 21.00(in) .
NOTE: No significant torsion was found (ACI l-f .6.1).
NOTE: Design assumes web reinforcing is carried as close to compression
and tension surfaces as possible per ACI 12.13.1.
PREDICIED DEFIECTIONS
Based on : Rational approach and PCI Conmittee Recommendations for losses.
f'ci : 4.105 ksi, frc : 6.000 ksi- and ACI-209Eci = 3884 ksi, Ec : 4696 ksi, Camber MuIt.= 1.000
Modified : Cu = 1.408 eshu = 289 E-06
NOTE: Negative values indicate camber.
Midspan
Posit.ion(in)
Release : PS ( -0. 50) +BM DL ( 0. 05) -0.45
Creep Before Erection -0.26Erection: PS+BM DL -0.?1 DELTA TL = 0'74't = l/441"
(G 4 weeks) < !/24o o.K'
Change Due to Non-Comp.DL 0.45: PS+BM DL+Non-Conp.DL -0.27
Change Due to Comp.DL+SustLL 0.00 DELTA IrTr '= 0.30" = 1/1088: PS+AII DL+Sust.Ll -0.27 < I/360 O.K.
tong Term Creep 0.19Final : PS+AII DL+Sust.LL -0.08: PS+AII- DL+LL 0.03
MISC. PRODUCTION INFORMATION
Initial prestress force : 820 kips Final presLress force = 736 kips
Concrete strengths used in design:
Release strength f'ci: 4105 psi Final strength f 'c= 5000 psi
Beam is NORMAL WEIGHT concrete. Piece weight : 21.08 kips.
Estinated shortening between supports at erection time :
Curvature
ats C. G. Effect TotalTop 0.15 -0.2-l -0.11 <<<Length correction not to exceed this valuec.c 0.15 0.00 0.15Bot 0. 15 0 ,23 0.38
IIORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
Confj-nement for prestressing strand assumed -> YES
Factored Reaction3 Pu = 228,6 kips Pw = 157.1 kips at LEFT support
React. Components: Pdl,nc= 128.5 kips Pdl,c: 0.0 kips Pll= 28.? kips
Factored Shear : Vu = 228.6 kips Nu : 45.? kipsCal-culated : Height= 28.00 in Bearing Surface Width = 18.00 in
Reqd. Horiz. Steel
Bearing Without l{ith Factored Br9. Brg. Pad Sugg.
Length PlS P/S Stress stress Pad type
I: \Jobs\0429\Engr9\03-Beam Design\O429E-03-01-03 crid B IT I,oad case 4.bem
FDG, Inc. SHEET 5 OF 3.1.3.2
Gore Creek Residences DATEz 9/LO/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 5 BY! JWK
(in) (in-2) (in-2) (ksi) (ksi)
6.0 2.44 0.00 2.LL7 1.455 (3) coTroN DucK
NOTE: As detailed bearlng lengths rnust be longer than minirnurn used in calcs
to a.Llow for as-built tolerances. Suggest minirnun added length be
L/2 !n, + difference in shortening belween top and bottom of nember.
NOTE: Reactions are used for concrete bearing strength check and bearing
pad deslgn, shear iB. used for.design of Avf.
Pad Tlpes: (following PCI Handbook 5th Edition)(3): Duck layer reinforced
1 6 OF 2 O STRJA}TD CONF INED :
(4/20) (2.441 - .488 IN2
usE MrN. oF (3) #4'S
I : Uobs\0429\Engrg\03-Beam Design\04298-03-01-03 Grid B IT toad Case 4.bem
Stresscon Corporation
P.O. Bor 15129
?19,/390-5041 SUBJICT: Gore Creek Residences
Far: 7|S/3S0-6661
Colorado Springs, CO 80935 Denver Line: S03/0$-f323 BY: JWK/FDG SITEET 'I
lT BEAM SPECIAL DESIGNS: (cRlD B BEAI/S)
LOAD COMBINATION 0F #3 AND #4: BEAM FROM GRID 8-28.9 T0 GRID B-30:
MAXIMUT/ SPAN 0F rT BEAM FoR L0AD|NG COND|T|ON #3 & #+ COMB|NAToN = 25'-10y;' q T0 Q 0F CoLUMNS
Q. T0 0 0F BEARTNG = 25.s0 - 2l.s/12 + 6.5/2(12)l = 25.3 Fr
L0ADS FR0M A T0 B = 7.31 KLF (D/t = 6.03/1.28) (SEE SE0T|ON 3.1.3.3)
LoADS FR0M B T0 C = 5.30 KLF (D/L = 4.47/.83) (SEE StcTloN J.1.2)
ToTAL LoAD 0N EEAM = 12.61 KLF (D/L = 10.5/2.11) (NOT |NCLUDTNG SELF-WETGHT)
FROI,I COMPUTER OUTPUT, DESIGN ryPE ''BC" IS ADEQUATT
0F 3.1.1.3
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES 6 ASWAD, INC.
DESIGN DATA
SHEET 2 OF 3 .1 .3 .3
DATE:9/10/2004
PAGE: L BY: ,.IWK
Right Cant. = 0.00 ft
toop G Right= 0.00 ft
G Riqht= 0.000 ft
Web width : 22.000 in
Tpg. thick : 0.000 in
Section Type=IT BEAM
Left Cant. = 0.00 ft
Beam Length : 25.30 ft
Design Bearing Lengths:
Bot. width : 30.000 inTop width : 0.000 in
stem Height = 12.000 in
Non-Composite : (Based on
Area = 744.000 in-2I = 4679I .23 !n-4
Miscellaneous:
Beam type =NORMAL WT.
Beam weight = 1-50.00 pcfCu : 2.350VoI/Surf = 6.414 in
Beam f rci = 4.000 ksi
Eci modif i-er= 1.000phi Factors :
Load Factors :
Shear Options :
Allo$r. Concrete Stress:
Stress BIock:PARABOLIC
Simp1e Span = 25.30LoopGLeft:0.00
G Left = b.000
Bot. thick = 1-6.000
FJ.ange thick= 0.000
Haunch thick= 0.000
above section dimensions )Sb = 3508.28 in-3Yb = t2,9671 in
Topping type=NORMAI WT.
Topping wt. = 150.00 pcf
eds = 0 f-0 5
Rel-. humid = 60.008
Bean frc = 5.000 ksi
Ec rnodi f ier = L.000Flexure = 0.900
Dead Load = 1.400
Depth used =NON-COMPAt Release =0.700f'ci
eshu = 550 E-0 5
Strain Curve:PCI Handbook
Topping f'c = 4.000 ksi
Camber Mult.: 1.000
Shear = 0.850
Live Load : 1.700
f'c used :BEA}I
At. Final :12.000sqrt f 'c
frft
ft
i-n
l"n
i-n
Height
St
28.000 in
3rLZ. tZ Ln-j
If,. UJZS IN
Prestressing Strands (Strand Type : LOW RELAXATION)
41.0 K/ STRANDEff. Pul1 : 0.?00xfpu Strand diam,: 0.6000 in Estrand :28322.44 ksi
Strand fpu =270.00 ksi Area ea.str.= 0.21'10 in-2 LtMult : 1.000
# Str. Iev. = 2 # of Strand = 20.00 LdMult : 1.000
Losses: PCI Conun. Report (RATIONAI) Strand Transformed -> NO
Strand Level : L zteft en.l r'Ftf. ' ? 3g 2.00
Right end patt.: 2.38 2.00
No. of Strand : 14.00 6.00
Harping Profile: X(ft.) FromDescription Left EndLeft End of Beam----- 0.00Right End of Beam----- 25.30
Mi-1d Steel
Hstr Eccent. Area of(in) (in) P/s (in-2 )2.98 9.99 4.3400
2 .98 9.99 4.3400
fyl : 60.00 ksi
Distance From Left End
Bottom Beginning Ending(in) (ft) (ft)
0 .00 25 .30
used in design moment.
Shear
Flexure
EniId
: fyv = 50.00 ksi fyhI fY : 60.00 ksi fs: 29000 ksi LdMult.
= 60.00 ksi
= 30.00 ksi
= 1.000
Dist. fron
of Section
25.00
No. of Bars Bar Area ofLayer in Layer Slze Steel (in-2)
1 4 10 5.080
NOTE: MiId steel transformed for section props and
Distribuled Loads (non-factored)
Maqnitude of Load
Beginning Ending
Distance From Left
Beginning Ending Eccent.
case 3 & 4.benI :\.lobs\0429\Enqrg\03-aeam Design\0429E-03-01-03 Grid B IT Load
FDG, Inc. SHEET 3 OF 3.1.3.3
Gore Creek Residences DATE: 9/10/2004
Beam, 3.04, (C)2003 BY JACOUES e ASWAD, INC. PAGE: 2 BY: ,I{K
Load rtpe (k/fr) (k/fr) (fr) (fr) (in)
P,/c SeIf Weight 0.775 0.775 0.00 25.30 0.000
Non-comp. Dead Load 10.500 10.500 0.00 25.30 0.000
composite Dead Load 0.000 0.000 0.00 25.30 0.000
Live Load 2.11-0 2.LL0 0.00 25.30 0.000
At Release OnIy: Suction = 0.000 k/ft Core Materiaf = 0.000 k/ft
NoTE: 0.00t of all distributed and concentrated live loads are sustained.
NoTE: Eccent. must be assigned for program to calcul-ate design torsion.
NOTE: Patterned loading, if desired, must be assigned by the user.
Loading Eccent.ricities and Distribution Lengths for Ledge and Hanger steel-
NOTE: Assigned Wu and Pu will override distributed and concentrated
Ioads listed above for ledge and hanger steel design.
Assigned Wu = 8.050 k/ft. Ecc. for Wu;+ 13.50 in (Right Side)
= 7.990 k/fE =- 13.50 in (Left side)
Assigned Pu = 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side)
= 0.00 kips 0.00 in (l,eft Side)
Nu/Wu,Nu/Pu = 0.20Distribut.ion: Interior= 0.00 ft End = 0.00 ft
Hanger Steel Additive -> NO Ledge Fully Supported -> NO
Width, Bt = 0.000 in Spacing, S : 0.00 in Dist., De = 0.00 in
Bearinq Plates
Nu = 0.20*Pu Height: 0.00 in Bearing Pad Thickness = 0.500 inEff. Brg. Surface: Width : 18.00 in Length = 6.000 in
Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi
Confinement for non-debonded prestressinq strand assumed -> YES
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ouTpuT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
INITIAL STRESSES (psi, at release)
A) DL bean + core materia] (if any) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT endX(ft) From Initial P/s Init.P/S + BM Aux. steel areaLeft End Top Bot. Top Bot. (ACI 18.4.1)
2.53 -1235 2950 -1155 28-18 3.40 rop<---5.06 -1141 2899 -1005 2774 2.75 ToP<--- (4) #107.59 -7142 2903 -965 2739 2.58 Top<--- (As = s.ob IN2)L0.L2 -1143 2905 -941 27t7 2.48 TOp<---72.65 -1143 2905 -933 21L0 2.45 rop<---
NorE: Requir"d ll =-111!_Ei at X = 22.80 fE, based on f conc/o.700 .
STRAND STRESSES (Based on f 'ci:4.1-13 ksi, f'c=5.000 ksi, by PCI Committee)
at at Dt andX(ft) fron Tensioning Release Sust. LL Final* P/S Loss P/s LossLeft End ksi ksi ksi ksi ksi *
0.00 189.0 169.1 0.0 0.0 189.00 100.002.53 189.0 170.1 752.7 153.6 35.35 18.7r"
5.05 189.0 r.70.9 159.4 161.0 28.03 r.4.837.59 189.0 ]7L.L 153.8 165.9 23.t3 L2.2410.12 189.0 L7r.2 155.5 l-68.8 20.20 10.59L2.65 189.0 L'17.2 ]-67 .4 169.8 19.22 10.17
I: \Jobs\0429\Engrg\03-Beam Design\o429E-03-01-03 crid B IT Load Case 3 & 4.bem
FDG, Inc. SHEET 4 OF 3 .1.3 .3
Gore Creek Residences DATE | 9/10/2004
Beam, 3.04, (C)2003 BY JACQUES 6 ASWAD, INC. PAGE: 3 BY: JWK
*N0TE: Final strand stxesses include elast,ic leqain for Live l,oad.
FINAL STRESSES (psi )
X(ft) From FP + BMLeft End Top Bot
Sustained LL
Top
FP+DL+AIIIL
Tpg Top Bot
EE J UIJ J
0.00 0L.26 -5 57
Z.J5 -TU5U3.?9 -10095.06 -9716.32 -9727.59 -9678.85 -96410.12 -96211.38 -960t2.65 - 960
0
40
42
507
893
LZL>
1486
L694
L6 +Z
IYJT
19 61
00150 102
zoJ L+ a>
811 968
rz b6 f, ro
1559 248L979 -2L2228 -2302406 -3802512 -4692548 -499 0.K.
= -930 psi
0
T J J .J-
2606
26t1
2630
ZbJf,
10 tJ
2690
27 08
27 L0
Bot
0
80?
LO ZO
L24 4
920
b5u
430
258
l-5b
oz
38
NOTE: Allowable botton tension stress = 12.oo*sqrt(f'c)
ULTIMATE MOMENT ( k-in )
Required Mu Provided phi*Mn
x(ft)
Y lfil Fram n
Left End in.
1.l-7 25.02
I . ZO ZJ.UZ
z.)J zJ.uz3.79 25.025.06 25.026.32 25.02
1 .59 25.028.85 25.02L0.L2 25.02
r.1 . 38 25 .02
by by by Dev. LengthFrom Fact'd 1.2*Mcr Strain- LinitsEnd Loads (ACI 18.8.3) compat. (ACI Ch.12)
if Over-
Reinforced
(ACr r8.8.1-)
0.00 0L.25 35342.53 66953.79 94865.06 119045.32 139507.59 155248.85 t6926L0.12 178s611.38 1841412.5s 18600
n
5475 (3)
13s91 (3)
17090 (3)
19580 (1)
2L252 (L)
2L7 95
2t796
21800
2L804
21805 0. K.
forvcw Avcikips !t-2/ fE
209 0.0002L4 0.000275 0.000298 0.0003r8 0.000334 0.090
348 0.098358 0.054366 0.000370 0.000
(1): Development length controlled by strand.(3): Developnent length controlled by both strand and rebar.
-i:l::i_:::T_::l:::::l:: __ Required Reinforcinq __
for for
Avcw Avminin-2/ft in-2 / ft
1f,b5f,
Tu Vcik-in kips
vu
222 , 45
220 .55
195.04
171 . 54
rt /. uJ
!zz. J5qR n,
15.52
49.01
z1.a)-
0.0
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
453
442
JOt
ZJJ
11 4
I-JJ
103
dU
12
'72
t?t*0.420 0.0580.362 0.0630.000 0.r.2s0.000 0 .).2s0.000 0.L250.000 0.125
0.000 0. t-250.000 0 .t2s0.000 0.1250.000 0.000
I)
t2
t2
(2
USE #4 TIES,(rl @ 2",(2) @ 10u,
REMAINDER @ 12 'I/ ar.qr] qFr!
LEDGE DESIGN
FOR ADDITIONAL
RE INFORCING)
I:\Jobs\0429\Engrg\03-Beam Design\O4298-03-01-03 crid B IT Load case 3 & 4.ben
FDG, Inc. SHEET 5 OF 3.1.3.3
Gore Creek Residences DAIE,: 9/I0/2A04
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 4 BY: JWK
12.55 25.02 0.00 0.0 72 372 0.000 0.000 0.000
(2): Minimun based on ACI Eq. 1l-14.
NOTE: Reqd. reinf. does not include suspension steel for Iedges & pockets.
NoTE: Reqd. reinf. is based on a total web width :22.000 in.*NoTE: Spacing must not exceed the Iesser of 24(in) or 3/4*h= 21.00(in).
NOTE: No significant torsion was found (ACI 11.5.1) .
NOTE: Design assumes vreb rejnforcing is carried as close to compression
and tension surfaces as possible per ACI 12.13.1.
PREDICTED DEFLECTIONS
Based on : Rational approach and PCI Committee Recommendations for losses.
frci = 4.113 ksi, f.'c : 6.000 ksi and ACI-209Eci : 3888 ksi, llc = 4596 ksi, Camber MuIt.= 1.000
Modi.fied : Cu : 1.408 eshu = 289 E-06
NOTE: Negative values indicate camlce!.
Midspan
Position
(in)
Release : PS( -0.43)+BM DL( 0.04) -0.39
Creep Before Erection -0.23Erection: PS+BM DL -0.63(G 4 weeks) DELTA TL = O'61t = L/453
Change Due to Non-comp.Dt 0.41- < L/240 o'K'
: PS+BM DL+Non-Comp.DL -0,22
Change Due to Comp.DL+SustLL 0.00: PS+AII DL+SUSt.LL -0.22 DELTA LL = 0.25" = I/1L68
long Term Creep 0,18 < L/360 O.K.Final : PS+AII- DI+Sust.LL -0.04: PS+AII Dl+tL 0.04
MISC. PRODUCTION INFORMATION
Initial prestress force = 820 kips Final prestress force = 737 kips
Concrete strengths used in design:
Release strength f'ci= 4l-13 psi Final strength f 'c= 6000 psi
Beam i-s NORMAL WEIGHT concrete. Piece weight : 19.51 kips.
Estimated shortening between supports at erection time :
Curvatureat C.G. Effect TotalTop 0.1-4 -O.25 -0.11 <<<Length correction not to exceed tshis valuec.G 0.14 0.00 0.14Bot 0.14 0 ,22 0.35
HORIZONTAL ANCHOR REINFORCEMEN'I 6 BEARING STRESS ON BEARING PAD
Confinement for prestressing strand assumed -> YES
Factored Reaction: Pu = 245.1 kips Pw = 169.3 kips at LEFT support
React. Components: Pdl,nc= I42.5 kips Pdl,c= 0.0 kips P11= 26.7 kips
Factored Shear : Vu : 245.0 kips Nu = 49.0 kipsCalculated : Iteight= 28.00 in Bearing Surface Width = 18.00 in
Reqd. Horiz. Steel
Bearing Without With Factored Brg. Brg. Pad Sugg.tength PlS P/S Stress Stress Pad type(in) (in-2) (in-2) (ksi) (ksi)
I:\Jobs\042g\Engrg\o3-Bean Design\04298-03-01-03 Grid B IT Load Case 3 & 4.bern
o FDG, Inc. SHEET 5 OF 3.1.3.3
Gore Creek Residences DATE: 9,110/2004
Beam' 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 5 BY: .tWK
5.0 2.76 0.14 2.269 1.s58 (3) COTTON DUCK
NOTE: As detailed bearing lengths must be Ionger than minirnum used in calcs
to allow for as-built tolerances. Suggest rninimum added length bet/2 in. + difference in shortening betneen top and bottom of metriber.
NOIE: Reactions are used for concrete bearing strength check and bealing
pad design, shear is used for design of Avf.
Pad Types: (foLlowing PCI Handbook sth Edition)(3): Duck layer reinforced
15 OF 20 STRNiID CONFINED:.l-4+(4/2O)(2.76-.r41
= .654 IN2
usE MrN. oF (3) #5'S
I : \Jobs\0429\Engrg\03-Bean Deslgn\04298-03-01-03 Grid B IT Load Case 3 & 4.ben
Stresscon Corloration
P.O. Bor 15129
Colorado Springs, CO
Tele: 7lS/gSO-601L
Far: 71913S0-5564
80935 Dcnvcr Line: 303r/623-1323
SUBJECI: Gore Creek Residen ces
BY: JWK/FDG
Dlf,E:9/3/04
oF 3,2
E
ra)
o;
=F
oo<!
ct
o
uiF
too
.E'
(,
c.9
o
E
oatl
6{o
I
o
I
<l
o
.9
6
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(D
I
EorcIJJ
a<!
o
!o
1
-
J
e
SHEET ']
rT BEAM DESTGN: (cRtD C BEA[/)
NOTE:
FOR GRID C BIAMS, LOAD C0ND|TIoN #1 tS TDINTTCAL T0 LoAD CoND|T|oN #3,
AND LoAD CoND|T|ON #2 tS TDENT|CAL TC LoAD CoNDIT|0N #4
MAXTMUM SPAN OF rT BEAM FOR LOADTNC COND|T|0N #1 OR #3 W/O PO|NI LOADS = 32'-15/a" Q. T0 Q 0F CoLS.
Q. T0 q 0F BEARTNG = 32.1 - 2[.5/1'r. + 6.s/2(12)l = 31.5 FT
LOADS FROM B T0 C = [560 pSF (D/L -- 460/100)](16.67)/2 + [86.J PSF D1x14.67l2)
= 5.J0 KLF (D/L = 4.47/.83)
LOADS FRoM GR|D "C" SoUTH = [s6o psr (D/L = 460/100)](6.5/2) + [86.3 PSF DL](5.s/2)
= 2.06 KLF (D/L = 1.73/.33)
ToIAL LoAD 0N BEAM = 7.36 KLF (D/t = 6.20/1.16) (NoT lNcLUDlNc SELF-WI|GHT)
MAXIMUM SPAN 0F rT BIAM FoR LoADTNG CoND|TIoN #1 0R #3 W/ Po|NT LoADS = 30',-15/;' q T0 Q 0F CoLS.
Q. T0 Q. 0F BEARTNG = 30.1 - 2[.5/1:t + 6.5/2(12)] = 2e.5 FT
LOADS FROM B T0 C = [s60 PSF (D/L -- 460/100))(16.67)/2 + [86.3 PSF DL](14.67l2)
= 5.30 KLF (D/L = 4-47/.83)
ADD POINI LoAD 0F 13 K (D/L = 2/11) T0 "8" SIDE 0F cRlD FOR P0INT LOADS ABoVE
ADD UNTFoRM LoAD 0F l.s KLF (D/L =. .5/1) ALoNG FULL LENGTH FoR C.r.P. WALLS ABoVI
LoADS FRoM GR|D "C' SoUTH = [s60 pSF (D/L = 460/100](6.25/2) + [86.3 PSF DL](s.2sl2)
= 1.e8 KLF (D/t = 1.66/.32)
TOTAL LOAD ON BEAM = 8.78 KLF (D/T. -_ 6.63/2.15) (NOI INCLUDING SELF-WEIGHT) + POINT LOAD OF 13 K
(D/L=2/11) @M|DSPAN
ALTERNATE LOADING AT THIS LOADING C()NDITION:
SPAN = 2e.e - 2l.s/12 + 6.5/2(12)) = 2e.3 FI.
LOADS FROM B T0 C = s.J0 KtF (D/L = 4.+7/.83)
ADD PoINT LoAD 0F 13 K (D/L = 2/11) FOR polNT LoAD ABoVE
ADD UNIFORM LoAD 0F .75 KLF (D/L =, .25/.50) ALoNG FULL TENGTH FOR C.r.P. WALLS ABoVE
LoADS FRoM GR|D "c' S0UTH = [s60 pSF (D/L = 460/100](sX107s/13.2s)
+ [2e0 PSF (D/L = 1e0/100)](8.2s)(4.12s/13.25) + [86.3 psF Dr)(12.25/2)
= 3.55 KLF (D/L = 2.88/.670)
TOTAL LOAD ON BEAM = 9,60 KLF (D/L 7.60/2,00) (NOI INCLUDING SELF-WEIGHT) + POINI LOAD OF 13 K (D/L
= 2/t1) @ MIDSPAN
(NOTE: BY 0BSERVAT|ON, THIS CASE WLL CONTROL OVER 29.5 Fr SPAN)
MAXIMUM SPAN 0F lT BEAM FOR LoADING CoNDIT|oN #2 OR #4 W/0 PoINT LoADS = 21'-1d q T0 q 0F coLS.
NOTE: N0 PoINT LoADS 0R L0A0S FRof/ C.l.P. WALLS A80VE OCCUR AT LoAD CoND|T|oN #2 OR #4
0. T0 Q,0F BEARING = 21.8 - 21.5/12 + 6.5/2(12)l -- 21.2 Fr
LoADS FROM B T0 C = [J40 psF (D/r_ = 240/100)](16.67)/2 + [86.3 psF DL](14.67l2)
= 3.47 KLF (D/L = 2.64/.83)
roADs FRoM GRID "C" SOUTH = [340 pSF (D/L = 240/100)(11.0/2) + [86.3 pSF DLxlO/2)
= 2.30 KLF (D/L = 1.75/.55)
TOTAL LOAD ON BEAM = 5.77 KLF (O/T = 4.39/1.J8) (NOT INCLUDING SELF-WEIGHT)
BY oBSERVATToN. LoADTNG C0ND|T|ON #1 0R #3 wtrH potNT LoADS W|LL CoNTROL
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
DESIGN DATA
SHEET 2 OF 3.2
DArE: 1,0/l-8l2004
PAGE: 1 BY: JWK
Pidhi aihi = n nn ff
Loop e Right= 0.00 ft
G Right= 0.000 ft
Web width = 22.000 in
Tpg. thick = 0.000 in
qa^F i ^n 'r1(rha:Tr| RtrAM
Left Cant. : 0.00 ft
Beam Length = 29.30 ft
Design Bearing Lengths :
IJoc. wldEn = JU.UUU rn
Top widt.h = 0.000 in
stem Height = 9.000 in
Non-Composite : (Based on
Area = ?68.000 in-2
I = 47286.81 in-4
Miscellaneous:
Beam type =NORI4AL WT.
Beam weight. = 150.00 pcf
ari - t 2En
VoI/Surf = 6,62L in
Beam f'ci : 4.000 ksr
Eci modifier: 1.000phi Factors :
Load Factors :
Chae r nnr i nnc
Allow, Concrete Stress:
Stress Block:PARABOI,lC
Simple Span = 29.30 ft
LooI) Ld Left = 0.00 ft
G left = 0.000 ft
Bot, thick = 19.000 in
Flarrge thick= 0.000 in
Haurrch thick= 0.000 i"n
above section dimens ions )sb = 3607.10 in-3Yb = 13.1094 in
Topping type=NORMAI WT.
Topping wt. = l-50.00 pcf
eds = 0 E-0 5
Rel . humid = 60.008
Bearn f'c = 6.000 ksi
LC lnool-rrer = r. uuuFle:rure = 0.900
Dead Load = 1.400
Depth used =NON-COMPAt Release =0.700f'ci
eshu = 650 E-0 5
Strain curve=PcI Handbook
Toppj,ng f'c = 4.000 ksi
Camber Mult. = 1.000
Shear = 0.850
Live Load : 1.700
f 'c used =BEAM
At Finaf =12.000sqrt f 'c
st
Yt
28.000 in
Jr /5. br r.n-J
14.8906 in
Prestressing Strands (Strand T'yps = LOW RELAXATION)
4]-.0 K,/$TRANDEff. PulI : 0.700xfpu Str,lnd diam.= 0.5000 in Estrand =28322.44 ksi
Strand fpu :270.00 ksi Are,3. ea.str.= 0.2L70 in-2 LtMuLt = l-.000
# Str. lev. : 2 # oE Strand = 20.00 LdMuIt : 1.000
Losses: PCI Comm. Report (RATIONAL) Strand Trans formed -> NO
Strand level : l. 2
Left end patt. : 2.38 2.00
Rio'ht tr']d neft . 2 j8 2.00
No. of Strand : 14.00 6.00
Harping Profile: X (ft) FromDescripcion Left Endleft End of Beam----- 0.00
Ridhl- E nrl nf Ea:n----- to ?n
MiId SteeL
Shear : fyv = 60.00 ksi fyh = 60.00 ksiFlexure : fy = 60.00 ksi fs = 30.00 ksiEmil-d = 29000 ksi LdMuIt = 1.000
No. of Bars Bar Area of Dist. fronLayer j-n Layer Size Steel- (in-2) of Section
L 4 10 5.080 25.00
Magnitude of Load Distance
Beginning Ending Begj-nning
1: \Jobs\0429\Engrg\03-Beam oesign\0 4 298-03-02 Grid C
Loads . bem
Hstr Eccent. Area of
(in ) (in) P/S (in-2)
2.98 10.13 4.3400
2.98 10 . 13 4. 340 0
fyl = 60.00 ksi
Distance From Left End
a^+'|-^n P6^i F^i h^ Fn.li hd
(in) (ft) (ft)
0.00 29.30
From Left
F6.li ^a F^^6nF
IT Load Case l with Point
NOTE: MiId steeJ- transformed for section props and used in design moment.
Distributed Loads (non-factored)io
PDG, Inc. SHEET 3 OF 3.2
core Creek Residences DATE: 10/18/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 2 BY: JWK
Load rype (k/fr) (k/fr) (fr) (fr) (in)
P/C SeIf Weight 0.800 0.800 0.00 29.30 0.000
Non-comp. Dead Load 7.600 7.500 0.00 29.30 0.000
composite Dead Load 0.000 0.000 0.00 29.30 0.000
Iive Load 2.000 2.000 0.00 29.30 0.000
At Release OnLy: Suction = 0.000 k/ft Core Material = 0.000 k,/ft
Concentrated Loads (non-factored)
Magnitude Distance Erom Eccent.
Load Type of Load (k) feft End (ft) (in)
Non-comp. Dead toad 2.00 14.55 0.000
Live Load 11.00 14.55 0.000
NoTE: 0.00* of all distributed and concentrated live loads are sustained.
NoTE: Eccent. must be assigned for program to calculate design torsion.
NOTE: Patterned loading, if desired, must be assigned by the user.
Loading Eccentricities and Distribution Lengths for Ledge and Hanger Steel
NOTE: Assigned Wu and Pu vrill override distributed and concentrated
Ioads listed above for l-edge and hanger steel design.
Assigned Wu:8.050 k/ft Ecc. for wu =+ 13.50 in (Right Side)
= 7.990 k/ft =- 13.50 in (Left side)
Assigned Pu = 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side)
= 0.00 kips 0.00 in (Left Side)
Nu/Wu,Nu/Pu = 0.20Distribution: Interior: 0.00 ft End = 0.00 ft
llanger Steel Additive -> NO Ledge FulLy Supported -> NO
Width, Bt. = 0.000 in Spacing, S = 0.00 in Dist., De = 0.00 in
Bearing Plates
Nu : 0.20rPu qeight= 0.00 in Bearing Pad Thickness = 0.500 inEff. Brg. Surface: Width = 18.00 in Length = 6.000 in
Plate Rebar: Angle = 10.00 deg fy = 50.00 ksi
Confinement for non-debonded prest.ressing strand assumed -> YES
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * ouTpuT * * * * * * * * * * * * * * * * * * * :r * * * * * * * * * * * * * * *
INITIAI STRESSES (psi, at release)
A)DL beam + core material- (if any) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT endx(ft) From Initial P/S rnit.P/s + BM Aux. steel areaLeft End Top Bot. Top Bot. (ACI 18.4.1)
2.50 -1258 295L -1164 2855 3.45 rop<---2,93 -L238 294I -1130 2842 3.30 rop<---5.85 -1166 2gO4 -983 2t3o 2.61 TOp<--- (4) #10
A.jg -1168 2908 -g27 26gL 2.45 Top<--- (As = 5.06 IN2)
r1 .7.2 -1169 29]-1 -894 265L 2.3t rop<---14.65 -1L70 2912 -883 254L 2.2't TOp<---
NOTE: Reguired f'ci:4093 psi at X = 26.80 ft, based on fconc/0.700.
STRAND STRESSES (Based on frci=4.093 ksi, f'c=6.000 ksi, by PCI Committee)
at at D], and
I: \.Tobs \ 0 42 9 \Engrg\ 0 3-Beam Design\0429E-03-02 crid c IT Load Case 1 with Point
Loads . bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACoUES & ASWAD, INC.
X(ft) from Tensioning Release Sust. LtLert End ksi ksi ksi
P/s Loss
ksi
189.00
J9. OO
26.90
2L .52
18.18
16.86
FP+DL+TpS Top
0
t ll-
342
925
L428
1859
22L8
2504
27 L7
2859
2926
SHEET 4 OE 3.2
DATE: 10/18/2004
PAGE: 3 BY: JWK
lll 5 Loss
t
100.00
r-8.34
t+.zJ
t.01
9.92
FINAL STRESSES (psi )
x(ft) Fron FP + BM
T,cf i En.l Tnn R^t
189.0
1,89.0
L89.0
189.0
r.89.0
189.0
00
-540 7524
-t- 03 9 258L
-977 2582
-95't ?602
-945 2622
-936 2639
-929 2653
-924 2664
-922 2571
-YZZ ZO tJ
DL + Sustai-ned LL A1I LT
Bot
0
85L
L32L
6IJ
381
10
-298
-54 5
-728
-4,tru
-909 0.K.
0.00
2 .93
5.85
8.79
LL .'t 2
14.65
*NOTE: Final
170.3
171.1
!7!.4
171.5
-t/r.b
1E? n
rob. v
I57 .9
Fina.l-*
ksi
0.0
IJ9. J
L62.I
167.5
170.8
L72.I
strand stresses include elastic regain for Live Load.
0.00
r .46
2.93
4.39
5.85
1 .32
8.?9
IU.Zb
rt.72
13.18
14.55
FP+
Tpg
:__
ToP
0
-58
11
456
848
117 1
.LqJO
1643
L7 92
18 84
1916
Bot
U
1011
LOZS
124L
651
430
ZJI
133
58
JZ
NOTE: Allowable bottom tension st.ress =
ULTIMATE MOMENT ( k-in )
Required Mu
1? nn*edFl- /€rFl = -q?n- - - psa
Provided phi*Mn
X(ft) From
Left End
0.00
1 AA
2.93
4.39
5.86
7 .32
8.79
LlJ.ZO
LL.72
TJ.Id
I{. OJ
bv bvFact'd 1.2*McrLoads (ACI 18.8.3)
Dev. Length
tinits
(ACr Ch . 12 )
7404 (3)
1-4740 (3)
1841s (3)
207s9 (r.)
2L7'78 (Ll
if Over-
Reinforced
(ACr 18.8.r-)
for forAvcw Avmin
in-2/fE in-2/fL
0.462 0.058 (2) *
by
St.rain-
compat.
0
3898
7 406
10523
1-3250
15586
L7 532
19088
20253
2L028
2L4L2
(1) : Developrnent length controlled
(3) : DeveLopment length control-led
VERTICAL SHEAR REINPORCING
-- Pa-!ri ra.{ Painfnrnina --
2L'7 98
21800
21804
21808
21809 0. K.15805
Tu Vci
k-in kips
0.0 455
by
by
s trand.
both strand and rebar.
!orvcw Avci
kips in-2/ ft
19s 0.000
X (ft) From D Vu
Left End in. kips
1.17 25.02 2r5.16
I : Wobs\o4 2 9\En9rg\0 3-Beam Des:gn\04298-03-02 crid c IT Load Case 1 wiEh Point
Loads . bem
FDG, Inc. SEEET 5 OF 3.2
Gore creek Residences DAIE! I0/L8/20O4
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 4 BY: JWK
L.46 25.02 2L0.63 0.0 428 207 0.000 0.330 0.073(2)r2.93 25.02 188.43 0.0 322 258 0.000 0.000 O.!25(2) * usE +4 TIES,
4.39 25.02 t66.22 0.0 2r3 301 0.000 0.000 0.12s(2) * (L) @ 2",
5.86 25.02 144.01 0.0 157 340 0.100 0.000 0.L25(2)* (2) @ 10n,
7.32 25.02 121.80 0.0 L2L 372 0.178 0.000 0.L25(2) * REMAINDER @ L2''
8.79 25.02 99.59 0.0 95 400 0.!76 0.000 0.L25(2) * (Atso, sEE
10.26 25.02 77.38 0.0 75 421. 0.130 0.000 0.L25(21'. L,EDGE DESIGN
LL'72 25'02 55'17 0'0 't2 437 0'000 0'000 0'L25(21* FoR ADDrrroNAl
13.18 25.02 32.95 0.0 't2 448 0.000 0.000 0.125(2)* REINFORCING)
14. 6s 25.02 -10.75 0.0 72 4s3 0. 000 0.000 0.000
(2): Minimun based on ACI Eq. 11-l-4.
NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets.
NOTE: Reqd. reinf. is based on a total web width =22.000 in.*NOTE: Spacing must not exceed the lesser of 24(in) or 3/4*h= 21.00(in).
NOTE: No significant torsion was found (ACI L1.5.1).
NOTE: Design assumes web re:nforcing is carried as close to compression
and tension surfaces as possible per ACI 12.1-3.1.
PREDICTED DEFLECTIONS
Based on : Rational approach and PcI Committee Recornmendations for losses.
f'ci = 4,093 ksi, irc = 6.000 ksi and ACI-209Eci = 3878 ksi, Itc = 4696 ksi, Canber Mult.= 1.000
Modified : Cu = 1,403 eshu = 282 I'-OG
NOTE: Negative values indicate camber.
Midspan
Pos ition
(in)
Release : PS( -0.58)+BM DL( 0.0?) -0.52
Creep Before Erection -0.30Election: PS+BM DL -0.82
(G 4 weeks) DETTA TL = 1.03" = l/34r
Change Due to Non-comp.Dl 0.53 < L/240 o.K.
: PS+BM DL+Non-Conp. D.L -0.29
Change Due to Comp.DL+SustL.L 0.00: PS+AII DL+Sust.LL -0.29
Long Term creep 0.23 DELTA LL = 0'50' = I/7o3
Final : Ps+All Dr,+sust.Ll -0.06 < I/360 O'K'
: PS+AI]- DL+LL O.?L
NOTE: Beam has cracked under positj-ve momenE, defJ.ect.ions are based
on a bilinear moment-deflection relationship (ACI 18.4.2).
MISC. PRODUCTION INFORMATION
Initial prest.ress force = 820 kips Final prestress force = 747 kips
Concrete strengths used in design:
Release strength f 'ci= 4093 psi Final strength f 'c= 5000 psi
Beam is NORMAL WEIGIIT concrete. Piece weight. = 23.44 kips.
Estimated shortening betvreen supports at erection time :
Curvature
at C. G. Effect ToLaITop 0.16 -0.28 -0.12 <<<Length correction not to exceed this valuec.G 0.15 0.00 0.15Bot 0.15 0.25 0.41
HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
Confinement for prestressing strand assumed -> YES
I: \Jobs\0429\Engrg\03-Bean Design\ 04 298-03-02 crid C IT Load Case 1 wiEh Point
Loads . bem
io
FDG, Inc. SHEET 5 OF 3.2
Gore creek Residences DAIE: LO/L8/20Q4
Bearn, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 5 BY: JWK
Factored Reaction: Pu : 232.8 kips P,, = 158.9 kips at LEFT support
React. Components: Pdl,nc= 124.1 kips Pdl,c= 0.0 kips PIl= 34.8 kips
Factored Shear : Vu = 232.8 kips Nu = 46.6 kipsCalculated : Height= 28.00 in Bearing Surface Width = 18,00 in
Reqd. Holiz. Steel
Bearing Without. With Eactored Brg. Brg. Pad Sugg.Length P/S P/s stress Stress Pad type(in)
b-u
(in-2) (in-2) (ksi) (ksi)
2.56 0.00 2.L56 L.47L (3) COTTTON DUCK
NOTE: As detailed bearing lengths must be longer than mininun used in calcsto alLow for as-built toLerances. Suggest minimun added length bel/2 !n. + difference in shortening between top and bottom of member.
NOTE: Reactions are used fo! concrete bearing strength check and bearing
pad design, shear is used for design of Avf.
Pad Tlpes: (following PCI Handbook Sth Edition)
(3) : Duck layer reinforced
15 OF 20 STRAND CONFINED:(4/20) (2.s6) = .s12 rN2
usE MrN. oF (3) #4,S
I : Wobs\0429\Engrg\03-Bean oesign\04 29E-03-02 Grid C IT Load Case 1 with Point
Loads . bem
o
SHEET 1
DA'E: s/e/04
oF 3.3
c= tr trsEEEC=€tr
Stresscon Corporation
P.O. Bor 15129
Colorado Springs, CO 80935
Tele:?tg/3s0-6o41 SUBJECT: Gore Creek Resldences
Far: 7fS,/3S0-5564
Deaver Line: 303/623-1323 BY: JWK/FDG
E
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di
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k6
'i
6
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6
LEDGE REINFORCING DESIGN BY PGI sTH EDITION
Lambda 1.0 Stone. .85 Sd-Lt. .75 Lt Wt
PhiFactor
is nol additiv€ to shgar & torsion steel
(ACr 10
{t/bx. Spacing (4.5.2 Tsxt)
6.14.4) LonoitudinalToD & Eottom
.4 For concreta lo concrete, cast
=1.0 For concrete to hardened concrete. w lth
.6 For concr€te to concrete
0.7 For concrele to sleel
::11:1- { 9.1.:99 sl[Jllps'gr-.F- Plgloj': u:9 I LoI cas,€s.9f ryo :c9s€d s]irrups ! !€dge a-ledge !nc!u-d_9g
Stresscon Corporation
P,0. Box 15129
Colorado Springe, C0
Tele: ?19/390-504f
Far: ?19/390-5564
80935 Denver Line: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDC SHEET 'I
D^rE 9/3/a4
oF 3.R.1
STRESSCON - DATA SHEET / INVERTED TEE BEAM
BEAM ilPE: @OOOQ euorn size: ro r 24
5pg1r1. VARltS, 20'-0" MAXllt/UM 0 T0 -q 0l BEARING
LOADING: (D.1. wgt. of P.C. member I .650 KLF] included in progrom)
LIVE LOAD REDUCTION
Trib. Areo0.08x( -lso) = %
23.1x(1+DLlLt) = %
Use: LL Red. = %
s.D.L.
L.L,
VARIES (SEE SECT|0N 3.1.1) = VARIES
100 PSt VARIES KLF
PRECAST SECTI0N: Unit Wot.150 PCF; f'c (28 doy)5000
#4 CLoSEo STTRRUPS
1@Z
3 @ 1d EI" END
BAt @ 11 0.C.
Top Steel
=_l_- # 8
= 4 -# 4
#4 LEDGE REINF,
1@2"
3 @ ld EA. END
BAL @ 12" 0.C.
;{l
I
t"
- 0.6" dio. Stronds
@ 41 KtpS EA. = 574
DES.EN-SIUM8Y
conc. sTONt
lct :
fc:
EAMEEB
AT RELEASE
AT ERECTION
AFIER TOPPING =
78
z,
b
N/A
I
E O OBE]EEC=C=O
Shegscon Corloration Tete:
P.O. Bor 15129 Far:
Colorado Spriags, CO 80935 Dcnver
?r9l390-504r
?r9,/390-6564
Line: 303,/623-1323
SLIBJECA: Gore Creek Residences
BY: JWK/FDG SEEET 1 oF 3.R.2
D!{tE: 9/7 /0+
€c,*
CD
rl
F
oo<\l
@
o
riiF
or
=;
E
(n
o
(D
@
(D
F
I<!o
o
o
o,<{
or
o
E
aa
Ir)o
Eor
Ct(t
o
4to
g
E
(,6
vARtES, 24',-71/2" I4AX|MUM q T0 q 0F BEARTNG
STRESSCON - DATA SHEFI / INVERTED IEE BEAM
BEAM r/PE: @OOOQ euo. Size: 3o r 24
SP
L0ADING: (0.1. wgt. of P.C. member .650 KLFI included in progrom)
LIVE LOAD REDUCTION
Trib. Areo
0.08x( -'t50) = %
23.1x(1+DLlLL) = %
Use: LL Red. = %
KLF
KLF
S.D.L.
L,L,
VARIES (SEE SECTION 3.1.2)VARIES KLF
1OO PSF VARIIS KLF
PRECAST SECTION: Unit Wot.150 PCF;f'c (28 doy)6000 PSI
#4 CLoSED STTRRUPS1@/"
2 @ d,
2@8"EAEND
BAL @ 11 0.C.
Top Steel=J_ t =1n O
t^
#4 LEDGE REINF.
1@z"
2 @ €,
2 @ d, EA. END
BAt @ 12' 0.C.c!
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@ 42 KIPS E{. =KIPS
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AFIER TOPPING
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Streascon Corloration
P.O. Bor 15129
Colorado Springs, CO
TeIe:
Far:
80035 Denver
?r9l390-6041
7 rs/sso-6664
Line: 303/623-1323
SUBJECI: Gore Creek Residences
BY: JWK/FDG SHEET 1
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BEAM IYPE: @OOCQ e.o' size: 3o r 28
SpAN. vARlES, 27'-10" MAXIMUM q TC q 0F BEARlryq
L0ADING: (0.1. wgt. of P.C. member I .775 KLF] included in progrom)
UVE LOAD REDUCTION
Trib. Areo
0.08x( -1s0) = %
23.1x(1+DLlLL) = %
Use: LL Red.
KLF
KLF
S.D.L,
L.L.
VARIES (SET SECTION 3.2)VARIES KLF
1OO PSF VARIES KLF
PRECAST SECTION: Unit Wot.150 PCF; f'c (28 doy)6000 PSI
#4 LEDGE REINF.
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DESIGN SUMMARY
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AT ERECTION
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Stresscon Corloraton
P.O. Bor 16129
Coloredo Springr, C0
Tele:
Fax:
80935 Denver
7r9/3SO-501r
?191390-5564
Line: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SHEEI 1
DXIE 9/9/04
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L0ADING: (0.1. wgt. of P.C. member I .800 KLFI included in progrom)
=
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VARTES (SEE SECTToN 3.2)VARIES g6
VARIES 66IOO PSF
PRECAST SECTION: Unit Wgt.150 PCF; f'c (28 doy)6000 PSI
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EFH4EEGES-Spandrel DESIGN
SECTION 4 Sheet I of 4.i
Job Title: Gore Creek Residences By: JwK Date: l/19/05 JobNo:
Spandrel Design Index Submittals
SECT DESCRIPTION DESIGN Pgs lst zno 3rd 4th 5th
4.0 Reference Summary I x X
4.r Spandrel Desip SA J x X
4.R Design Summary
4.R.1 Design Sheet SA t x X
I
Str.esgcon Corporatiou Tele: 7tg/ggo-601L SUBJECT: Gore Creek Residences
P.O. Bor 15120 Fax 719/3S0-5661
Colorado Spriags, CO S0935 Itenver Line: 303/623-L328 BY: JWK/FDG SHSET 'I oF 4.0
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P.0. Bor 15129 Far:
Colorailo Springs, C0 80935 Denvcr
SUBJECI: Gore Creek Residences Dttrfl,10/ 18/04
BY: JWK/FDG SIIEET 1 oF 4.'1
?r9l390-504r
?r9/350-6661
Linc: 303/823-1323
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SPANDREL DESIGN "SA':
Q. T0 Q. 0F SPAN = 23'-7' - 1.0/3 - .833/3
= 23'-0"
LOADS:
SELF WEIGHT:
= .15[8.s83(.667) + .JJ3(2.0)]
= .958 KLF DL
LOAD FROI/ SUPPORTED SLAB:
= [460 PSF (D/L = 360/100))(e Fr/2)
= 2.a7 KtF (D/L = 1.620/.45)
LOAD FROM CANOPY:
= [r2s PSF (D/L = 2s/1oo)](6 fl.)
= .75 KLF (D/L = .15/.60)
LIVE LOAD AT TOP OF BEAM:
= (100 PSF LLxl.s Fr)
= .15 KLF LL
STONI VENEER:
= (200 PcF DLx.667 Frx3.67 + S.6)
= 1.65 KLF DL
TOTAL LOAD:
= 5.6 KLF (D/L = 4.+/1.2)
w, = 1.4(4.4) + 1.7(1 .2) = 8.2 KLF
M" = 8.2(23)2/8 = 542 FI-K
v, = 8.2(23/2) : e4.3 K
dry103-3=100 |N.
A. *ro * s42(12)/.e(60x.ex100) = 1.J4 tN2
TRY (4) #6',s & CHANGE d T0 98.5 tN.:
T = 1.77(60) = 106.2 K
c = .8s(s)(8)o = 3ao o = 106.2/3a = 3.12"
oM" = .e(106.2)(e8.s - 3.12/2)/12 = 772 FI-K > s42 FT-K .'. o.K.
usr (4) #6's AT B0TT0I/
CHECK CRACKING:
M" = 370 Ft-K
I = 370(12X1000)/[8(103)r/6] = J14 psl
f. = 5J5OOO = 354 PSI > J14 PSI .I NO CRACK CONTROL REINFORCING IS REQUIRED
SHEAR:
V" = 2Jf'"b"d = 2J5000(8X98.s) = 11r.+ x
o4 =.85(t11.4) = 9a.7 K > 94.3 K j. USE MINIMUM REINFoRCING oNLY
\ = 50b,s/r, = s0(8)(12)/(60,000) == .0800 lNz/Fr
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Shesscon Corloration
P.O. Bo: 15129
Colorado Springa, CO
Tele:
Far:
80935 Denvcr
?19,/390-504r
719l390-558,1
Linc: 303/823-1323
SUBJECT: Gore Creek Residences DArE: 10/19/04
BY: JWK/FDG SHEET 2 oF 4.1
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TORSION DESIGN:
e OF LOADS FR0l\4 CANOPY = 4 + (2/.3)(6)(12) = s2 lN. (0ONSERVATIVE)
w 0F LoADS FROM CANoPY = .75 KLF (D/t = .15/.60)
\1, = 1.4(.15) + 1.7(.6) = 1.23 KLF
I" = 1.23(s2x23l2) = 736 11-15'
CONSERVATIVELY, IGNORE COUNTER.IFIECT OF LOADS FROM SLAB FOR TORS1ON DTSIGN
n." = 8(103) + 4(20) = 904 tN2
P;; = loi + 12 + 20 + 4 + 8J + ti = 230 tN
alf'j
"p2/.p.o.=.85J5.000(904)2/T0 = 2:51 K-tN < 736 K-tN .1 MUST pROVIDE ToRSloN REtNFoRctNG
Pr, = 2(r00) + 2(6) = 212 iN
4n = 6(too) = 6oo lN2
[(v"/b,d)2 + g,pn/ 1 7 Aoh2)2)k
8/5000/10001 = 601 PSI > 282 PSI .'. 0.K.
= .0141 lN2/tN =
Ar = .135 lN2/n
Ar = .096 lN'/Ff
At = .059 lN2/ff
.170 tN2 /Fr
< MINIMUM SHEAR REINFORCING
= l[(s4.r)/8(e8.s)], + [zro(zr2)/1.7(ioo)2jrlk = 282 psl
6(v,/bd + 8fi'") = .Bs[111.4/8(98.5) +
Tn = 2A.A,f"vCOIO/S =I,/o
= 2(.8sx600)\(60xC0r4s")/s
= 61,200At/S
Ar/s = I"/0(61,200) = 7J6l.8s(61,200)
SUMMMARY:
@ BEARINC: Ar = .170 lN'z/il-
@ 2'-d' FROM BEARING: T,, = 587 K-lN,
@ 5'-0" FROM BIARING: f, = +r 6 K-rN,
@ 7'-6' FROM BEARING: T, = 256 K- N,
LONGITUDINAL REINFORCING FOR TORSION:
Ar = (Atls)PhcoTo
= .0141(212) = 2.99 tN2 (CoNTROLS)
A, u,, = 5Jf'"A"0/frt - (At/s)ph
= s/s000(e04)/(60,000) - 2.9s = 2.:;4 lN2
25b*/fy" = 25(8)/60,000 = .0033 tN2 < .0141 tN2 ... 0.K.
A" = 2.99 lN2
LEDGE:
A.n = Vum/Of"
6/b = 12/8'= 1.5, ht/h = 20/103,= .1942, b = 8
:, m = 1.44
A.n = (J.03 KLFX1.44)/.8s(60) = .96';6 ,t'rtt
A"u = A"l = Yue/Z[l"d,
= 736l2(.8s)(60x6I = 1.20 tN2
h. = 91 lN. .r 1.2017.58 = .1582 |N2/FI FOR flRST 8'-0" 0F SPANDRIL
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Shesscon Corporation Tele: ?rglgg0-A04r
P.O. Bor l5l2s Fax: Z LS /3S0-66A1
Colorado Springs, C0 80935 Denver Line: 303/6m-f 323
SUBJECT: Gore Creek Residences DATE: 10,r19104
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BY: JWK/FDG SEEEf, 3 oF 4.1
SPANDREL DESIGN ,'SC:
SUMMARY OF VERTICAL AND LONGITUDINAL RIINFORCING:
FIRST 2'-6":
A"/2 + \ = .210 tNz/Fr EA. FACE (CONTROLS) (USE #4'S AT 1O')
A"/2 + \^ = .126 N2 /FT EA. FACE
Au/2 + An = 200 lN'?/FT EA. FACE
NEXT 2'_6,:
\./2 + A, = .175 'N2/FT tA. FACI
4/z * 1., - .,ru
'x1i7ntA.
FAct
A"/2 + A*" = .200 tN2/Fr EA. FACE (coNTRoLS) (usE #4,s Ar 12")
NEXT 2'-6"
A,,/2 + e, = .1J6 lNz/fl- EA. FA.E
\,/2 + n"n = .126 |N2/FI EA. FACE
A"/2 + a", = .200 |N2/FT EA. FACI (CONTROLS) (usr #4'S AT 12")
REI/AINDER OF BEAM:
A"/2 + \ = .099 tNTFr EA. FACE
A,u/2 + t,n = .126 tN2/Fr EA. FACE (CoNTROLS) (USE #4'S AT 1g')
LONGITUDINAL:
Ar = 2,99 IN2 SHARED BEMEEN FAcEs (CoNTROLS) (USE MIN. oF (10) #5,S)
2A*, = 2.49 IN2 SHARED BETWEEN FACE.S
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Colorado Springs, C0 80S35
Tele: ?r9/3s0-504r SUBJECf: Gore Creek Residences D|I]IE-10/ 19/04
Far: 7[S/3S0-5681
Denver Line: 303r/623-f323 BY:SIIEET 1 oF 4.R.1JWK/FDG
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BEAMTYPE:@oooo
SPAN:23'-0' r\4AXrMUf/ Q, T0 0 0F BTAR|NG
LOADING: D.L. wgt. of P.C. member
LOAD REDUCTION
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Job Title: Gore Creek Residences
SECTION 5
By: JVYK Date: lll9/05
Sheet I of 5.i
IobNo: 0429
Column Design Index
14" X20" Column Desisn
Stregscon Corloration Tele: ?ts/ggo-lo1t SUBJEC"T: Gore Creek Residences DLTE, 9/21 /04
P.O. Bor 15129 Far: ?t 9/390-0564
Colorado Springs, CO 80935 Denver Line: 303/623-f323 BY: JWK/FDG SEEET I oF 5.0
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P.0. Bor 15129 Fa:: ?fglgg0-5b6,f
Colorado Spriags, CO 80935 Denver Line: 303/623-1323 BY: JWK/FDG SHEET 2 oF 5.0
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P.O. Bor 15129 Far: ?r9/990-i56!t
Colorado Springs, CO 80035 Denver Line: 3O3/823-L323 BY: JWK/FDG SEEET 3 oF 5.0
Stregscon Corporation Tele: 7tg/gso-601t SUBJECT: Gore Creek Residences
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Colorado Springs, CO 80936 Denver Line: 303/528-1825 BY: JWK,/FDG
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Stresscon Corporation Tele: ?r9l3g0-004r SUBJECT: Gore Creek Residences DATE:. 9/22/04
P.0. Bor 15129 Fa:: ? tg /gg1-5i81
Colorado Springs, CO 80935 Denver Line: AOS/523-1323 BY: JWK/FDG SIIEET 5 oF 5.0
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P.O. Bor 15129 Far: ?tglgg0-5564
Colorailo SprilDgs, CO 80935 Denver line: 303/623-1323 BY: JWK/FDG SHEET 6
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P.O. Bor 15129 Far: ?tg/gSO-SSSl
Colorado Springs, CO 80935 Denver Line: 303/825-LgZg BY: JWK/FDG SIIEEf, 7 oF 5.0
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Sbesscon Corloration
P.O. Boi l5l2s
7 tg /lso-so1t SUBJECT: Gore Creek Residences DIftEl.9/13/04
Colotedo Springs, CO 80935 Denver Line: 303/623-f38 BY: JWK/FOG SIIEET 1 oF 5.1
TYPICAL COLUMN DESIGN:
MAXIMUI\,I REACTION FROM ONE BEAM P,r = ?45 K (SEE SECT]ON 3.1,3.J)
CONSIRVATIVELY, DESIGN COLUI/N FOR T'u = 500 K
(MAXlMUli4 REACTION DOES NOT OCCUR F'ROIi BOTH BTAMS AT ANY COLUN,4N)
14', X 20" P/C COLUMN TYPTCAL:
t\,11N1[/UM ECCENTRICW = 0.6 + 0.0Jh,=.6 +.03(14) = 1.02 lN
MAXIMUM MOMENT DUE T0 MINIMUM ECCENTRICII/ = 500(1.02) = 510 lN-K
MINIMUM REINFORCING:
.01(14X20) = 2.80 rN2
TRY (4) #8'S (R. = J.1+ tt't')
dPn uo, = .so[.e5r'"(n" - A.)'+ fn]
= .B(.7)[.8s(sx280 j 3.']4) + 60(J.14)l
= 764 K > 500 K .'. 0.K.
LOAD CASE #1: (MAXII/UM LoAD W/ MoMENT DUE T0 MtNilVUM ECCENIRTCI])
Kl" = 19'-6'
Bo= 398/rsg =.312P"=500K
M" = 510 lN-K
LoAD CASE #2: (i'4AX|MUM MoMENT DU: TO UNBAT ANCED LOADTNG)
CONSERVATIVELY, USE WORSI CASE LOAD ON ONLY ONE SIDE OF COLUMN
Kl, = 19'-5'
Bo= 199/245 = .812
P,=250K
[/, = 250[.S + .75(6.5)] = 1344 tN-K
TIE SPACING:
LIAST OF:
16(8/8) = 16 1x
+B(3/8) = 18 lN
14 tN
SPACT TrtS AT 14' 0.C.
Far: 7f9,/390-5564
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Gore Creek Residences
Compmem, 3.01, (C) 2003 BY SALMONS TECHNOIOGIES, INC.
DESIGN DATA
SHEET 2 OF 5.1
DA:fE:9/13/2oo4
PAGE: 1 BY: .IWK
BboE = 0.00 in TboE = 0.00 in Bweb = 20.00 in
Btop = 0.00 in TEop = 0.00 in H = L4.00 in
SecEion Type I Rect,angular
Area = 280.00 in-2 Ybot = 7.00 in sbot = 553 .3 in-3I = 45'13 in-4 Ytop = 7.00 in stop = 553.3 in-3
frc = 5.000 ksi Ec = 428? ksi ecu = 0.0030fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055fy = 60.00 ksi fp,eff = 1s4.00 ksi betal= 0.80
r = 4.04 in
Reinforcing Data: DepEh Area Prestressed strand(in) (in-2) or MiId sEee1
2 .'75 1.580 Mild steeltl-.25 1.580 Mild steel (4) - #8rs
* * I * * * * * * * * * * r * * * * * * * * * * * * * * * * * * * * * ouTpIIt * * * * * * * * * * * * * * * * * * i * * * * * * * * * * * * * *
FACTORED IJOADS
klru Ctn Bd(fr)
L0.50 1.00 0.81r_0.50 1. 00 0.81
App.vr]-b/M2b Pu
(k)
0.00 s00.00.00 250 . 0
App. Mom.Mu Magn. Mc
(k- in) (k- in)
510 1.00 5t-01344 1.00 1344
AL1ow.
Mu
(k- in)
!'179 n r
r7 54
In determining the momenE magnifier, the flexural stiffnessof Ehe member was detennined using ACI Eq, l-0-11.
Capacity Reduct, ion FacEor, phi:
Balanced condit.ion: Pu = 302,3 kips Mu =Pu = 302,3 kiDs Mu =
0.1*frc*Area= 140.0 kips
phi = 9.90 - O.2o*(Applied Pu)/( l.4O.O),for (+Mu)phi = 0.90 - 0.20*(applied Pu)/( 140.0),for (-Mu)
buts phi nots less than 0.70
Max design axial load sereDgth: phi*Pn(max)= 765.1- kips, Eq. 10-2
UI,TIMATE IJOAD INTERACTION DIAGRAI\4
Allow. Allow. Ecc. A1low. Ecc.+Mu + -Mu(k-in) (in) (k- in) (in)
968
18?7 k-in (+Mu)
-1877 k-in ( -Mu)
Al1ow. AI1ow. Ecc. AlLow. Ecc.Pu +Mu + -Mu(k) (k-in) (in) (k-in) (in)
420.5 1853 4.4 -1853 4.4459.0 L828 4.0 -1828 4 .0
497 .3 1783 3.6 -1783 3.5535.5 L725 3.2 -1725 3 .2573.8 16s3 2.9 -r.653 2.9612.0 r-565 2.6 -1565 2.6650.3 1460 2.2 -1460 2 .2
688. s 1338 1.9 -1338 1.9
726 .A Lt97 L .6 -Lt97 1 . 5765.L r.037 1.4 -1037 r..4
Pu
(k)
0.038.3 109076.5 L207r.14.8 1317153.0 L43219L.3 15?3229.5 1695267.A 1800305.0 tg77344.3 1875342.5 !867
-968-1090 28.5-1207 15.8-l-317 11.5-L432 9.4-L5'13 4.2-L695 7.4-1800 6.7-L877 5.1-1875 5.4-L867 4.9
26.)
15.8
11.5
9.4
8.2
5.1
5.4
r : \,robs\o 4 29\Engrg\05 -column Design\042 9E- 05 - 01-column Design,cmp
\...---,. rJ rJ \r L--J \___J \___J \___J\____Ju
Stresscon Corloration
P.O. Bor 15129
Colorsdo Springs, C0
Tele:
Far:
80935 Denver
?r9l390-50,u
7rs/3s0-6581
Line:303,/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SHEET 3 oF5. 1
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COLUMN INTERACTION CURVE DATA
TypicalGolumn
900.0
800.0
700.0
600.0
500.0
400.0
300.0
2C0.0
1C0.0
0.0
o.s.x
o
oJ
J
X
500 1000
MOMENT (k. in)
382.5 1867
420.8 1853
45e.0 18t8
497.3 1783
535.5 1725
573.8 '1653
te raction ots
500 i 510
Stresscon Corloration Tele: ?tg/gso-601L SUBJECT: Gore Creek Residences
P.0. Bor 15129 Far: ?fg/ggo-6564
Colorado Springs, C0 80935 Dervcr Line: 305/823-1323 BY: JWK,/FDG SHBEf, 1
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RETNFORCTNG SUMMARY @
14' X 2O'' COLUMN
f'"i = 3000 PSI
f'" = 5000 PSI
(3) #J T|ES @ y
O.C. AT TOP &
BTM. OF COLUMN
#3 nES @
14" 0.C.I
NOTE:
sEE SECT|oN 8.3.2.1
FOR LIFTING LOOP
PROJECTING FROM TOP
OF COLUMN
o
o
Walt DESIGN
SECTION 6
Job Tide: Gore Creek Residences By: JwK Date: 1/19/05 Job No:
Sheet 1 of 6.i
0429
Wall Design Index Submittals
SECT DESCRIPTION DESIGN Pgs lst zno 3rd 4th 5th
6.0 Reference Summaries 8 X X
6.1 Shear Wall Designs WA,WB 8 X x
6.R Design Summaries
6.R.1 WAWalls WA 1 x X
6.R2 WB Walls WB I x X
GSEEGG
Shesscon Corporation Tele: ?tg/ggo-bo4t SUBJECT: Gore Creek Residences Dilrkg/20/04
P.0. Bor 15129 Far: 7tS/3,SO-i664
Colorado Spritrgs, CO 80935 Denver Liue: 303/S23-f323 BY: JWK/FDG SHEET 1 oF 6.0
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SHEAR WALL AT GRID 5.2 RTFERENCI STJMMARY:
1-.lll \--
\ | FoR coNN. To
\ sLAB (MtN. oF
l\ 6 CoNNS.)t\8.6.3.1 I \- 8.6.4
FOR CONN. TO
C,I.P. FOOTING
(MrN. 0F 6
c0NNs.)
Stresscon Corporation Tele: 7ts/gso-5o11 SUBJECT: Gore Creek Residences D ftug/z}/A4
P.O. Bor 15129 Far: ?19l3go-Sb64
Colorado Spriugs, C0 80935 Denver Line: 303/623-1323 BY: JWK/FDG SHEET 2 oF 6.0
SHEAR WALL AT GRID 1O REFERENCE SUMMARY:
8.5.2.3
FOR PILASTER
CAP PI.ATE
FOR CONN. TO
SLAB (MrN. oF
5 CoNNS.)
FOR CONN. TO
c.r.P. F00TtNG
(MrN. 0F 5
coNNs.)
Stresscon Corporaton TeIc: ?r9/gg0-b041 SIJBJECT: Gore Creek Residences DATf.:g/20/04
P.O. Bor 15129 Far: ?fO/990-5064
Colorado Springs, CO 80S35 Denver Line: 303/623-1323 BY: JWK/FDG SSEET 3 oF 6.0
SHEAR WALL AT GRID 14 REFERENCI SUMMARY:
8.6.5
FOR CONN.
TO FTG.
@ PILASTER
(1) #s v
#r 1 NMB
| \ FoR coNN.
| \ To SLAB (MrN.
| \ oF6coNNS')
, L 8.6.4
I FOR BEAM ( , 6.J.2. | -| 3;c'f,"" \Y/ i3-':i)$
FOR CONN.
T0 c.r.P.
FooING (MrN.
Stresgcon Corporrtion Tele: ?lslgo0-d041 SUBJECT: Gore Creek Residences Dnnzg/27/0+
P.O. Box 15129 Far: ?fg,/gg0-5664
Colorado Springs, CO 80935 Denver lluc:303/623-1323 BY: JWK/FDG SHEET 4 oF 6.0
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SHTAR WALL AT GRID 19 REFERENCE SUMMARY:
FOR CONN.
T0 SLAB (MrN.
0F 3 CoNNS.)
8.5.2.1
FOR PILASTER
CAP PLATE
8.6.5
FOR CONN.
TO FIG.
@ PILASTER
(1) #s w/
#11 NMB
SEE SI"AB REF.
SUMMARY FOR
CONNECTIONS
T0 c.t.P.
IVALL
FOR CONN.
T0 c.t.P.
wAu (MrN.
0F 4 CoNNS.)
8.3.2.r -FOR CONN.
TO BEAMS
(WA)
\__J
8.6.1-l
FOR CONN. \
T0 c.r.P. \
FooTrNG (MtN. \
0F 4 CoNNS.) \
Streggcon Corloration Tete: ?tg/g9o-5041 SUBJECTT Core Creek Residences DAIE:9/27 /04
Fax: ?lS/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623- f323 BY: JWK/FDG SIIEET 5 oF 6.0
SHEAR WALL AT GRID 2J.2 REFERENCE :JUMMARY:
FOR CONN.
T0 srAB (MrN.
0F 5 CoNNS.)
FOR CONN.
T0 c.t.P.
FooTrNc (MrN.(2) #e's w/
#1r NMB',S
UJk
E'r
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Shesscon Corporation Tele: ?r9il3g0-504r SUBJECa: Gore Creek Residences DlitBrg /27 /Oa
P.O. Bor 15129 Far: ? tS /3S0-66A4
Colorado SprinSs, CO 80935 Denvcr Line: 303/823-1323 BY: JWK,/FDG SIIEET 6 oF 6.0
SHEAR WALL AT GRID 25,2 REFERENCE SUMMARY:
8.6.5
FOR CONN. TO
c.r.P. FooT|NG
O THIS LOCATION
(2) #e's w/
#11 NMB',S
8.6.3.1
FoR P/C
WALL TO
c.r.P,
WALL
FOR CONN.
To SLAB (MrN.
0F 4 CoNNS.)
FooING (MrN.
0F 4 CoNNS.)
Stresscon Corporation Teler ?rgl3so-5o!u SUBJECT: Gore Creek Residences DATEtg/29/04
P.O. Bot 15129 far: ?191390-5564
Colorado Springs, C0 80936 Denver Line: 303/623-1323 BY: JWK,/FDG SEEET 7 oF 6.0
SHEAR WALL AT GRID 30 REFERENCE SU[4|I/ARY:
SEE SLAB REF.
SUMMARY FOR
CONNECTIONS
T0 c.t.P.
WALL
8.5.2.3
FOR PILASTER
CAP PLATE
FOR CONN.
TO FTG.
@ PILASTER
(1) #e w/
#11 NMB
8.7.5
FOR CONN. TO
SLAB (MrN. 0F
4 CoNNS.)
Stresscon Corporation Tele: 7 Ls /3so-501t SUBJECT: Gore Creek Residences
Far: 719,/390-5564
Colorado Springs, C0 80935 Denver Line: 303/623-1323 BY: JWK/FDG SHEET 8
SHEAR WALL AT GRID 33.5 REFERENCE SUMMARY:
8.6.5
FOR CONN.
TO FTG.
@ THIS
LOCATION
(1) #s v
#11 NMB
FOR BEAM To SLAB (MtN.
Rfr*|r"" oF r coNNS.)
FOR CONN.
T0 c.t.P.
Stresscon Corporation Tele: ?tg,/3s0-i041 sUBJECT: Gore Creek Residences DLTE?9/20/0+
P.O. Bor 15120 Far: ?tg/390-5564
Colorarlo Spri4s, C0 80935 Denver Line: 303r/6m-f 323 BY: JWK/FDG SEEET 1 oF 6.'1
SHEAR WALL AT GRID 5.2 DESIGN:
IYc, 412(11.72) = 29.1(11.5) + 173(22) + Tr(22)
22Tu+4140=483A
Tu = 31.4 K
31.4/.9(60) = .581 IN2
usE (1) #s tN #11 NMB
(cu = 23a K)
Pu eEn r = tu. pe*a . =., .
.g"(i57zxo.ol + 0.80) .e[(20l2x8.06 + 0'65)
='e7K +(105)l=173K
NEGLECT FOR M.') | Pu u,n =
| .s(.1sx1 1.s)(.833x22.s)11'-6' l. ='291' K
Vu=412K
Stresscon Corporetion Tele: ?ls/gg0-5041 SUBJECT: Gore Creek Residences
P.O. Bor 15129 Far: ?tg,/ggo-S564
Colorado Springs, CO 80935 Denver Line:303/623-1323 BY: JWK/FDG
SHEAR WALL AT GRID 10 DESIGN:
10
I
rO
IM.: 362(133) = 28.s(10) + 160(19) + Tu(19)
19Iu+3J25=4810
Tu = 78.4 K
78.4/.s(60) = 1.45 lN2
usE (2) #e's rN #1 1 NMB',S
(cu = 267 K)
Vu=362K
.<+
ll I-l
l_
=i
l
n
'u ggrr, -
.sl(27.7 /2)(8.06 + 0.775)
+ (12.7/2)(8.06 + o.6s)l
=160K
p=.U WAT
.e(. 1 sx1 1.sx.833xs.33)
+ .e(.15x13.3)(.833x1 4.4)
= 28.5 K
19',-O'
I
lr
3p
I
n)
I
=J
Vu=362K
TU
1'-18' 18'-83'
E O OOr-TEOEC=O
Shegscon Corloration Tele: ?1glgg0-s0,tr SUBJECT: Gore Creek Residences DXIvg/20/04
P.O. Bor 15129 Far: ?fg/gO0-SAO4
Colorado Springs, CO 80935 Denver Line: 303/623-132S BY: JWK/FDG SEEET 3 oF 6.1
SHEAR WALL AT GRID 14 DESIGN:
IM": 390(11.4) = 101(2.J3) + 24(10) + 1s1(1s) + Tu(1e)'l9Iu + 39 10 = 4450
Tu = 2B'2 K
28.2/.s(60) = .522 lN2
usE (1) #e rN #11 NMB
(cu = 33a x)
Pu eeuz =p = .sl(22.2/2)(s.s5+0.65)' U BE lll ' 11 E .1 l^\l^ ^E I r.r cq\si5il'Zzlto.z + o.so) + {5l/2)(s'ss + 0'6s)l
=181 K
' u wAl- -
.s(.1 sx1 1x.833X1e.4)
Vu=J90K
=oa
Stresscon Co4roration
P.O. Bor 15129
Colorado Spriags, CO
Telel
Far:
80935 Denvcr
?r9l390-5041
7rs/390-6661
Line: 303/823-1323
SUBJECa: Gore Creek Resid ences
BY: JWK,/FDG SITEET 4 0F 6.1
D!{tEz9 /21/04
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SHEAR WALL AT GRID 19 DESIGN:
'u EEnr -
.e(16.8/2x4.3e
+ 0.80)
= 39.2 K
(c0NSERVATTVELY
|GNoRE FoR MoJ
'.dtfl.irxu.u,
+ (1e.6/2x8.67
r n Aq\
+ 0.65)l
= 176 K
16'-8"
Vu=425K
-<-
ASSU|\,rE 1/3 0F THE SHTAR LoAD tS TRANSFERRED DTRECTLY tNTo TtE C,t.p.
FOUNDATION WALL:
(2/3)(425) = 283 K
283/77 = MTN|MUM 0F 4 CoNNS. T0 THE p/C WALL
(1/3)(425)/38.5 = MIN|MUM oF 4 CONNS. (oNE stDE ONLY) TO THE c.t.p. WALL
Ili/.: 425(11) = 14.8(s.08) + 14.8(11.17) +
12.3(1s.7s) + 176(1s.s) + Tu(1s.s)
19.5Tu+3870=4600Tu=37.6K
I
J7.6/.9(60) = .70 1N2 ltt
usE (1) #e rN #11 NMB I
DESIGN VERTICAL PANEL TO C.I.P. JOINT SO THAT WALLS ACT TOGEI-HER
PANEL TO C.I.P. CONNECTIONS MUST RESIST:
12.3 + 176 + 31 .6 = 226 K VERTTCAL SHEAR
D --'u lt -
.e(.15)(10.83)
(.833)(12.17)
= 14.8 K
liibri, .nlt.r,3)(e. 1 8)
= 12.3 K
I
Stresscon Corporation Tele: zts/sgo-so4t SUBJECT: Gore Creek Residences DXIE 9/21/04
P.0. Bor 15129 Far: 7tg/gSO-AA61
Colorado Springs, C0 80935 Denver Line: 303/823-1323 BY: JWK,/FDG SHEET 5 oF 6.1
SHEAR WALL AT GRID 23.2 DESIGN:
^t-l
IMc:_ 360(12.8) = Js.2(12) + 11s(22.s) + Tu(22.s)
22.51u+3100=4610.
Tu = 67.1 K
67.1/.9(60) = 1.24 rN2
usE (2) #e lN #11 NI/B',S
Cu=221 K
D-'u BEArl -
.s[(1 1.80/2Xe.es + 0.65)
+ (13.11l2xe.es + 0.65)l
= 119 K
'u w|l- -
.e(. 1 sx1 3.6x.833)(23.0)
%'-q
c=oos
Streggcon Corlorrtion
P.O. Box 15129
Colorado Springs, C0 80935
Tele:
Fax:
Denver Line:
?19/390-504r
7rs/s9o-5561
303/82s-1323
SUBJECT: Gore Creek Residences n*n9/27 /04
BY: JWK/FDG SIIEET 6 oF 6.1
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SHEAR WALL AT GRID 25.2 DTSIGN:
"U
IMr,: 295(r2) = _14:q(11.s) + 170(10) + 2tTu
2llu+1985=3540
Tuz = 74'0 K
74.0/.9(6a) = 1.37 lN2
usE (2) #e's rN #11 NMB',s
Cu=269x
DESIGN DOOR HEADER AND SILL TO TRANSFER SHEAR FROM WALL
Vu=269K
vc = 2(Js000)(10)(s3) = 7s K
Vs rEo. = 265/.85 - 15 = 241 K
A',t = 241(12)/(60Xs3) = .eos IN2/FT
ust #4 TltS @ 4' 0.c. (As = 1.18 rN,,/n)
CONNECTIONS:
l XX w
10'-0' i",
kfffir=lruu, *.rl
-Tl
tl
-lt-ee
-lcq
n \/l
:RVATI
+(21.83/2x6.63
170 K
.8)l
o-' u rvt[ -
.e(.15)(.833)[(1 1.6)(21) - (3.33X7.0)]
= 24.8 K
' .'1"21'-%
-6'ACoNS
=J
n
:k,'F\
I
60
-,tr)
3'-5"I
T
Stresscon Corporation Tele: 7 tg / gs}-5011 SUBJECT: Gore Creek Residences
P.0. Bot 15120 Far: 7 tS / gSO-5584
Colorado Springs, C0 80935 Denver Liae: 303/623-f323 BY: JWKiIFOG SHEET 7
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SHEAR WALL AT GRID JO DESIGN:
lYc' 38sJl-J7) =-2?.1(12) + 241(11) + Tu(ts)
19Tu+4840=5270
ru = 22.6 K
22.6/.e(60) = 0.42 lN2
usE (1) #e rN #11 NMB
Cu=286K
Vu=385K
-<-
ltiHr7ar,o.u + 0.775)
+ (21.8/2)(105 + 0.65)l
=241 K
,pl'uvru
| .e(.i0(14.4X.s33)12'-t l(8.6)+.e(.15)
(11.7x.833x6.2)
= 22.1 K
----------------
19',-10'
Stresscon Corporation Tele: ?19lgs0-604r SUEJE6T: Gore Creek Residences Dt$E:9/29/0+
P.O. Bor 15129 Far: 7tg/3SO-6661
Colorado Spriogr, C0 80035 Denver Liae: 303/623-1323 BY: JWK/FDG SHEET 8 0F 6.1
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SHTAR WALL AT GRID 33.5 DESIGN:
^i-l
IVc' 180(12.6) = s8.6(s.s) + 26.2(10.s) + 7.7(21) + Tu(20)
20Tu+1570=2270
Tu=45K
45l.9(60) = 0.83 lN2
usE (1) #e rN #11 NMB
Cu=178K
o-'u mnP rlru- -
^'8's) = 7'7 *21'-d' 'r\
lt.Hri' .u)t.rrr)(20.2s)
= 26.2 K
io
c= o osE
Stresscon Corloration
P.0. Bor l5l?9
?1s/390-504r SUBJECT: Gore Creek Residences
Far: 7LS/3SO-6661
Coloredo Springs, CO 80935 Deuver Line: 303/S23- f323 BY: JWKr/FDG SEEET 1
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STRESSCoN - DATA SHEff / WnU_ peHil
wALL rfPE: @OOOQ worr Thickness: 1o'(3) #3 TrEs @ i"
O.C. AI TOP &
BTM. OF PILASTER
A (AT PTLASTERS)
(2) #5 TR|M BARS TYPICAL RTINFORCING:
#4',S @ 12" 0.C.
EA. WAY, 2,' FROM
EA. FACE
EXTEND (2) #s
TRIM BARS MIN.
OF 2'_O' PAST
EDGE OF PANEL
AT ALL BLOCKOUTS
ra FncF /r rA racr\
TYPICAL (4) #8 vERr.
REINFORCING,
SEE ABOVE
DESIGN SUMMARY #3 T|ES O
14' 0.c.Conc :
lcr :
fc:
STONE
PSI3500
PSI
SECTION A-A
Stresscon Coqroration
P.0. Box 15129
?19l3S0-5041
?19l390-5564
Tele:
Far:
SUBJECT: Gore Creek Residences DtfIE': 1O/18/04
Colorailo Springs, Co 80935 Denver Line: 303/523-t323 BY: JWK/FDG SHEET 1 OF 6.R.2
STRESSCON - DATA SHETI' / WALL PANEL
wALL TYPE: @OOOQ wol Thickness: 1o'
EXTTND (2) #5
TRII/ BARS MIN.
OF 2'_0,, PAST
EDGE OF PANEL
(3) #3 T|ES @ 3',
O,C. AT TOP &
BTM. OF PILASTER
AT ALL BLOCKOUTS
(2) #s TRtM
-^ .^^r l4LA. LU\,L \ |
BARS I/PICAL RTINFORCING:
#4'S @ 12" 0.C.
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EA. FACE
L,C. r AUC-,/
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4'' O.C. AT HEADER AND SILL
OF DOOR BLOCKOUT.
EXTTND DISTRIBUTION OF TI[S
I./INIMUM OF 2'_0" PAST EACH
EDGE OF BLOCKOUT
TYPICAL (4) #8 VERT.REINFORCING,
SEE ABOVE
E,J(J O-
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DESTGN SUMMARY
Conc :
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@ Slab DESIGN
Job Title: Gore Creek Residences
SECTION 7 Sheet I of 7.i
1/20105 JobNo: 0429Bv: JwK Date:
Slab Design Index Submittals
SECT DESCRIPTION DESIGN Pgs lst 2nd 3rd 4ttr 5th
7.0 Reference Summaries '7 x X x
'7.1 12" Slab Design
7.t.1 Tlryical 12" Slab Design SLA 13 x x
7.2 9" Slab Design
7.2.1 Typical 9" Slab Design SLB 6 x X
7.2.2 Normal Span 9" Slab W Point Loads SLC 6 x x
| .z.J Typical Long Span 9" Slab sLc
SLD 11 x x
7.2.4 Mildly Reinforced 9" Slab SLE 3 X X
t -2-)Special 9" Slab Design (Grid 5 to 5.2)SLD 6 x X
't.2.6 Check Thickness of Boiler Room Slabs sLc I X x
I.J Blockout Guidelines I x
7.R Design Summaries
7.R.1 12" Slab Design Summary SLA x X X
7.k.2 9" Slab Desipn Summaries
7.R.2.1 9" Prestessed Slab Design Summary SLB I X X
7.F*2.2 9" Prestressed Slab Design Summary sLc 1 x x
7.R.2.3 9" Prestessed Slab Design Summary SLD ,|x x
7.k2.4 9" Mildly Reinforced Slab Design Surrmary SLE 1 X X
Strtsscon Corloration Tele:7ls/3so-5011 SUBJECT: Gore Creek Residences DttrE:.9/10/04
SEEET ']oF 7.0
P,O. Bor 15129 Far: ?f9/Sg0-506{
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P.O. Bor 15129 Far: ?t9lgg0-Si84
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P.0. Box 15129
Tele: ?19/390-5041 SUBJECI: Gore Creek Residences
Fat: ?19/3S0-5564
Colorado Springs, CO 80935 Deaver Line: 303/629-1325 BY! JWK/FDG
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Shesscon Corporation
P.0. Bor 15129
Colorad.o Springs, CO
?191390-5041 SUBJECT: Gore Creek ResidencesTele:
Far:
80935 Denver
7LS/390-5581
Linc: 303/623-1323 BY: JWK/FDG
DATE. 9/13/04
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Colorado Springa, CO 80935 Dcnvcr
719/390-504r SUBJECTT Gore Creek Residences
lrs/390-66e4
Line: 303r/623-1323 BY: J!VK/iDG
Dl.f,E: 9/13/04
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P.O. Bor 15129
7r9/3s0-504r SUBJECT: Gore Creek Residences DI{|E:B/27 /04
Far: 719/3S0-5684
Colorado Springs, CO 80935 Denver Line: 303/823-1323 BY:JWK/FDG SHEET 1 oF 7.'l .1
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TYPTCAL 12" SLAB DESTGN: (26',-4' cRtD T0 cRtD SpAN)
LOADS: (FROM ENGINEIR 0F RECORD)
LOADTNG C0NDtTlON f 1:
w1
w2
5'-0'zt -+
26'-{',
Wl = 560 PSF
(D/L = 46a/10a)
W2 = 340 PSF
(D/L: 240/1oo)
(NOT INCLUDING SILF_WEIGHT)
L0ADING COND|T|ON f2:
W1 = 340 PSF
(D/r = 2+0/100)
(NOr TNCLUDTNG SELF-WETGHT)
BY OBSERVATION, WILL NOT
CONTROL FOR THIS DESIGN
LOADING CoND|T|oN #3 lS |DENTICAL T0 LoADtNc CoND|T|oN
LOADTNG CONDTTTON f4:
#1
W1
26'-4"
Wl = 460 PSF
(D/t = 360/100)
(NoT TNCLUDTNG sELF-wErcHT)
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Shesscon Corporalion
P.O. Bot 15129
?19,/3S0-5041 SUBJECT: Gore Creek Residences DXflE:B/27 /0a
Far: 7LS/390-5564
Coloratlo Spriugs, CO 80935 Denvcr Liae: 303/523-1323 BY: JWK/FDG SSEEtr 2 oF 7.1.1
lYPlcAL 1Z', SLAB DESTGN: (CoNTTNUED)
rN THIS CASE, LoAD CoNDIT|oN #2 wlLL NoT CoNTROL
ryPICAL PANEL IS NOMINALLY 9'-O' WIDI
cONDrTrON fl1 & $3:
wlo. = 460(9) = 4.14 KLF
W1|-, = 16919; = .900 KLF
W2o. = 24919; = 2.16 KLF
W2|.1- = 169i9; = .900 KLF
cONDrTrON f4:
WlDr = 360(9) = 3.24 KLF
W1,, = 19619; = .900 KLF
q T0 Q. 0F BTARTNG = 26.33 - 11/12 - 1/12 - .5(3/12) - 6/12 - 1/12 - .5(3/12)
= 24.5 fI
CHECK CONDITION
+1 
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, ]NC.
DESIGN DATA
SHEET 3 0F 7.1.1
DATEl.9/9/2004
PAGE: I BY: fl'lK
Right Cant. : 0.00 ft
Loop @ Right= 0.00 ft
@ Righc= 0.250 ft
web width :108.000 in
Tpg. thick = 0.000 in
Section Type=RECT BEAM
Left Cant. = 0.00 ft
Bearo Length = 24.50 fE
Design Bearing Lengths :
Bot. $ri-dth = 0.000 inTop width = 0.000 in
Stem Height = 12.000 in
Non-Composite : (Based on
Area = 1295.000 in-2I = 15552.00 in-4
Miscellaneous:
Beam type =MOD. LT.WT.
Beam weight : 115.00 pcf
Lt.}lt.. mod. = 0.750(p/c)Cu = 2 .350Vol/Surf = 5.400 in
Beam f'ci = 3.500 ksi
r:,cl mooLrJ.er= I. uuu
rrh i E AFl-.\1.a
load Factors :
qh6rr n6l. i ^hcAllow. Concrete Stress:
Stress B1oCk=PARABOIIC
Sinple Span = 24.50 ft
Loop 0 Left = 0.00 ft
@ Left = 0.250 ft
Bot.. thick = 0.000 in
Flange thick= 0.000 in
Haunch thick= 0.000 in
above section dimensions)
Sb = 2592.00 in-3
Yb : 6.0000 in
Topping type=NORMAL WT.
Topping wt. = 150.00 pcf
eds = 0 E-06
Rel. humid = 50.00t
Beam f'c = 5.000 ksi
Ec modifier = 1,000
Flexure = 0.900
Dead load = 1.400
Depth used =NON-COMPAt Release =0. 600 f' ci
eshu = 1.000 E-05
Strain Curve=PCI llandbook
Topping f'c = 3.000 ksi
Camber Mult.: 1.000
Shear = 0.850
Live Load = 1.700
f ,c used =BEAMAt Final =12.000sqrt f 'c
Height
sc
YT
12.000 in
2592.00 in-3
6.0000 in
Prest.ressing Strands (Strand Type : LOW RELAXATION )
29 K/ STRANDEff. Pull = 0.700xfpu Strand diam.= 0.5000 in Estrand =28322.44 ksi
Strand fpu :270.00 ksi Area ea.str.= 0.1531 in-2 LtMuIt = 1.000
* Str. Iev. = 1 * of Strand = 17.00 LdMuIt = 1..000
Losses: PCI Conm. Report (RATIONAL) St.rand Transformed -> NO
Harping Profile: X(ft) FromDescription Left EndLeft End of Beam----- 0.00
Right End of Beam----- 24.50
MiId Steel
Hstr Eccent. Area of(in) (in) P/S ( in-2 )2.00 4. 00 2,6027
2.00 4.00 2,602'l
fyl = 60.00 ksiShear : fyv =
Ernild
Distribut.ed Loads
Load T)rpe
P/C Self Weight
Non-comp. Dead Load
Composite Dead Load
Live Load
Non-comp. Dead Load
60.00 ksi fyh
29000 ksi LdMult =
(non-factored)
50.00 ksi
1.000
Magnj-tude of Load Distance From Left
Beginning Ending Beginning Ending(k/fr) (klrLl (fr) (f r)
EccenE .
( in)
24.50 0.000
24.50 0.000
24.50 0.000
24.50 0.000
3.88 0.000
0.000 k/ft
Ioads are sustained.
1.035 1.0352,L60 2.L50
0. 000 0.000
0. 900 0.9001.980 1.980
0.00
0.00
0.00
0.00
0.00
At Release Only: Suction = 0.000 k/ft Core Material =
NOTE: 0.00t of alL distributed and concentrated live
l:\Jobs\0429\Engrg\07-SIab Design\04298-0?-01-01-TypicaI 12 in Slab Run l.bem
-t-
FDG, Inc.
Gore Creek Res idences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
Raarih^ Pl.i-a<
SHEET 4 OF 7.1.1
DATE | 9 / 9 /2004
PAGE: 2 BY: JWK
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in
Eff. Brg. Surface: width =108.00 in Length : 0.000 in
Plate Rebar: Angle = 10.00 deg fy = 50.00 ksi
Confinement for non-debonded prestressing strand assumed -> NO
* * * * * * * * * * * * * * * * * * * * * * * i * * * * * * * * * * OUTPUT * * t * * * * * * * * * * * * * * * * * :! * * * * * * * * * * * * * *
INITIAL STRESSES (psi, at release)
A)DL beam + core material (if any) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end
X(ft) From Initial P/S Init.P/S + BM Aux. steel area
Left End Top Bot. Top Bot. (ACI 18.4.1-)
2.08 -359 L077 -247 965 0.00
2.4s -359 1077 -230 948 0.97 TOP<---
4.90 -361 1082 -131 852 0.00 pcr PRACTTCE ATJLOWS7.35 -352 1085 -60 783 0.00 6(f'c)L/2 = 3s5 PSI
9.80 -362 1087 -L7 742 0.00 TEROUGHOUT THE
L2.25 -353 1088 -3 725 0.00 MEMBER.L4-70 -362 108? -L7 742 0.00 THEREFORE, NO TOp17.15 -362 1085 -60 783 0.00 RETNFORCTNG rS
19.60 -361 L082 -131 852 0 .00 REQUTRED.22.05 -359 tO7'7 -230 948 0.9'7 TOP<---
22-42 -359 LO77 -247 955 0.00
NorE: Requir"d j:gij_!g p"i based on assigned minimum.
STRAND STRESSES (Based on f'ci=3.500 ksi, f'c=5.000 ksi, by PCI Conmittee)
x (ft) from Tensioning Release
Left End ksi ksi.
0.00
.2 .45
4.90
7.35
9.80
LZ.Z)
L4.70
17. L5
IY.OU
22,05
24 .50
*NOTE: Fina]
DL and
Sust.
',Lksi
0.0
L67.2
L70.2
L72.3
r /5. o
L15.9
112 tl
L72,L
169.8
-LOb.6
0.0
Final* P/S Loss P/S Loss
ksi ksi t
189.0
189.0
189.0
189.0
r.89.0
189.0
189.0
1-89.0
189.0
189.0
189.0
t77 .9
178.8r/v.b
r.80.1
180.4
180.5
180.4
180.1
L79.6
178.8
L77.9
0.0
_L/1.f,
L7 4.O
175.5
L76.0
r/5.4
173.8
1'7L,2
tb/.3
0.0
189.00 100.002L.08 11.15
L't .46 9 .24L4.96 7 .9r13.48 7.13
,15. UJ b. dv
rJ.oL t.z.v
r5.2L 8.05
L7.84 9.44
21.50 11.38
189.00 100.00
strand stresses include elastic resain for Live load.
EINA], STRESSES (psi)
X(ft) From FP + BM FP + DL + Sustained LL FP + DL + AI] Il
Left End Top Bot TpS Top BoE Tpg Top Bot
0.00 0 0 0 0 0 0
L.23 -129 524 47 348 106 289
2.45 -208 882 115 559 228 447
3.6'7 -158 840 2n 399 443 240
4.90 -114 803 42r 268 62L 68
6.13 -'t8 '7',72 53? 158 11'J. -'717.35 -48 747 -.-- 631 68 894 -195
r:\Jobs\0429\Engrg\0?-Slab Design\0429E-07-01-01-Typical 12 in Slab Run I'bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACoUES & ASWAD, INC.
SHEET
DATE :
PAGE :
988 -28510s4 -3501093 -387
110 4 -3971085 -380
tuql- -JJo968 -266861 -169'737 -44580 107
395 285
183 490
77 317
00
-849 psi
s oF 7.1.1
9 /9 / 20043 BY: JwK
8.57
9.80
tt.02
LZ.ZJ
IJ.46
14 .70
15.93
L/.rf
18.38
TY.bU
20.83
22 .05
z5.zI
24 .50
-7
3
6
-1
-24
-77
-157
-207
0
727
7L2
704
/ UI
703
7L2
725
'7 45
7'10
801
838
880
5230 ---
I v., -J"'754 -49783 -7179t -84
I I I -tL
l.tL -Jo583 1_9
604 94
5U5 Lvu
JOU JV /
236 445
IU OU5
LI JI I
UU
NOTE: Allowable botton lension stress
ULTIMATE MOMENT (k-in)
Required Mu
= 12.00*sqrt (f'c) =
Provided phi*Mn
byX(ft) From FactrdLeft End Loads
by Dev.Length if over-
Strain- Limits Reinforced
comPat. (ACr Ch.12) (ACr 18-8.1)
1.2*Mcr
(Acr 18.8.3)
0.00
1,.23
2.45
5.b/
4. 90
7.35
8.57
9.80
11 .02
tz . zJ
13.48
L4 .70r). v5
17.15
18.38
19.50
20.83
22 .05
23.27
24 .50
X(ft) Frorn D
Left End in.
0. r.3 r0.00
0. s0 r.0.00
7 -23 10.00
2.45 10.00
3 .6't 10 . 004.90 10.00
5781
s781
57 81
5781
5781 0. K.
J/dI
tr/ur
J / OL
5781
20?3 (1)
4043 (1)
4904 (r,)
s490 (1)
s772 (Ll
5771 (1)
s486 (1)
4897 (1)
403s (1)
2068 (L',)
0
1148
2L37
2969
3659
4242
4715
s0 81
533 9
5489
s530
5464
5289
5006
.IbIJ
4tL6
3509
2794
L>IL
r.039
.If,Jf,
Tu Vci Vcw
k-in kips kips
(1): Development .length control-led by strand.
-- Reguired Reinforcing --Till:i1_:i:li_TIITi: IT
for for for
Avci Avcw Avmin
in-2/fE !n-2/fE Ln-2/fE
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. 000 0.000 0.000
0.000 0.000 0.000
Vu
kips
70 nq
/:,.UJ
72 .69
61.94
51.19
43 .27
0.0
0.0
0.0
0.0
0.0
0.0
531 207
270 227184 264
13s 310
97 31197 3t2
I:\Jobs\0429\En9rq\07-Slab Design\04298-07-01-0l-Typical L2 in Slab Run 1.ben
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
6.13 10.007.35 r0 . 008.57 10.00
9.8 0 r0.00LI.02 10.00'J-2.25 10.0013.48 10.0074.70 10.00
15. 93 10 . 0017.15 10.0018.38 10.0019.60 10.0020.83 10.0022.05 10.0023.27 10.0024.00 10.0024.38 10.00
0.0 91
0.0 910.0 970.0 910.0 97
0.0 970.0 9'70.0 9'70.0 97
0.0 9'70.0 97
0.0 970.0 990.0 1390.0 1860.0 27r0.0 645
SHEET 5 OF 7. ]..1
Dp.TE: 9/9/2004
PAGE: 4 BY: JWK
0.000
0.000
0.000
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
35 .92
zo. :)o
21,.2L
13.85
6.50
-0. 85
-8 .2L
--15. )t)
-22 .9L
-5U. Z I
-5t.62
-44 .91
-52. 33
-59. 68
-b /. u5
-tL.J>
-tL.5>
JIJ
3t-4
3L4
315
3L5
315
315
315
3L4
5r4
J.L 5
3L2
3LL
309
254
227
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 .000
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 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
o
(2): Minimum based on ACI Eq. 11-14.
NOTE: Avmin not reguired for phi*Vc > Vu > phi*Vc/2 (ACI 11.5.5.1(c)).
NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets.
NOTE: Reqd. reinf, is based on a total web width =108.000 in.
NOTE: No significant torsion was found (ACI 11.5.1).
NOTE: Desigrn assumes web reinforcing is carried as close to compression
and tension surfaces as possible per ACI 12.13.1.
SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAT WEB REINFORCE}4ENT REOUTREMENTS
NOTE: The specified section type does not have a bottom ledge.
For Vertical Reinf, select from columns (]-'t, (2'1, (3) or (4) | (in-zlftl
For Longitudinal Reinf, select from columns (A) or (B) : (in-2)
X (ft) From Ph
Left End in
(2) (3)
Av/2+At Av/2+Ash
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
0.000 <3>
(4) (A)
Av/2+Awv AI/2
0.L25
0.500
1-.225
2.450
3.675
4.900
o.Lz5
7.350
8.5?5
9.800
1L.025
t2 .2so
13.475
14.700
l-5.925
17.150
Id.J/J
r-9.600
20.825
ZZ.UJU
23 .27 5
24.000
24 .37 5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
U.U
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
(1)
Ash
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
(B)
AwL
0. 000 0.000 0. 000
0.000 0.000 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000n nnn:.::: NONE REQUIREDU. UUU
0.000
0.000
0.000
0.000
0. 000
0.000
0.000
0.0000.000 0.000 0.000
0.000 0.000 0.000
Awv=Aw1: 0.000(Ieft), 0.000 ( right) =Vertical and longitudinal- web reinf. for
bending due to torsional equil . reactions (ledge face,in-2), based on:
I:\Jobs\0429\En9r9\07-Slab Design\0429E-07-01-01-Typical l2 in Sl-ab Run 1.bem
FDG. Inc. SHEET 7 OF 7.1.1
Gore creek Residences DA!E: 9/9/2o04
BEam, 3.04, (C)2003 BY JACQUES E ASWAD, INC. PAGE: 5 BY: JWK
Tu = 0.0 k-in at Left End, = 0.0 k-in at Righl End
ds = 53.750 in Hs = 9.600 in
Ash=Hanger reinforcement (ledge face only).
NoTE: The above vaLues for steel are for one face only. columns (2) & (A)
should be applied to bot.h faces. All other columns need only be
applied to the }edge face.
<3>NoTE: Section does not have a ledqe, or is defined as a General Section.
PREDICTED DEFLECTIONS
Based on : Rational approach and PCI Comrnittee Recommendations for losses.
f 'ci- : 3.500 ksi, f'c : 5.000 ksi and ACI-209
Eci = 2408 ksi, Ec : 2878 ksi, Camber MuIt.= 1.000
Modified : Cu = 'l-.443 eshu : 502 E-06
NoTE: Negative values indicate camber.
Midspan
Position(in)
Refease : PS( -0.54)+BM DL( 0.221 -0.31
Creep Before Erection -0.18
Erection: PS+BM DL -0.4 9
(G 4 weeks )
Change Due to Non-Comp.DL 0.41 DELTA TIJ = 0.83" = L/354
: PS+BM DL+Non-Comp.DL -0.08 < I/24O O.K.
Change Due to Comp.DL+SustLL 0.00
: PS+AI-I DL+Sust.LL -0.08
Long Term Creep 0.26
Final : ps+Atl DL+Sust.LL 0.18 DEL,TA LL, = 0.42" = I/700
: PS+Al-l DL+J,L 0.34 < l"/350 o'K'
MISC. PRODUCTION INFORMATION
Initial presEress force = 412 kips FinaJ- prestress force = 458 kips
Concrete strengths used in design:
Release strength f'ci= 3500 psi Final strength f'c= 5000 psi
Beam is MoDIFIED LT.l{l. concrete. Piece weiqht = 25.35 kips.
Estimated shortening between supports at erection time :
Curvature
at C. G. Effect Total-
Top 0-L2 -0.09 0.03 <<<Length correction noE to exceed this vafuec.c 0.r2 0.00 0.L2Bot 0 .L2 0.09 0.2L
HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
confinement. for prestressing strand assumed -> No
Factored Reaction: Pu = 83.4 kips Pw : 57.2 kips at IEFT support
React. Components: Pdl,nc= 46.2 kips Pdl, c= 0.0 kips P11: 11 .0 kips
Factored Shear : vu = 83.4 kips Nu : 16.7 kips
Calculated : Height= 12.00 in Bearing surface viidth =108.00 in
Bearing Avf Eactored Brg. Brg. Pad sugg.
Lengt.h Reqd. Stress Stress Pad TyPe(in) (in-2) (ksi) (ksi)
3.0 0.82
3.5 0.824.0 0.82
0.258 0.L77 (1)
0.22]. 0.151 (1)
0.193 0.L32 (r)
I:\Jobs\0429\Engrg\07-slab Design\0429E-07-01-0l-Typical 12 in Slab Run 1.bem
FDG, Inc. SHEET 8 OF ?.L.1
Gore creek Residences DAIE:. 9/9/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 6 BY: JWK
s.o 0.82 0.155 0.106 (1)
6.0 0.82 0.L29 0.088 (1)
7.0 0.82 0.1r.0 0.075 (1)
Factored Reaction: Pu = 74.4 kips Pw = 50.8 kips at RIGHT support
React, Components: PdI,nc= 39.7 kips Pdl,c= 0.0 kips Pl-l= 11.0 kips
Factored Shear : Vu = 74.4 kips Nu = 14.9 kips
Calculated : Height= 12.00 in Bearj.ng Surface width =108.00 in
Bearing Avf Factored Brg. Brg. Pad sugg.
Length Reqd. Stress Stress Pad Type(in) (in-z) (ksi) (ksi)
3.0 0.73 0.230 0.1-57 (1) usE3.5 0.73 0.19? 0.r-34 (1) CONTTNUOUS4.0 0.73 0.L72 0.118 (1) KOROT,ATH OR5.0 0.73 0.138 0.094 (1) NEOPRENE6.0 0.73 0.115 0.078 (1) STRIP7.0 0.73 0.098 0.067 (1)
NoTE: As detailed bearing lengths must be longer than minimum used in calcs
to allow for as-bui.lt colerances. Suggest rninimum added lengEh be
L/2 Lrt. + difference in shortening between top and bottom of member.
NOTE: Reactions are used for concrete bearing strength check and bearj-ng
pad design, shear is used for design of Avf.
Pad Types: (following PCI Handbook 5th Edition)(1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF)
I
I: \Jobs\0429\Engrg\07-sIab Design\04298-07-01-01-Typical 12 in Sl-ab Run 1.bem
CHECK AGAINST LOAD CONDTTION #4
FDG, Inc.
Gore Creek Res idences
Bean, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
DESIGN DATA
SHEET 9 OF 7,1. ].
DATE': 9/9/2004
PAGE: 1 BY: .TWK
Di ^hl- a.h+ = n nn fJ-
Loop G RighL= 0.00 ft
G Right= 0.250 ft
Web width =108.000 in
Tpg. thick = 0.000 in
Section Type=RECT BEAM
Left Cant. = 0.00 ft
Beam Length = 24.50 ft.
De s j-gn Bearing Lengths:
Bot. width = 0.000 inTop width = 0.000 in
stem Height = 12.000 in
Non-Composite : (Based on
Area = 1296.000 in-2I = 15552.00 in- 4
Miscellaneous:
Beam type :MOD. LT. WT.
Beam weight = 115.00 pcf
Lt.Wt. mod. = 0.750 (p/c)
Cu = 2.350VoI/Surf = 5.400 in
Beam f rci = 3.500 ksi
f-cf, mo(l].lrer= I. uuuphi Factors i
Load Factors :
aho:r nnr i anc
Allow. Concrete Stress:
Stress BIoCk=PARABOLIC
S1r'rnlF Snan = 74 \{l tt,' ',., .tluvP r !c!L
0 Left = 0.250 ft
Bot. thick = 0.000 in
I-la..ra fhink= n nOO in
Haunch thick= 0.000 in
above section dimens ions )Sb = 2592.00 in-3Yb = 6.0000 in
Top;ring tlpe=NORMAL WT.
Topl,ing wt. = 150.00 pcf
eds = 0 E-0 6
Re1 . humid = 50.00t
Bean f'c = 5.000 ksi
Ec nodifier = 1.000FLexure = 0.900
Dea(l Load = 1.400
Depth used =NON-COMPAt lte leas e =0.600f'ci
eshu = 1000 E-05
Strai.n Curve=PCI Handbook
Topping f'c = 3.000 ksi
Camber MuIt.= 1.000
Shear = 0. 850
Live Load = 1.700
f 'c used =BEAMAt Final =12.000sqrt f 'c
St
Yt
12.000 in
2592.00 in-3
5.0000 in
Prestressing Strands (Strand Type = LOW REIAXATION)-;;;.-;;il---=-;.;;;-ttrt"I(/:lYH"o
diam.= 0.5000 in Estrand :28322.A4 ks.
strand fpu =2?0.00 k;i Area ea.str.= 0,1531 in-2 LtMult = 1.000
# Str. lev. : l, # o:t St.rand = 21.00 LdMuIt = 1.000
Losses: PCI Conun. Report (RATIONAL) Strand Transformed -> NO
Harping Profile: X (ft) From
Descript.ion Left End
Left End of Beam----- 0.00
Right End of Beam----- 24.50
Mild Steel
Hstr Eccent. Area of(in) (in) P/S (in-2)
2.00 4.00 3.2L5L2.00 4.00 3.2151
fyl = 60.00 ksiShear
EM] IO
fyv = 60.00 ksi
= 29000 ksi
fyh : 50.00 ksi
LdMult = 1.000
Distributed Loads (non-factored)
Magnitude of Load Distance From Left
Beginning Ending Beginning Ending Eccent.
Load rtpe (k/fr) (k/rr) (fr) (fr) (in)
P/C Self Weight 1.03s 1.035 0.00 24.50 0.000
Non-comp. Dead Load 3.240 3.240 0.00 24.5O 0.000
Conposite Dead Load 0.000 0.000 0.00 24.50 0.000Live Load 0.900 0.900 0.00 24.50 0.000
At. Release OnIy: Suction : 0.000 k/ft Core Material = 0.000 k/ft
NOTE: 0.008 of all distributed and concentrated live loads are sustained.
Bearing Pl-ates
1: \Jobs\0429\Engrg\07-Slab Design\0429E-07-01-01-Typical l-2 in Slab Run 2.bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
2.08 -438 13142.45 -438 13154.90 -440 t320?.35 -44r 13249.80 -442 732'7L2.25 -442 L327
NOTE: Required f'ci = 3500
-326 L202 0.00
-309 1185 1,.38
-2L0 1090 0.73
-139 L022 0.00
-97 981 0.00
-83 968 0.00psi based on assigned minimum.
SIIEET ],0 OF 7.1.1-
DATE | 9/9/2004
PAGE: 2 BY: JWK
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.375 inEff. Brg. Surface: Width =l-08.00 in Length : 0.000 in
Pl-ate Rebar: Angle = 10.00 deg fy = 50.00 ksi
Confi-nenent for non-debonded prestressinq strand assumed -> NO
* * * * * * * * * * ,r * * * * * * * * * * * * * * i * * * * * * * * OUTPUT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * r|
INITIAL STRESSES (psi, at release)
A) DL beam + core material (if any) + suction (if any)
Beam is supported at 0.00 ft fxom LEFT end and 0.00 ft from RIGHT endx(ft) Fron rnitial P/s rnit.p/s + BM Aux. steel areaLeft End Top Bot. Top Bot. (ACI 18.4.1)
TOP<---
TOP<---
PCI PRACTICE AI,I,OWS
6(f'c)\/2 = 355 PSI
THROUGIIOIIT THE
MEMBER.
THEREFORE, NO TOP
REINFORCING IS
REQUIRED .
STRAND STRESSES (Based on frci=3.500 ksi, f'c=5.000 ksi, by PCI Comnittee)
X (ft) fron Tensioning Release
Left End ksi ksi
Final* P/S r,oss P/s Loss
ksi ksi t
0.00
2.45, qn
7.3s
9.80
L2 .25
*NOTE: Final
DL and
Sus!. LL
ksi
0.0
164.8
168.7
17t,.6
rt5.5
173.9
0.0
165.5
170.1
t-73.3
175.3
1-?5.9
0 ---
439
697
4 93
315
165
42
-J5
-L2L
- LOZ
-r /b
r.89.0
l-89.0
189.0
189.0
r.89.0
189.0
L75.7
L76.7
I77.4
t'77.9
178.3
r78.4
strand stresses include elastic regain
189.00 100.0023.49 t2.43
18 . 94 10.02
L3.74 7.27
r-3. 09 5. 93
for Live Load.
FP+DL+AlIII,Tpq Top Bot
FINAI STRESSES (psi)
YIfi\ E r.rh EP
*v.l.
EP + DL + Sustained LL
Tpg Top Bot
0.00
L.23
2.45
3.67
4.90
o. t5
8.57
9.80
11.02
lz. z3
0
-L72
-z6L
-233
-L92
-L57
- rz6
-10 5
-90
-80
-71
+BM
Bot
n
652
tL02
L06'1
1036
L009
988
97t
959
952
950
0
42
L24
341-
529
587
AL I
vr9
991
1-034
1049
00101 379237 585500 333
7 29 115
922 -691080 -220
rzuS -J5dt29r -42LL344 -412L351 -488 0.K.
-849 psiNOTE: Allowab1e bottom tension stress = 12.00tsqrt(f'c) :
ULTIMATE MOMENT (k-in)
Required Mu Prov j.ded phi*Mn
I:\.tobs\0429\Engrg\07-Siab Design\04298-07-01-01-T!?ical 12 in Slab Run 2.bem
r ub, tnc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES e
SHEET 11 OF 7.1.1
DATE z 9/9/2004
PAGE: 3 BY: JWK
narr T.ahdih if .)rta7-
Limits Reinforced
(ACr Ch.12) (ACr 18.8.1)
2491 (Ll
4872 (r)
5922 (7)
6629 (tl
6960 (1)
Ylfi-\ I'r^n
Left End
0.00
L .23
1.4J
3.57
4.90
O.l.J
7.35
8.57
9.80
LL .02
12.25
X (ft) From DLeft End in.
bv by
Factrd 1.2*Mcr
Loads (ACI 18.8.3)
ASV'AD, INC.
by
Strain-
r-\I'LPa L r
U
LZ6 0
2436
3451
4 330
5075
5 684
515?
5495
bbvv
67 66 530 9
6968
6968
6 968
6969
5959 0. K.
(1): Development length controlled by strand.
-T1i:_:::::_::lT:i::y -_ Required Reinforcins __
for for for
Avci Avcw Avmin
!n-2/ft i^-2/ft in-2 / fE
0.000 0.000 0.000
0. 000 0.000 0. 000
0.000 0.000 0. 000
0.000 0.000 0.000
0.000 0.000 0.0000.000 0.000 0.000
0.000 0.000 0.000
0 .000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
X (ft) Fron
Left End
0.125
0. s00
t.?25
2 .450
3.675
4 .900
6 .125
Vu
kips
Tu Vci Vcwk-in kips kips
0. r-3 10.00 88.300.s0 10.00 88.30r.23 10.00 82.852.45 10. 00 73. 653.5'7 10 . 00 64 ,444.90 L0 .00 55.245.13 r.0.00 45.03
7. 35 10.00 35.828.57 10.00 27.529.80 10.00 1-8.41rr.02 10.00 9.2L12.25 10.00 0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.c
0.0
0.0
0.0
0.0
653 208
z>J z5z208 2781.s6 333
I-IU 5Jf,97 33797 339
9t 34097 34191 34191 34297 342
(2): Mininum based on ACI Eq. 1"1-14.
NOTE: Avmin not required for phi*Vc > Vu > phj-*Yc/ 2 (ACI 11.5.5.1-(c)).
NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets
NOTE: Reqd. reinf. is based on a total web width =108.000 in.
NOTE: No significant torsion was found (ACI 11.6.1).
NOTE: Design assunes web reinforcing is carried as close to compression
and tension surfaces as possibJ-e per ACf L2.13.L.
SUMMARY OF MINIMUM VERTICAL AND TONGITUDINAL WEB REINFORCEMENT REQUIREMENTS
NOTE: The specified section type does not. have a bottom ledge.
For vertical Reinf, select from columns (1r, Q,, (3) or (4) : (in-2lft)
For Longitudinal Reinf, selec! from columns (A) or (B) : (in-2)
liN
in
0.0
0.0
0.0
0.0
0.0
0.0
0.0
(1)
Ash
<3>
<3>
<3>
<3>
<3>
<3>
<3>
0.000
0.000
0.000
0.000
0. 000
0.000
0.000
<3>
<3>
<3>
<3>
<3>
<3>
<3>
(2) (3)
Av/2+At Av/2+Ash
(4) (A) (B)
Av/2+Lwv AI/2 Awl
0.000 0.0000.000 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
NONE REQUIRED
2.bemI : \Jobs\042g\Engrg\07-Slab Design\04298-07-01-01-Typical 12 in Slab Run
FDG, Inc. SHEET 12 OF 7.1.1
Gore Creek Residences DATE: 9/9/2004
PAGE: 4 BY: JWKBeam, 3.04, (C)2003 BY .tACeuEs & ASWAD, INC.
7.350 0.0 <3> 0 .000 <3> 0.0008.575 0.0 <3> 0 .000 <3> 0.0009.800 0.0 <3> 0.000 <3> 0.000l-1.025 0.0 <3> 0.000 <3> 0.000L2.250 0.0 <3> 0. 000 <3> 0 . 000
Awv=Asr1= 0.000(l,eft), 0.000(right)=Vertica1 and longitudinal web reinf. for
bending due to torsional equil. reactions (Iedge face,in-2), based on:
Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End
ds = 53.750 in Hs : 9.600 in
Ash=Hanger reinforcement (ledge face only).
NOTE: The above vaLues for st.eel are for one face only. Columns (2) c (A)
should be applied to both faces. Al-l other columns need onLy be
:r)ir'l i c.l i6 l- ha I a.tda €r^a
<3>N0TE: Section does not have a ledge, or is defined as a General Section.
PREDICTED DEFLECTIONS
Based on : Rational approach and PCI Committee Recommendations for losses.
f 'ci = 3.500 ksi, f'c : 5.000 ksi and ACI-209Eci = 2408 ksi, Ec = 28'18 ksi, Camber Mult.= 1.000Modified : Cu = 1.443 eshu = 502 E-06
NOTE: Negative values indicate camber.
Midspan
Position
(in)
Release : PS( -0.65)+BM DL( 0.22't -0.43creep Before Erection -0.26 DELTA TL = l-2]-" = I/243
Erection: PS+BM DL -0.59 < I/240 O.K.
(0 4 weeks )
Change Due to Non-Comp,DL 0.58: PS+BM DL+Non-Comp.DL -0.10 DELTA LL = 0.62r = L/474Change Due to Comp.DL+SustlL 0.00 , j t2.e^ ^ ||: PS+AII- DL+Sust.LL -0.10long Term Creep 0.37Final : PS+Al-l DL+Sust-Ll 0.21: PS+AII DL+LI 0.52
NOTE: Beam has cracked under positive moment, deflections are based
on a bi-linear moment-deflection reLationship (ACI f8.4.2).
MISC. PRODUCTION INFORMATION
Initial prestress force = 508 kips Final presEress force : 565 kips
Concrete strengths used in design:
Release strength frci= 3500 psi Final strength f 'c= 5000 psi
Beam is MODIFIED LT.WT. concrete. Piece weight = 25.36 kips.
Estimated shortening between supports at' erection time :
Curvatureat C. G. Effect TotalTop 0.1-3 -0.L2 0,01 <<<Length correction not to exceed this valuec.G 0.13 0.00 0.13Bot 0.13 0.L2 0 .25
::il ::Yi:_i:::::_:: 1y::::TY_: _::::lY_:tT::_T_::illT_:il
Confinement for prestressing strand assumed -> NO
Factored Reaction: Pu = 92.1 kips Pw = 63.4 kips at LEFT supportReact. Components: PdI,nc= 52.4 kips Pdl,c= 0.0 kips pll-= 11.0 kips
I : Uobs \0 42 9 \En9r9\07-Slab Design\o429E-07-01-01--Typica.I t-2 in Slab Run 2.bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 13 0F 7.1.1
DNIE: 9/9/2004
PAGE: 5 BY3 JWK
18.4 kips
Surface Widtsh -108.00 in
Br9. Pad sugg.
Stress Pad Tlpe
(ksi)
Factored Shear
Calculated
Bearing
Length'(in)
3.0
. 3.5
4.0
5.0
b.u
7.0
Factored B!9.
Stress
(ksi )
0.284
0.244
0.2t3
0.170
0.L42
o.I22
111 usE coNrrNsous
)ii r@Ror,ArH oR
);i NEoPRENE
ii; srRrP
(1)
: Vu = 92.1 kips Nu: Height= 12.00 in Bearing
Reqd.
(in-2 )
0.91
0.91
0.91
0.9r
0. 91
0.91
U.IYO
0.168
0.t41
0.117
0.098
0.084
NOTE: As detailed bearLng lengths must be longer than ninimr:m used in cal-cs
to allow for as-built tolelances. Suggest nininum added length beL/2 i.n. + diffelence in shortening between top and botton of member.
NOTE: Reactions are used for concrete bearing strength check and bearing
pad design, shear is used for design of Avf.
Pad llrpes: (folLowing PCI llandbook 5th Edltion)(1): AASHTO Grade Neoprene (60 durometerl or Random Oriented Fiber '(ROE)
I: \Jobs\0429\Engrg\07-slab Design\04298-0?-01-0l-Typical t2 in SLab Run 2.bern
Stresscon Corporation
P.O. Bor lS lzg
Tele: ?19/390-504r SUBJECT: Gore Creek Residences DLTE'!B/27 /04
Far: 7t9/39O-5561
Colorado Springs, CO 80935 Denver Line:303/623-1323 BY:JWK/FDG SHEET 1 oF 7.2.1
IYPICAL 9,, SLAB DTSIGN:
LoADS: (FROM ENG|NEIR
LOADTNG CONDIT|ON f 1:
(MAXTMUM 17'--10" GR|D T0 cRlD SPAN)
0F RECoRD)
W1
16'-8"
Wl = 560 PSF
(D/r = 460/100)
(NoT TNCLUDTNG SELF-WETGHT)
I
LOADTNG C0ND|T|ON f2:
W1
t 6'-8'
W1 = 340 PSF
(D/L = 240/1oo)
(NoT TNCLUDTNG SELF-wErGHr)
I
LOADTNG CONDTTTON ff3:
W1 = 560 PSF
(D/t = a60/t00)
(NOT INCLUDING SELF-WEIGHT)
W1
to -tt
rN TH|S CASE, LOAD C0NDrTIoN #1 W|LL CoNTRoL
TYPICAL PANIL IS NOI./INALLY 9'-0,' WIDE
cONDrTrON f 1:
W1o, = 46619; = 4.14 KLF
W1,, = 100(9) = .900 KLF
O TO Q- OF BEARING
= 17.83 - 2111/12 + 1/12 + .5(3/12)l
= 15.58 FI
1
LOADTNG CONDTTTON ff4:
W1 = J40 PSF
(D/L -- 240/1oo)
(NOT INCLUDING SELF-WEIGHT)
I
FDG, fnc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
DESIGN DATA
SIIEET 2 QF 'T .2 .I
DATE:10/18/2004
PAGE: 1 BY: JWK
Right Cant. = 0.00 ft
Loop G Right= 0.00 ft
G Right= 0.250 ft
Web width =l-08.000 in
TnrY fhink : n O0O'in
Section Type=RECT BEAM
Left Cant. = 0.00 ft
Beam Lenglh = 15.58 ft
Design Bearing Lengths:
Bot. width = 0.000 inTop width = 0.000 in
stem Height = 9.000 in
Non-Composite : (Based on
Area =9'l2.0OO in-2I = 6561.00 i.n-4
Miscellaneous:
Beam type =MOD. lT . WT.
Beam weight = 115.00 pcfI,t.wt. nod. = 0.750 (p/c)
arr = ? ?qn
VoI/Surf = 4.154 in
Beam f'ci = 3,500 ksiEci nodifier= L.000phi Factors :
Load Factors :
Sha: r ohl- i ^h c
Alfow. Concrete Stress:
Stres s Block=PARABOLIC
Simple Span = 15.58 ft
Loop G Left = 0.00 ft
G left = 0.250 ft
Bot. thick = 0.000 rn
Fl-ange thick= 0.000 in
llaurrch thick= 0.000 in
above section dimensions)Sb : 1458.00 in-3Yb : 4.5000 in
Topping type=NORMAL WT.
rvl/lJrllY.vvt/9!
eds = 0 E-0 6
ReI. hurnid = 60.002
Bealn f 'c = 5.000 ksi
Ec modifier = 1.000Flexure = 0.900
Dead Load = 1.400
Dep:h used =NON-COMPAt Release :0.600f'ci
eshu = 1000 E-06
Strain Curve=PCI Handbook
Topping f'c = 3.000 ksi
camber Mult.: 1.000Shear : 0,850
Live Load = 1.700
f 'c used :BEAM
At Final :l-2.000sqrt f 'c
st
9.000 in
1458. 00 in-3
4.5000 in
:::::::::l:g_:::if: (Strand r'vpe = Low REr'AxArroN)
29 K/STRANDEff. PulL = 0.700Xfpu Strand diam.= 0.5000 in Estrand
Strand fpu =270.00 ksi Area ea.str.= 0.1531 in-2 LtMult
# Str. Iev. : 1 # of Strand = 15.00 LdMuIt
Losses: PCI Corun. Report (RATIONAI) Strand Transformed ->
Harping Profile: X(ft) Erom HstrDescription Left End (in)
Left End of Beam----- 0.00 2.00Right End of Beam----- l-5.58 2.00
Mild Steel
: fyv : 60.00 ksi
= 29000 ksl
fyh = 50.00 ksi
LdMuIt = 1.000
=28322.44 ksi
= 1.000
= 1.000
NO
Eccent. Area of(in) P/s (in-2 )2.50 2.44962.50 2.4496
fy1 : 60.00 ksi
Eccent.
(in1
Shear
Eni 1d
Distributed Loads (non-factored)
Magnitude of load Distance From Left
Beginning Ending Beginning Ending(k/fr) (k/tL't (fr) (fr)Load Tlpe
P/c SeIf weight 0.776 0.716 0.00 15.58 0.000
Non-comp. Dead Load 4.L40 4.!40 0.00 15.58 0.000
Composite Dead Load 0.000 0.000 0.00 15.58 0.000
Li-ve Load 0 . 900 0.900 0.00 l-5.58 0.000
At Release OnIy: Suction : 0.000 k/ft Core Material = 0.000 k/ft
NOTE: 0.008 of a1l distributed and concentrated J-ive loads are sustained.
Bearing Plates
I:\Jobs\0429\Engrg\07-SIab Des i gn\ 04 29E-O? -02-OL-TypicaI 9 in SIab Run.bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
1.55 -224 894 -154 825 0 . 002.08 -299 LI97 -209 1107 0.003.r2 -300 1198 -L'76 rO'74 0.004.61 -300 L200 -137 1037 0.00
5 .23 -30 0 1.20r -114 1015 0 . 0 0
7 .19 -300 r20L -106 1007 0.00
NOTE: Required f 'ci = 3500 psi based on assigned minimum.
SHEET 3 OE 7 .2.L
DATE : 10,/ 18 /2 0 0 4
PAGE: 2 BY: JWK
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness : 0.375 inEff. Brg. Surface: Width =108.00 in Length = 0.000 in
Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi
Confinement for non-debonded rrrestressinq strand assumed -> NO
* * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * * ouTpuT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
INITIAL STRESSES (psi, at rele;rse)
A) DL beam + core materiaL (if any) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT endx(ft) From Initial P/S Init.p/s + BM Aux. steef areaLeft End Top Bot. Top Bot. (ACI 18.4.ir
STRAND STRESSES (Based on f 'ci,=3.500 ksi, f'c:5.000 ksi, by PCI Committee)
NONE
REQUIRED
P/S Loss P/S Loss
ksi t
189.00 100.00
6s.20 34.s0
21..44 11.34l-9.1-5 10.13
L7 .78 9.4L
r7 .32 9. !-6
at at
X (ft) from Tensioning Rele.tseLeft End ksi ksi
l-89.0
r-89.0
189.0
189.0
189.0
189.0
L71 .5
l-78.0
1?8 .3
_t/o.o
L78.7
t78.1
DL and
Sust. LL
ksi
0.0
t23 .4
l-bb.d
ro6. at
170.0
t-70.5
Top
0
729
234
504
63'7
146
831
891
927
i5J
F.ina.l-*
ksi
0.0
L23 .8
rb / . o
169.9
L7L.2
L'7 L .1
0. 00
1.56
3.L2
4.67
6 .23
1.79
*NOTE: Final- strand stresses incl-ude elastic reqain for Live Load.
FINAL STRESSES (psi )
x(ft) From FP + BM
Left End Top Bot
DL + Sustained LL FP+DL+AIII,LTpg Top Bot
00
315 309
462 375648 196
806 4s
935 -7 9
1035 -175
110 7 -244
115 0 -285t164 -299 0.K.
0.00
0.78
1.56
2.34
3.L2
3.89
6.23
7.01
1 .7 9
0
-t-38
-180
-157
-138
-rz5
- 110
-LO2
-96
-95
0
379
762
10 17
1002
989
919
970
965
951
960
FP+
Bot
0
183
390
490
340
214
110
30
-28
-62
U],TIMATE MOMENT
NOTE: ALlowable bottom eension stress =
(k-in)
Required Mu
L2.00*sqrt (f 'c) = -849 Psi
D-aui ziari nh i *Mn
I:\Jobs\0429\Engrg\O7-Slab De s iqn\ 0 4 298-01-l2-OL-Typi cal 9 in SIab Run.bem
FDG, Inc.
core Creek Res idences
Beam, 3.04, (C)2003 BY JACQUES 6 ASviAD, INC.
SITEET
DATE :
PAGE :
if Over-
Reinforced
(ACr 18.8.1)
4 0E 7 .2.r
to /18 /20043 BY: JWK
bv bv
X (ft.) Fron Factrd 1.2*Mcr
Left End Loads (ACI 18.8.3)
by
Strain-
compat.
Dev . I,ength
Iimits
(ACr Ch . 12 )
865 (1)
1670 (1)
2s33 (1)
2913 (1)
32 t-8 (1 )
34s0 (1)
3606 (1)
3676 (1)
0.00
0.78
1.56
2 .34
3.L2
? eq
4 .61
6 .23
7.01
't .19
(1) :
0
)62
1103
lJbz
1960
2297
25'7 3
27 87
294I
JVJZ
3053 21 L5
367 6
3676 0. K.
Development. Iength colrtrolled by strand.
VERTICAL SHEAR REINFORCING
-- Padrr i rarl Ra'i n f arr- i na --
for for for
Avci Avcw Avmin
!n-2/fE in-z/ft in-Z/ft
Yf ftl Fr.irn n
Left End in.
0.13 7.20
0.38 1.200.78 1.20
1.56 7 .20
2 .34 7 .203.t2 7 .203.89 7 .20
4 .67 't .205.45 7.20
6 .23 '7 .207.01 7.201.79 7.20
Vu
rlz-5d
62.38
58. 98
52.43
45.87
39 .32
32 .77
26.2L
19.66
L3.11-
6. 55
0. 00
vc_r vcw
lei nc Li nc
Tu
k- in
0.1
0.3
0.3
0.c
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
370
189
133
104
86
10
?0
70
70
70
?0
70
150
L62
181
2r7
242
z4J
244
244
245
245
245
z.l )
0.000
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000 0.000
0.000 0.000
0. 000 0. 000
0.000 0.0000.000 0.000
0.000 0.0000.000 0.0000.000 0.000
0.000 0.0000.000 0.0000.000 0.000
(2): Minimun based on ACI Eq. 11-14.
NOTE: Avmin not required for phi*Vc > Vu > phi*Vcl2 (AcI 11.5.5.1(c)).
NOTE: Reqd. reinf. does not include suspension steel, for ledges & pockets.
NOTE: Reqd. reinf. is based on a total web width =108.000 in.
NOTE: No significant torsicn was found (ACI 11.6.1).
NOTE: Design assumes web rej-nforcing is carried as close to compression
and tension surfaces as possibJ-e Der ACI 12.13.1.
SUMMARY OF MINIMUM VERTICAI, AND LONGITUDINAL WEB REINFORCEMENT REOUIREMENTS
NOTE: The specified sectj-on type does not have a bottom ledge.
For Vertical Reinf, sel"ect from columns (Ll , (21, (3) or 14\ | (in-2/fLl
For Longitudj-nal Reinf, sel-ect from columns (A) or (B) : (in-2)
Y/fi-\ Fr^h Dh
Left End in
0.125
0.375
0.779
1.558
a aa1
J. -L-tb
J.6v5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
(1)
Ash
<3>
<3>
<3>
<3>
<3>
<3>
<3>
0 .000
0.000
0.000
0. 000
0.000
0. 000
0.000
<3>
<3>
<3>
<3>
<3>
<3>
<3>
(21 (3)
Av/z+Lt Av/2+Ash
(4) (A)
Av/2+Awv AL/2
0.000 0.000
0.000 0.000
0.000
0. 000
0. 000
0. 000
0. 000
(B)
AwI
0.000
0.000
NONE REQUIRED
I: \Jobs\042g\Enqrg\07-Slab De s i gn\ 0 4 298-A7 -02-0!-Typical 9 in Slab Run.bem
FDG, Inc, SHEET 5 OF 7.2,L
Gore Creek Residences DATE: 10/18/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 4 BY: JWK
4.674 0.0 <3> 0.000 <3> 0.000
5.453 0.0 <3> 0.000 <3> 0.000
6.232 0 .0 <3> 0.000 <3> 0. 000
7.011 0 .0 <3> 0. 000 <3> 0. 000
7.790 0.0 <3> 0.000 <3> 0.000
Awv=AwL= 0.000(left), 0.000 (right):vertical and lonqTitudinal web reinf. for
bending due to torsional- equil. reactions (Iedge face,in-2), based on:
Tu = 0.0 k:in at teft End, = 0.0 k-in at Ri.ght End
ds = 53.750 in Hs : 7.200 in
Ash=Hanger reinforcernent (ledge face only).
NoTE: The above values for steel- are for one face only. columns (2) & (A)
should be applied to both faces. A1I other colunns need only be
applied to the ledge face.
<3>NOTE: Section does not have a Iedge, or is defined as a General Section.
PREDICTED DEFLECTIONS
Based on : Rationa.l- approach and PCI Committee Recommendations for losses.
f'ci = 3.500 ksi, f'c : 5.000 ksi and ACI-209Eci : 24A8 ksi, Ec : 2878 ksi, Carnber MuIt.= l-.000
Modified : Cu = 1.523 eshu = 583 E-06
NOTE: Negative values j.ndicate camber.
MidsPan
Posi ti on(in)
Release : PS( -0.30)+BM DL( 0.07) -0.23
creep Before Erection -0.L4 DELTA TIJ = 0.53r = l/353
Erection: PS+BM DL -0.3? < I/240 O.K.
(G 4 weeks )
Change Due t'o Non-Comp,DL 0.29: PS+BM DL+Non-Comp.DL -0.08 DELTA IrL = 0.24" = L/779Change Due to Conp.DL+SustLL 0.00 < 1/3GO O.K.: PS+All DI+Sust.LL -0.08
Long Term Creep 0.1-8Final : PS+All Dl+Sust.LL 0.1,0: PS+AII DL+LL 0.15
MISC. PRODUCTION INFORMATION
Initial prestress force = 463 kips Final prestress force = 42L kips
Concrete strengths used in design:
Release strength f'ci= 3500 psi Final strength f rc= 5000 psi
Beam is MODIFIED LT.WT. concrete. Piece weighL = L2.09 kips.
Estimated sholtening between supports at erection time :
Curvatureat C.c. Effect Tot.a]Top 0.09 -0.07 0.02 <<<Length correction not to exceed this valuec.c 0.09 0.00 0.09Bot 0.09 0.07 0.17
HORIZONTAI ANCHOR REINF'ORCEMENT & BEARING STRESS ON BEARING PAD
-.----------
Confinement for prestressing strand assuned -> NO
Factored Reaction: Pu = 65.5 kips Pw : 45.3 kips at LEFT support
React. Components: Pdl,nc= 38.3 kips PdI,c= 0.0 kips PIl= 7.0 kips
ractored Shear : Vu = 65.5 kips Nu = 13.1 kipsCalculated : Height= 9.00 in Bearing Surface Width :108.00 in
I:\Jobs\0429\Enqrgr\07-Slab De s ign\ 0 4 29E-07 -02-01,-Typical 9 in slab Run.bem
FDG, fnc. SHEET 5 OE 7.2.L
core creek Residences DATE.: f0/L8/2004
BCAM, 3.04, (C)2003 BY JACQUES 6. ASWAD, INC. PAGE: 5 BY: .]WK
Bearing Avf Factored Brg. Brg. Pad Sugg.Length Reqd. Stress Stress Pad Type(in) (in-2) (ksi) (ksi )
3.0 0.54 0.202 0.140 (1) usE3.5 0.54 0.1-?3 0.120 (1) colmrNuogs4.0 0.64 0.L52 0.105 (1) KoRorArH oR5.0 0. 54 0.1-2! 0.084 (1) NE9pRENE6.0 0.64 0.101 0.070 (1) sTRrp7.0 0.54 0.08? 0.060 (1)
NOTE: As detailed bearing lengths must be fonger than minimum used in calcs
to allow for as-built tolerances. suggest minimum added length be
L/2 in. + difference in shortening between top and bottom of memlcer.
NOTE: Reactions are used for concrete bearing strengEh check and bearing
pad design, shear is used for design of Avf.
Pad Types: (following PCI Handbook 5th Edition)(1): AASHTO Grade Neoprene (50 durometer) or Random Oriented Fiber (ROF)
I:\Jobs\O429\Engrg\07-s1ab Design\ 04 29E'-07 -02-0L-Tlpical 9 in Slab Run.bem
E O trBt=acf c=Eo
Shesscon Corporation Tele: lts/Sso-so4l
P.O. Box 15129 Fax: ?tS/g90-SS64
Colorailo Springs, C0 80935 Denver ll.ue: 303/623-1323
SUBJECT: Gore Creek Residences DArE:8/30/04
BY: JWK/FDG SBEET 1 oF 7.2.2
e
fi
=F
o
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oro
3
w
cl
ortE
poo
.€oo-
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6
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E
N0RMAL SPAN 9" SLAB W/ pOtNT LoApS_ (16'-8" GR|D T0 cRtD SPAN)
FIND WORST CASE LOADING:
ASSUI,|E 13 K (D/L = 2/11) polNT L0AD AT CENTER 0F SPAN,
AS WELL AS 1.5 KLF (D/L = .5/1) L|NTAR LoAD AT CENTER 0F SPAN
lN ADDTTTON T0 TYPICAL C0ND|T|ON #1 r-oADtNc = 560 psF (D/L = 460/100)
(MAGNTTUDE 0F LoADS pRovlDED By ENGTNEER 0F RtcoRD)
NOTE: THIS ASSUMPTION lS CONSERVATIVE, AS POINT LOADS AND LINEAR LOADS
CONCURRENTTY AT THt MIDSPAN OF ANY PANEL ON THE PROJECT.
DO NOT ACT
IO q OF BEARING
16.67 - 2111/12 + 1/12 + .5(3/12))
14.42 FI
W1 = 560 PSF
(D/L = 460/100)
(NoT TNCLUDTNG SELF-WE|GHT)
ftPICAL PANEL IS NOMINALLY 9'-O'' WIDE
w1o. = 460(9) = 4.14 KLF
W1,, = 19619; = .900 KLF
P1o,-=2+.5(9) =6.59x
P1r,- = 11 + 1(9) = 20.0 K
FDG, Inc.
Gore Creek Resi-dences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
DESIGN DATA
SHEET 2 0F 7-2.2
DATE:.9/2/2OO4
PAGE: ]. BY: JWK
- n n..l fr
^r9rr L \-arrL,
Loop G RighE= 0.00 ft
@ nignt= 0.250 ft
Web width =108.000 in
Tpg. thick = 0.000 in
Section Type=RECT BEAM
Left Cant. = 0.00 ft
Beam Length = f4.42 fE
Design Bearing Lengths :
IJOL. W].OEn = U.UUU ].nTop widt.h = 0.000 in
Stem Height = 9.000 in
Non-Composite : (Based on
Area : 972.000 in-ZI : 6561 .00 in-4
Miscellaneous:
Beam type =MOD. LT.WT.
Beam weight = 115.00 pcf
It.Wt, rnod. = 0.750 (p/c)
Cu = 2.350VoI/Surf = 4.154 in
Beam f 'ci = 3.500 ksi
Eci modifier= 1.000
r'th'i E-:.f ^rcLoad Factors :
Shear Options :
Alfoer. Concrete Stress:
StresS BloeK=PARABOLIC
Simnle Snan = 14.4? fE
Loop G T,eft = 0.00 ft
0 Left = 0.250 ft
Bot. thick = 0.000 in
Flange thick= 0.000 in
Haunch thick= 0.000 in
above section dimensions)
sb : 1458.00 in-3Yb : 4.5000 in
Eeight
st
Yt
9.000 in
1458 . 00 in-3
4 . 5000 in
Topping type=NORMAL WT
Topping wt. = ISO.OO pcf
eds = 0 E-05
ReI. humid = 50,00t
Beam f'c = 5.000 ksi
ilc mooarler = r. uuu
Flexure = 0.900
Dead Load = 1.400
Depth used =NON-COMPAt f.elease =0. 500f'ci
eshu = 1000 E-05
Strain Curve=PCI llandbook
Topping f'c = 3.000 ksi
CanJcer Mult. = 1,000
Shear = 0.850
Live Load = 1.700
f'c used =BEAMAt Fina]- =12.000sqrt f 'c
:::::::::*_:::::* (strand rvpe = Low RELAXATToN)
29 K/STRANDEff. Pull = 0.700xfpu Strand diam,= 0.5000 in Estrand
Strand fpu =270.00 ksi Area ea.str.= 0.1531 in-2 LtMult
# Str. Iev. = 1 # of Strand = 21.00 LdMuIt
Losses: PCI Comm. Report (RATIONAL) Strand Transformed ->
Harping Profile: X(ft) From
. Description Left End.
Left End of Beam----- 0.00
Right End of Beam----- L4.42
Mild Steel
=28322.44 ksi
= 1.000
= 1.000
NO
Hstr Eccen!. Area of(in) (in) p/S (in_2)
2.OO 2.50 3. 21512.O0 2.50 3.2LsL
fyl = 60.00 ksiehorr . frru :
Emi Ld
Distributed Loads
50.00 ksi fyh :50.00 ksi
29000 ksi tdMult : 1.000
(non-factored)
Magnitude of l,oad
Beginning Ending
l,oad Type (k/ fL) (k/ft)
P/C Self Weight 0.716 0.776
Non-comp. Dead Load 4.140 4.140
Conposite Dead Load 0.000 0.000
Live Load 0.900 0.900
Distance From Left
Beginning Ending(fr) (f r)
0. 00 74.420.00 14.42
0.00 L4.42
0.00 L4 .42
Eccent.
(in)
0.000
0.000
0.000
0.000
At Release Only: Suction : 0.000 k,/ft Core Material = 0.000 k/ft
Concentrated Loads (non-factored)
Magnitude Distance From Eccent.
I:\Jobs\0429\Engrg\01-Slab Des ign\0 4 29E-07 -02-02-Typical Span 9 in SIab with Point
Loads . bem
I UG. rnc -
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
J,oad Type of Load (k) Left End (ft)
Non-comp. Dead Load 6.50 7.2tLive Load 20.00 7 .2L
)nbf-r J vE | ,4. z
DATE..9/2/2004
PAGE: 2 BY: JWK
(in)
0.000
0.000
NOTE: 0.00t of all distributed and concentrated l-ive loads are sustained.
Bearing Plates
Nu = 0.20*Pu Height= 0.00 in Beari-ng Pad Thickness = 0.3?5 in
Eff. Brg. Surface: Width =108.00 in Length : 0.000 in
Plate Rebar: Angle : 10-00 deg fy : 60.00 ksi
Confinement for non-debonded prestressing strand assumed -> NO
* * * * * * * * * * * * * * :r * :t * * :l * * * * * * * * * * * + * * OUTPUT * * * * * * * * * * * * * * * * t * * * ,. * * * * * * * * * * * * * *
INITIAI STRESSES (psi, at release)
A) DL beam + core material (if any) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGH? endx(ft) From Initial P/S Init.P/S + BM Aux. sceel areaLeft End Top Bot. Top Bot. (ACI 18.4.1)
1.44 -267 r-068 -20.7 1008 0.00 PCr PRACTTCE AITIOWS
z.0B -386 1544 -304 L46z 0.00 6(ftc)L/2 = 355 PSr
2.88 -386 L546 -280 1439 0.74 TOp<--- TITROUGHOUT THE
4.33 -387 1548 -247 1408 0.50 TOP<--- THrnnFonn _ No rop5-7't -387 1549 -229 1389 0.52 TOp<--- -"::::--:l:-' -.":,-'1.21 -387 1s4e -22r 1383 0.4e rop:--- H;il**Sl* t"
NOTE: Reguired f'ci = 3500 psi based on assigned minimum.
SIRAND STRESSES (Based on f'ci=3.500 ksi, f'c:5.000 ksi, by PCI Committee)
at at DIJ andX(ft) from Tensioning Release Sust. LL Pinal* P/S l,oss P/S LossLeft End ksi ksi ksi ksi. ksi t
0.00 r.89.0 174.6 0.0 0.0 189.00 r-00.00r.44 189.0 l-75.0 111.0 112.0 ?5.95 40.'722.88 189.0 175.2 151 .9 163.8 25.L6 13.314.33 189.0 175.4 153.9 L65.8 22.24 LL.775.7'7 189.0 175.6 165,3 168.9 20.10 10.647.2L 189.0 175.6 165.0 r-70.3 18.75 9.92
*NOTE: Final strand stresses include elastic reqain for Live load.
FINAL STRESSES (psi)
X (ft) Fronteft End
0.00
0.72
1.44
z. Lo
2 .88
3.61
4 .33
6.49
FP+BM
Top
n
->z
-L6T
-z | 5
-Zf,J
-240
-zz6-?L9 133 0
-zLs r55 U
-2ro t332
DL + Sustained LL DL + AIl LL
T^h P.^l-
00
191 7'79
5J6 5b5
513 559
750 334
YOZ IJJrr49 -46
IJLZ -ZVL
1431 -JJ{
r5b5 -.145
9 in SIab with Point
Bot
453
929
1345
lJlv
.L5Jq
-|.5 51
FP+
Tpg
::_
'--
Top
0
vo
170
237
389
520
OJI
722
't 9L
841
Bot
0
275
5 71-
835
595
574
472
389
5lo
282
FP
Tp9
---
---
I : Uobs \042 9\Engrg\07-SIab Design\ 04 298-07 -02-02-Typical Span
Loads . bem
to
FDG, Inc.
core Creek Residences
Beam, 3.04, (C)2003 BY .IACQUES & ASWAD, INC.
7.2r -zvt rJJt)859
SHEET 4 0P 7 .2.2
DATE:.9/2/2004
PAGE: 3 BY: ,.lWK
1655 -529 0.K.
= -849 psiNoTE: Allowable bottom tension stress = Lz
257
. 00 *sqrt (f rc)
ULTIMATE MOMENT (k-in)
Reguired Mu Provided phi*Mn
x(fr)
0.00
0.'72
r.44
z.lo
2.88
{. J5
5.77
5 .49
'7 a1
byFrom Eact'd
End Loads
by
1.2*Mcr
(Acr 18.8.3)
J5Z5
by
Strain-
compat.
Dev.Length if Over-Limits Reinfdrced
(Acr ch.12) (Acr 18.8.1)
bdf,
1318
1898
z+zJ
2900
5525
3693
4 011-
4488
0.0 398 Lsz0.0 208 L670.0 157 r.880.0 t27 23I0.0 111 2690.0 86 ?7L0.0 7L 2720.0 't0 2730.0 70 2740.0 70 2750.0 70 2750.0 70 276
1021 (1
L962 (L
3071 (1
3543 ( l-
3929 lL
4237 (L
445r. (r.
4584 (1
0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000
0.000 0.000 0.0000.000 0.000 0.000
0. 000 0.000 0. 000
0.000 0.000 0. 0000.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.0000.000 0.000 0.000
.IOIf,
qbIf, v.l\.
(L): Developnent length controlled by strand.
-- Required Reinforcing --3::l:i:_:::T_T:Y:i:lT
for for forX(ft) From D Vu Tu Vci Vctr Avci Avcw AvminLeft End in. kips k-in kips kips J-n-Z / fE !n-2 / fE in-2 / fE
0.13 't .200.38 7.200.72 7 .201.44 7.202.L6 '7 .202.88 7.203.51 7 .204.33 7 .205.05 7.20
5.'t7 't .20
6.49 7.207.2L 7.20
79.05
79.05
7 6.t4
70.07
64.01
57 -94
51 .88
45.81
39.75
33. 58
27.62
-21.55
(2): Minimun based on ACI Eq. 11-14.
NOTE: Avmin not required for phi*Vc > Vu > p}:.i*Yc/2 (ACI f1 .5.5.1(c)).
NOTE: Reqd. reinf. does not incl-ude suspensj-on steel for ledges & pockets
NOTE: Reqd. reinf. is based on a total web width :108.000 in.
NOTE: No si.gnificant torsion was found (ACI 11.5.1).
NOTE: Desj.gn assumes web reinforcj-ng is carried as close to compression
and tension surfaces as possible Der ACI 12.13.1-.
SUMMARY OF MINIMW VERTICAL AND TONGITUDINAL VIEB REINFORCEMENT REQUIREI4ENTS
NOTE: The specified section tlt)e does not have a bottorn ledge.
For Vertical Reinf, select from columns (L), (2), (3) or (4) : (in-2lft)
For Longitudinal Reinf, select from columns (A) or (B) : (in-2)
YIFt'\ E F^h Dh
Left End in
(1)
Ash
t2) (3) (4) (A) (B)
Av/2+At Av/2+Ash Av/2+Ah'v AI/2 A',rI
Desiqn\04298-07 -02-O2-TWicaI span 9 in slab with PointI: \Jobs\ 0 42 9 \Engrg\0 7- Slab
Loads . bem
FDG, Inc. SHEET 5 OE 7.2.2
core Creek Residences DATE: 9/2/2004
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC. PAGE: 4 BY: JwK
0.125 0.0 <3> 0. 000 <3> 0 . 000 0 .000 0.0000,375 0. 0 <3> 0.000 <3> 0. 000 0 . 000 0. 000
0,'12! 0.0 <3> 0.000 <3>
L.442 0.0 <3> 0. 000 <3>
2.t63 0.0 <3> 0.000 <3>2.884 0 .0 <3> 0.000 <3>
3.505 0 .0 <3> 0.000 <3>4.325 0.0 <3> 0.000 <3>5.047 0. 0 <3> 0.000 <3>
5. ?68 0 . 0 <3> 0.000 <3>5.489 0.0 <3> 0.000 <3>
7 .zLO 0.0 <3> 0.000 <3>
0.000
0. 000
0. 000n nno
;:;;o NoNE REoUTRED
0.000
0.000
0.000
0.000
0.000
Awv=AwI= 0.000(Ieft), 0.000 (riqht)=y6agica1 and longitudinal web reinf. for
bending due to torsional equil . reactions (fedge face,in-2), based on:
Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End
ds = 53.750 in lls = 7.200 in
Ash=Hanger reinforcement (ledge face only).
NOTE: The above values for steel are for one face only. Columns (2) e (A)
should be applied to both faces. AlL other columns need only be
applied to the ledge face.
<3>NOTE: Section does not have a 1edge, or is defined as a General Section.
PREDICTED DEFTECTIONS
Based on : Rational approach and PCI Conunittee Reconmendations for Losses.
f 'ci = 3,500 ksi, f'c = 5.000 ksi and ACI-209' Eci = 2408 ksi, Ec : 2875 ksi, Camber Mult.: 1.000
Modified : Cu = 1.523 eshu = 583 E-06
NOTE: Negative values indicate camber.
Midspan
Po s ition
(in)
Release : PS( -0.33) +BM DL( 0.05) -0.28
Creep. Before Erection -0.17Erection: PS+BM DL -0.45 DELTA TL = 0.53' = l/325
(e 4 weeks) < L/24o o.K.
Change Due to Non-Comp.DL 0.25: PS+BM DL+Non-ComP.DL -0.20
Change Due to Comp.DL+SustLt 0.00 DEL,TA L,L = 0.28' = I/6LB: PS+All- DL+Sust.tt -0.20 < t/350 o.K.
Long Term Creep 0.10Final : PS+All DL+Sust.LL -0.10: PS+All DL+LL 0.08
NOTE: Beam has cracked under positive moment, deflections are based
on a bilinear moment-deflection relationship (ACI 18.4.2).
MISC. PRODUCTION INFORMATION
Initial prestress force : 608 kips F'inal prestress force = 547 kips
Concrete strengths used in design:
Release strength f'ci= 3500 psi Final strength f rc= 5000 psi
Beam is MODfFIED LT.WT. conirete. Piece weight : 11.19 kips.
Estimated shortening between supports at erection time :
Curvature
at C. G. Effect TotafTop 0.L0 -0.10 0.00 <<<Length correction not to exceed this value
c. G 0.10 0. 00 0 .10
I: \,.Tobs\0429\Engrg\07-Slab Design\O4 298-07 -02-02-Typical Span 9 in Slab with Point
Loads . bem
Fn|: Tn^
Gore Creek Res idences
Beam, 3.04, (C)2003 BY
Bot 0.10 0.1-0
SHEET 5 OF 7 .2.2
DATE z 9/2/2004
PAGE: 5 BY: JWKJACoUES & ASWAD, INC.
0.19
HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
Confinement for prestressing strand assumed -> NO
Factored Reaction: Pu : 82,2 kips Pw = 55.2 kips at LEFT suppore
React.. Components: Pdl,nc= 38.7 kips PdI,c= 0.0 kips P11= 16.5 kips
Factored Shear : Vu = 82.2 kips Nu : 15.4 kipsCalculated : Height= 9.00 in Bearing Surface Width :108.00 in
Bearing
Length
(in)
3.0
3.5
4.0
5.0
b.u
?.0
Avf
Reqd.
lir'-?l
0 .81
0 .81"
0 .81
0.81
0 .8r.
0.81
0.254
o .2L7
0.190
n 1qt
o ,t27
0.109
0.170
0.145
U.LZ6
0. r.02
0. 085
0.073
Factored Brg. Brg. Pad Sugg.
Stress Stress Pad Type(ksi) (ksi )
lil usEl:: coNrrNuous1iI KoRoLATH oR111 NEoPRENElii srRrP
NOTE: As deeailed bealing lengths must be l-onger than minimum used in calcsto allow for as-built tol-erances. Suggest minimum added length bef/2 i.n. + difference in shortening between top and bottom of menber.
NOTE: Reactions are used for concrete bearing strength check and bearing
pad design, shear is used for design of Avf.
Pad Types: (following PCI Eandbook sth Edition)(L): AASHTO Grade Neoprene (60 duroroeter) or Random Oriented Fiber (ROF)
I: \Jobs\0429\Enqrg\07-SLab Design\ 0 4 298-07 -02-02-Typical Span 9 in SIab with Point
Ioads . bem
Streescon Corloration
P.O. Bor 15129
Colorado Springs, C0 80935
Tele: ?19/390-504r SUBJECT: Gore Creek Residences
far: ?1S,/390-5564
Denver Liae: 303/623-f38 BY:JWK/FDG
DMnzs/30/04
oF 7.2.3
E
ci
oo(!
.i
U'
tl
o
or
=i.9
ct
.d
co
a
I
I
o
I
o
It\o
c!
o!
6
g
I|.\o
Eor
C{
o
rii)
o
SHEET '1
LONG SPAN 9, SLAB DESIGN.
MAXIMUM L0NG SPAN FOR LOAD COND|T|ON #2 = 21'-O' q T0 I 0F BEARING
UNIFORM LOAD: (FR0M ENGINEER 0F RECORD)
w = 340 PSF (D/L = 240/100)
(NoI TNCLUDTNc SELF-wilcHT)
IYPICAL PANEL IS NOMINALLY 9'-O' WIDE
Wlo, = 24619; = 2. 16 KLF
W]l.|- = 16919; = ,900 KLF
MAXIMUM LoNG SPAN FOR LoAD COND|T|ON #3 = l8'-0" Q- T0 q 0F BEARING
UNIFORM LOAD: (FROM ENGINEER 0F RECORD)
W = 560 PSF (D/L = 460/100)
(NoT rNcLUDrNc sELF-wEtcHr)
TYPICAL PANEL IS NOMINALLY 9'-O' WIDE
Wlo'- = +6619; = 4.14 KLF
W1,, = 16619; = .900 KLF
FDG, Inc.
Gore Creek Residences
Bean, 3.04, (c)2003 BY JACoUES & ASWAD, INC.
DESIGN DATA
Left Cant. = 0.00 ft
Beam Length = 21.00 ft
Des j.gn Bearing Lengths :
Bor. width = 0.000 inTop width = 0.000 in
stem Height = 9.000 in
Non-Composite : (Based on
Area = 972.000 in-ZI = 6561-.00 in-4
Miscellaneous:
Beam type =MOD. LT.WT.
Beam weight : 115.00 pcf
It.Wt. mod. = 0.750 (p/c)
cu = 2.350Vol/Surf : 4.154 in
Beam f 'ci : 3.500 ksi
Eci modifier: 1.000
nh i Fr^l-^r<
Load Factors :
Shear Options :
Al.Low. Concrete Stress:
Stress Block=PARABOLIC
Simple Span = 21.00 ft
Loop G Left = 0.00 ft
G Left = 0.250 ft
Bot. thick = 0.000 in
Flange thick= 0.000 in
Haunch thick= 0.000 in
above section dimensions)sb = 1458.00 in-3
Yb = 4.5000 in
Topping type=NORMAL WT.
h^-*] __ ..! _ '.^ ^^ pcfr vyvruY
eds = 0 E-0 6
ReL. hunid = 60.00*
Beam f'c : 5.000 ksi
Ec modifier : 1.000
Ffexure = 0.900
Dead Load : 1.400
Depth used =NON-COMPAt Release :0.500f'ci
Pi ^h i- t"rnt
Loop @ Right=
st
Yt
Web width =108.000 in
Tpg. thick = 0.000 in
Section lype=RECT BEAM
SHEET 2 OE 7 .2.3
DA'rEz 9/2/20A4
PAGE: 1 BY: JWK
0.00 ft
0.00 fr
0 .250 fr
9.000 in
1458.00 in-3
4 .5000 .i.n
eshu = 1000 E-0 5
Strain Curve=PCI Handbook
Topping f'c : 3.000 ksi
Camber MuIt, = 1.000
Shear = 0.850
Live Load = 1.700
f rc used =BEAM
At Final :12.000sqrt f'c
:::::::::]::-::::::: (::':i1-:::]: = LOW RELAXATION)
29 K/STRANDEff. PuIl = 0.?00xfpu Strand diam.= 0.5000 in Estrand
Strand fpu :270.00 ksi Area ea.str.= 0.1531 in-2 LtMult* Str. lev. = 1 * of Strand : 19.00 tdMult
Losses: PCI Comn. Report (RATIONAL) Strand Transformed ->
Harping Profile: X(ft) From
Description Lefe End
Ieft End of Beam----- 0.00
Right End of Beam----- 2l-.00
Mild Steel
: fyv = 50.00 ksi
= 29000 ksi
fyh = 50.00 ksi
LdMult = 1.000
=26JZZ. q4 KSr
= 1.000
= l-.000
NO
Hstr Eccent. Area of
(in ) (in) P/s (in-2)
2.00 2.50 2.90892.00 2.50 2. 9089
fyl = 60.00 ksiShear
Emild
Distributed Loads (non-factored)
Magnitude of Load
Beginning Ending(k/fr) (k/f.E)
0.776 0.776
2 .L50 2 .L600.000 0.0000.900 0.900
DisEance From teft
Beginning Ending Eccent.(ft) (ft) (in)Load Type
P/C Self Weight
Non-comp. Dead Load
Composite Dead Load
live toad
0.00
0.00
0.00
0.00
At Release OnIy: Suction = 0,000 k/ft Core Material
21 .00 0.000
27.00 0.000
21. 00 0.000
21. 00 0.000
= 0.000 k/ft
NOTE: 0.00* of al]. distributed and concentrated live ]-oads are sustained.
Bearing Plates
I: \,Iobs\0429\Enqrq\07-slab Des:-gn\ 04 29r'-0'7 -02-03-Long Span 9 1n SIab condition 2.bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 3 OE 7.2.3
DATE'.9/2/2004
PAGE: 2 BY: JWK
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in
Eff. Br9. Surface: I,lidt.h =108.00 in Length = 0.000 in
Plate Rebar: Angle = 10.00 deg fy : 60.00 ksi
Confinement for non-debonded prestressing strand assumed -> NO
I* i* * * * ** * *** * ***** ***** **** * ** +** ouTpuT **I* ******* ** ** ** * ** **t ** J.**+** * ** *
INITIAL STRESSES (psi, at release)
A) DL bean + core material (if ;rny) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end
X(ft) From Initial P/S Init.P/s + BM Aux. steel area
Left End Top Bot. Top Bot. (ACI 18.4.1)
2.L0 -352 14094.20 -353 L 4l46.30 -3s4 I4L78.40 -355 141.910.50 -355 L420
NnTE' Pa.rlri rad f Ini = ?qnn nci
-225 1282 0.55 TOP<---
-r28 l-188 0.00
-58 Lt2r 0.00
-r7 10 8l 0.00
-3 r-068 0.00
based on assigned minimum.
PCI PRACTICE ALTOWS
6 (f'c) L/2 = 355 PSI
THROUGHOUT THE
MEMBER.
THEREFORE, NO TOP
REINFORCING IS
REQUIRED .
STRAND STRESSES (Based on f'ci=3.500 ksi, f'c=5.000 ksi' by PCI Committee)
X (ft) fron TensioningLeft End ksi
a: DL and
Release Sust. lL
ks i ksi
Final* P/S Loss P/s Loss
ksi ksi ?
0.00
2.r0
4.20
O. JU
8.40
10.50
175.8
l'7 6 .5
L71 .I
L'77.6
L17 .8
t'77 .9
0.0
_Lbr. tr
L64 .7
156.9
.LOU.J
rbb. /
0.0
162 .3
t oo. !
168.8
L70.4
171.0
r89.0
189.0
189.0
189.0
189.0
189.0
00
-96 s85
-r9'7 116 9
-14 8 IL32
-106 1100
-70 1073
-41 1051
-18 1034
-2 7022
I 101511 t0t2
189.00 100.0026.61 14.11
22.89 L2. Lr
20.18 10.68
-t6. )b J.6Z
18.02 9.54
*NOTE: Final strand stresses
FINAL STRESSES (psi )
X(ft) From FP + BM
Left End Top Bot
include elastic regain for live Load.
DL + Sustained LL
0.00
1.05
2.r0
J.-1f,
4.20
5.25
5.30
7.35
8.40
9.45
10.50
FP+
Top
0
90
If,O
352
)zL
665
782
874
939
979
991
Bot
0
400
8r5
532
JJO
L42
8l-
45
32
12.00*sqrt
FP+DL+
AtsY."I,
0
168
303
560
783
91t
LLz5
!245
13 31
1382
1399
(f'c) = -849 Psi
ATl IL
Bot
0
322
669
424
32
- 115
-229
-JII
- 360
-375 0. K.
NOTE: Aflorrabl-e bottorn tension stress =
ULTIMATE MOMENT (k-in)
Required Mu Provided phi*Mn
by
I: \Jobs \042 9\Engrg\ 0 7-sIab
by by Dev. Length
Des:gn\04298-07-02-03-Long Span 9
Over-
Sl-ab Condition 2, bem
if
l-n
X (ft) From Fact!d 1.2*McrLeft End Loads (ACI 18.8.3)
FDG, Inc.
Gore Cr€ek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 4 OE 7.2.3
DArEz 9 /2/2004
PAGE: 3 BY: JWK
Limits Reinforced
(ACr Ch.12) (ACr 18.8.1)
1329 (1)
27 67 (Ll
3379 (r)
3834 (1)
4131 (1)
11.5.5.1(c) ) .
ledges & pockets.
in.
to compressj-on
Strain-
compat.
00.00
2.),O
J.IJ
4.20
5.25
5.30
/.JJ
8.40
9.45
10.50
'7 09
1343
1903
2388
2799
313 4
JJYO
3582
3694
J
'JI
9ZJZ
1Za5
4253
4253 0.K.
X (ft) From DLeft End i-n.
30 83
Tu Vc i Vcr^tk-in kips kips
0.0 390 151
0.0 200 155
0.0 r-31 20L
0. 0 I-08 258
0. 0 't7 259
0.0 70 2600.0 70 26L
0.0 70 2620.0 70 2630.0 70 2630.0 70 2640.0 70 264
(1): Development Length controLled by strand.
::ill:1_:::::_i:1y:::ly __ Required Reinforcins __
for for for
Avci Avcvt Aunin
in-z/ft in-2/ft in-2/ft
0.000 0. 000 0. 000
0.000 0.000 0.000
0 .000 0.000 0. 000
0 .000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0. 000
0.000 0.000 0.000
0.000 0.000 0. 000
0 ,000 0 .000 0.000
0.000 0.000 0.000
(2): Minimum based on ACI Eq. 11-14.
NOTE: Avmin not required for phi*Vc > Vu > phi*Vcl2 (ACI
NOTE: Reqd. reinf. does not include suspension steel for
NoTE: Reqd. reinf, is based on a total vreb vridth :108.000
NOTE: No significant torsion was found (ACI 11.5.1).
NOTE: Design assumes web reinforcing is carried as close
and tension surfaces as possible per ACI 12.L3.L.
Vu
kips
0.13 7.20 57.110.38 7.20 57.111.05 7.20 53.312.1.0 7.20 47.38
3. 15 't ,20 4L . 46
4.20 '7 .20 35.54
3.Zf t.zu zv.or
6.30 7 .20 23,697.35 7 .20 L7 .778.40 7.20 11.859.45 7.20 5.9210.50 1 .20 0.00
SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS
NOTE: The specified section type does not have a bottom 1ed9e.
For Vertj-cal Reinf. select from columns 17), (2't, (3) or (4) : (in-2lft)
For Longitudinal Reinf, sel,ect from columns (A) or (B) : (in-2)
X (ft) From PhLeft End in
0.125
U.JTf,
1. 050
2. 100
3. 150
4.200
5.250
6-300
0.0
0.0
0.0
0.0'
0.0
0.0
0.0
0.0
(1)
Ash
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
<3>
<3>
<3>
<3>
<3>
<3>
<3>
<3>
0 .000
0.000
0.000
0.000
0. 000
0.000
0. 000
0.000
0. 000
0.000
(2',, (3)
Av/2+At Av/2+Ash
(4) (A)
Av/2+Awv AI/2
(B)
AtrI
0.000
0.000
NONE REQUIRED
I: Wobs\ 04 2 g\Engrg\ 0? -SJ-ab Design\04298-07-02-03-Long span 9 j.n Slab condition 2.bem
FDG, Inc. SHEET 5 OF 7-2.3
core Creek Residences DATE: 9/2/2004
Bean, 3.04, (c)2003 BY JACQUES e ASWAD, INC. PAGE: 4 BY: JvlK
7,350 0.0 <3> 0.000 <3> 0.000
8.400 0 .0 <3> 0.000 <3> 0 .000
9.450 0.0 <3> 0.000 <3> 0.00010.500 0.0 <3> 0.000 <3> 0.000
Awv=AwL= 0.000(feft), 0.000 (right)=Verticat and longitudinal web reinf. for
bending due to torsional equil . reactions (ledge face, in-2), based on:
Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End
ds = 53.750 in Hs = 7.200 in
Ash=Hanger reinforcement (Iedge face only).
NOTE: The above values for steel are for one face only. Columns (2) & (A)
should be appl-ied to both faces. Al1 other columns need only be
rnnl i ed l- '.\ l-ha I ortna f :na
<3>NOTE: Section does noE have a l-edge, or is defined as a General Section.
PREDICTED DEFLECTIONS
Based on : Rational approach and PCI Cornmittee Reconmendations for losses.
f 'ci = 3.500 ksi, f'c = 5.000 ksi and ACI-209
Eci- = 2A0g ksi, Ec : 28?8 ksi, Camber Mult.= l-.000
Modified : Cu = 1.523 eshu = 583 E-05
NOTE: Negat.ive values indicale camlcer.
Midspan
Positlon(in)
Release : PS( -0.54)+BM DL( 0.22') -0.43
Creep Before Erection -0.25 DELTA Tt = t.Oon = Ll2SzErection: PS+BM DL -0.68 < 1/240 O.K.(G 4 weeks )
Change Due to Non-Comp.DL 0.50: PS+BM DL+Non-Comp.Dt -0.19
Change Due to Cornp.DL+SusCLL 0,00 DELTA LL = 0,51" = \/a94: PS+AfI DL+Sust.LL -0.19 < 1/350 O.K.long Term Creep 0.30FinaL : PS+AII DL+Sust.LL 0.11.: PS+Al-l DL+II 0.32
MISC. PRODUCTION INFORMATION
IniCiaI prestress force = 550 kips Final presCress force = 49? kips
Concrete strengths used in design:
Release strength frci: 3500 psi Final strength f rc= 5000 psi
Beam is MODIFIED LT.WT. concrete. Piece weight : 16.30 kips.
Estimated shortening between supports at erection time :
Curvature
at C. c. Effect TotalTop 0.14 -0.11 0.03 <<<Length correction not to exceed this val-ue
c.G 0.14 0.00 0.14Bot 0.14 0.11 0.24
HORIZONTAL ANCITOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
Confinenent for prestressin! strand assumed -> NO
Factored Reaction: Pu = 59.2 kips Pw : 40.3 kips at LEFT support
React. Componentsi Pdl,nc: 30.8 kips PdI, c= 0.0 kips Pll= 9.4 kips
Factored Shear : Vu = 59.2 kips Nu : 11.8 kipsCalculated : Height= 9.00 in Bearing Surface Width =108.00 in
I:\Jobs\042g\Engrg\O?-Slab Design\ 04 298-07 -02-03-tong Span 9 in Slab condition 2.bem
FDG, Inc.
Gore creek Residences
Beam, 3.04, (C)2003 BY JACQUES
SHEET 5 OE 7 .2.3
DF.TE| 9 /2/2004
PAGE: 5 BY: JWK
Brg. Pad Sugg.
Stress Pad Type
(ksi)
Bearinqf
Length
( in)
3.0
3.5
4.0
5.0
o.u
7.0
Avf
Reqd.
( in-2 )
0.58
0.58
0. 58
0.58
0.58
0.58
0.L24
0.107n no?
0 .075
U. UbZ
0 .053
ASWAD, ]NC.
Factored Brg.
Stress
(ksi)
0.183
0.157
0.137
0.110
0.091
0.078
(1)
(1)
(1)
(1)
(1)
(1)
usE
CONTINUOUS
KORO]-,,ATH OR
NEOPRENE
STRIP
NOTE: As detail-ed bearing lengths must be longer than minimun used in calcs
to allow for as-built tolerances. Suggest minimum added length be
L/2 in. + difference in shortening between top and bottom of member.
NOTE: Reactions are used for concrete bearing strength check and bearing
pad design, shear is used for desiqn of Avf.
Pad Types: ( fol-lowing PCI Handbook 5th Edition)(1-): AASHTO Grade Neoprene (60 durometer) or Random orienLed Fiber (ROF)
1: \Jobs\0429\Engrq\07-Slab Design\ 0 4 298-07 -02-03-Long Span 9 in Slab Condition 2.ben
CHECK AGAINST
CONDITION #3
FDG, Inc.
Gore Creek Res idences
Beam, 3.04, (C)2003 BY JACQUES r, ASWAD, INC.
DESIGN DATA
SHEET 7 OE 7 .2.3
DATE: 9/2/2004
PAGE: 1 BY: JWK
Di^hr a.^l- = n nO ff
Loop G Right: 0.00 ft
G Right: 0.250 ft
web width =10 8 . 000 i,n
Tpg. thick = 0.000 in
Section Type=RECT BEAM
IEIC UANE. : U.UU TC
Beam Length : l-8.00 ft
Design Bearing Lengths :
Bot. width = 0.000 inTop width = 0.000 in
Stem Height = 9.000 in
Non-Composite : (Based on
Area =9'12 . 000 Ln-2I = 5551.00 in- 4
Miscellaneous:
Beam type :MOD. LT. WT.
Beam weight = 115.00 pcfLt.wr. mod. = 0.?50 (p/c)
Cu = 2 .350Vol/Surf = 4.l-54 in
Beam f'ci = 3.500 ksi
!;ca mod-rl Ler: l. uuu
rih i F a.i- ^rcLoad Factors :
qhair .-16l- i ^hc
.
Allow. Concrete Stress:
Stress BIoCk=PARABOLTC
Shear
EMI Id
: fyv = 60.00: 29000
Simple Span : 18.00 ft
lvvu lJ
G left = 0.250 ft
Bot. thick = 0.000 in
Flange thick= 0.000 in
Haunch thick= 0.000 an
above sect j.on dimensions)Sb = 1458.00 in-3
Yb = 4.5000 in
Topping type=NORMAL liT.
r^--: -- ..! - I c^ ^^ pcfr v}Jjrf rrY
eds = 0 E-0 6
Rel . humid = 50.00*
Beam f'c = 5,000 ksi
Ec nodifier = 1.000
Flexure = 0.900
DeaC Load = 1.400
Depth used =NON-COMP
At Release =0.500f'ci
eshu = 1000 E-06
Strain Curve=PCI tlandbook
Topping f'c = 3.000 ksi
Camber Mult. = 1.000
Shear = 0.850
Live Load = 1.700
f 'c used =BEAMAt Final =12.000sqrt f 'c
St
YI
9.000 in
1456. UU Ln-s
4.5000 in
:::::::::T1_:::i:i: (::'.119--'::: = Low RELAXATI.N)
29 K/STRANDEff. PuIl = 0.700xfpu Strand diam.= 0.5000 in Estrand
Strand fpu =270.00 ksi Area ea.str.= 0.1531 in-2 LtMult
# Str. Iev. = 1 # of Strand = 26.00 LdMuIt
Losses: PCI CorTun. Report (RATIONAL) Strand Transformed ->
Harpinq Profile: X (ft) From
Description Left End
Left End of Beam----- 0.00
Right End of Beam----- 18.00
Mild Steel
fyh = 60.00 ksi
LdMult = 1.000
=28322.44 ksi: 1.000
= 1.000
NO
Hstr Eccent. Area of(in) (in) P/S (in-2)
2.00 2 . s0 3. 98062.00 2.50 3.9806
fyl = 60.00 ksiksi
ksi
Distributed Loads (non-factored)
MagnittLde of Load Distance From Left
Begj-nning Ending Beginning Ending Eccent.
Load rype (k/ft) (k/ft) (fL) (ft) (in)
P/c SeIf weight 0.776 0.7'75 0.00 18.00 0.000
Non-comp. Dead Load 4.L40 4.140 0.00 18.00 0.000
Composite Dead Load 0.000 0.000 0.00 18.00 0.000
Live Load 0. 900 0. 900 0.00 18.00 0.000
At Release Onl-y: Suction = 0.000 k/ft Core Material = 0.000 k/ft
NOTE: 0.00t of all- distributed and concentrated live loads are sustai-ned.
Bearing PLates
I: \Jobs\0429\En9r9\07-sLab Des ign\ 0 4 298-01-02-03-Long Span 9 in slab Conditi.on 3.bem
I Ub, lnc.
Gore Creek Resi-dences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
1.80 -4062.08 -47L3.50 -4725.40 -472'7.20 -4139.00 -4'73
NOTE: Required f rcj-
STRAND STRESSES (BaSed
L626 -313 1533 0.00 -Y\-r rrlALlrLE A',liJ,,f
1883 -365 1717 1.01 TOp<--- 6(f 'c)L/2 = 355 PSr
TIJPATIAIINTTT TTIE'1885 -305 L12r 0.75 TOP<---
1890 -255 1672 0.55 TOp<--- MEMBER '
LBg2 -225 L643 0.44 Top<--- THEREFORE ' PRovrDE
1893 -2r4 L634 0.40 TOp<--- '054 rN2 FOR FrRST
EA. END
on f'ci=3.500 ksi, f'c=5.000 ksi; by PCI committee)
SHEET 8 AE 7.2.3
DA'IE:9/2/2004
PAGE: 2 BY: JWK
Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0,375 in
Eff. Brg. Surface: Width =108.00 in Length = 0.000 in
Plate Rebar: Angle = 10.00 deg fy : 60.00 ksi
Confinement for non-debonded prestressing strand assumed -> NO
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * , * * * ouTpuT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I
INITIAL STRESSES (psi, at reLease)
A) DL beam + core material (j.f any) + suction (if any)
Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end
X(ft) From Initial P/S Init.P/S + BM Aux. steel area
Left End Top Bot. Top Bot. (ACI 18.4.:,
X{ft) from Tensioning Rele,lseLeft End ksi ksi
189.0
189.0
189.0
1.89.0
189.0
189.0
t'7 t .'7
11) 1
r12 .7
173.0
L13 .2
173.3
DL and
Sust. ],L
ksi
0.0
159.9
162 .5
t-64.3
154.8
0.0
l-35.0
161.0
164.0
165.8
r.56.4
Pinal* P/S Loss P/S Loss
ksi ksi ?
0.00
1.80
3. 50
5.40'7.20
9. 00
189.00 r-00.00
52-97 28.02
28.O4 14.83
24.99 13.22
25. LO L2.10
22.55 11.93
*NOTE: Final strand stresses include elastic regain for Live Load.
FINAI STRESSES (psi)
X (ft) FromLeft End
0.00
0.90
1.80
2.'10
J. bU
4 .50
5. 40
O. .1U
7 .20
8.l-0
9. 00
FP+BMTop Bot
00
-L37 694
-278 L392
-302 1504
-274 L592
-250 1582
-230 L514
-2r5 15 67
-204 1563
-198 1560
-l-vb _15)9
+ Sustained Ll,
0
LZO
2t9
402
609
785
929
10 41
112 0
l-_Lo.'
1184
FP+DL+
rnhd l|r^h
rvYlvt,?
A11 LL
Bot
0
374
788
747
517
3?2
163
38
-50
-103
-121 0. K.
psi
FF+DL
0
183
32't
555
801
1 010
1 181
l-3t 4
1408
L465
748 4
= -84 9
Bot
0
All
896
900
709
547
415
311
238
L94
L It
NOTE: Allowable bottom tens;ion stress =12.00*sqrL ( f 'c)
UITIMATE MOMENT (k-in)
Required Mu Prov j-ded phi+Mn
I: \Jobs\042g\Engrg\07-S1ab Des-'-gn\ 04 298-07 -02-O3-Long Span 9 in Sl-ab Condition 3.bem
FDG, Inc,
Gore Creek Residences
Beam, 3.04, (c)2003 BY JACQUES & ASWAD, INC.
SHEET
DATE :
PAGE :
if over-
Reinforced
(Acr 18.8.1)
0.000 0.000
0.000 0.0000.000 0.000
0.000 0. 000
0.000 0.0000.000 0.000
0.000 0.000
0.000 0.0000.000 0.0000.000 0.0000.000 0.000
0.000 0. 000
9 0E 7.2.3
9/2/20043 BY: JwK
by by
X (ft) Fron Fact'd 1.2*McrLef! End l,oads (ACI 18.8.3)
by
Strain-
compac.
Dev. Length
Limits
(ACr Ch. 12 )
1,501 (1)
2864 (r-)
4063 (1)
4651 (1)
5077 (r-)
5348 (r.)
0.00
0.90
1.80
2.'to
J. bU
4.50
5.40
6.30
7.20
8.10
9.00
0
171
2085
2617
3065
3434
372L
3925
4048
4089 3876
5443
5 444
5444
(l-) : Development length controlled by strand.
:::l::i:_:::i1_i:::::::ly __ Required Reinforcins __
for for for
Vci Vcw Avci- Avcw Avmin
kins kjos in-?/ft !n-2/fE in-2/fL
Ylftl Fr^h n
Left End in.
0.13 7 .20 't2.56
0.38 7.20 72.56
0. 90 7 .20 58. l-4l-.80 't .20 60.572.70 7.20 53.003.60 't.20 45.434.50 '7.20 37.865.40 '7.20 30.296.30 '7.20 22.7L
7 .20 7 .20 15.148.1-0 1.20 7.5'19.00 7.20 0.00
153 0.000
L1L 0.000209 0.000
2't 4 0 .000
296 0.000298 0.000
300 0.000301- 0.000302 0.000
303 0.000
303 0.000
303 0.000
Vu
kips
Tu
k- in
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
407
224
160
.LJJ
101
11
70
70
10
't0
70
70
(2) : Minimum based on ACI 3q. 1l-14.
NOTE: Avmin not required for phi*Vc > Vu > phi*vcl2 (ACI
NOTE: Reqd. reinf. does not include suspension steel for
NOTE: Reqd. rej-nf . is based on a total web width =108,000
NOTE: No significant torsion was found (ACI 11.6.f).
NOTE: Design assumes web reinforcing is carried as close
and tension surfaces as possible per ACI 12.13.1.
11.5. s.1 (c) ) .
ledges & pockets.
in.
ta aamn-accinn
SUMMAR,Y OF MINIMUM VERTICAL AND TONGITUDINAL WEB REINFORCEMENT REOUIREMENTS
NOTE: The specified section type does not have a bottom ]edge.
For Verlical Reinf, select from columns (1), (2), (3) or {4) : (in-z/fEt
For Longitudinal Reinf, select from columns (A) or (B) : (in-2)
Ylfil Er^m Ph
Left End in
0.125
0.375
0. 900
1.800
2.700
3.600
4.500
0.0
0.0
0.0
0.0
0.0
0.0
0.0
(r)
Ash
<3>
<3>
<3>
<3>
<3>
<3>
<3>
0.000
0.000
0.000
0.000
0. 000
0.000
0.000
<3>
<3>
<3>
<3>
<3>
<3>
<3>
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
(2t (3)
Av/2+At Avl2+Ash
(4) (A)
Av/2+Awv Al/2
(B)
AwI
0.000
0.000
NONE REQUIRED
I:\Jobs\0429\Engrg\07-Slab Design\0429E-07-0?-03-Lon9 Span 9 in SIab Condition 3.bem
FDG, Inc. SHEET 10 OF 7.2.3
Gore Creek Residences DATE | 9/2/2004
PAGE: 4 BY: JWKBeam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
5.400 0.0 <3> 0.000 <3> 0. 0006.300 0 .0 <3> 0 .000 <3> 0.0007.200 0.0 <3> 0.000 <3> 0.0008.100 0.0 <3> 0. 000 <3> 0 .0009.000 0.0 <3> 0.000 <3> 0.000
Awv=Aw]= 0.000(left), 0.000(right)=Vertical and Iongitudinal web reinf. for
bending due to torsional equil. reactions (ledge face,in-2), based on:
Tu = 0.0 k-in at Left End, : 0.0 k-in at Right End
ds : 53.750 in Hs : 7.200 in
Ash=Hanger reinforcement (Iedge face only).
NOTE: The above values for steel are for one face only. Columns (2) e (A)
should be applied to both faces. AIl other columns need only be
:nnl i od t.r nha l arlera f raa
<3>NOTE: Section does not have a ledge, or is defined as a General Section.
PREDICTED DEFLECTIONS
Based on : Rational approach and PCI Comnittee Recomrnendations for ]-osses.frci = 3.500 ksi, f'c : 5.000 ksi and ACI-209Eci = 2408 ksi, Ec : 2818 ksi, Camlrer Mult.= 1.000Modified : Cu = 1.523 eshu = 583 E-05
NOTE: Negative values indicate camber.
Midspan
Position
( in)
Release : PS( -0.62)+BM DL( 0.1_2) -0.51
Creep Before Erection -0.31Erection: pS+BM DL -O,gZ DELTA TIJ = 0.87" = I/248
(e 4 weeks) < L/24o o'K'
Change Due to Non-Comp.DL 0.51: PS+BM DL+Non-Comp.DL -0.31
Change Due to Comp.DL+SustLL 0.00 DELTA LLJ = 0.36" = 1/600: PS+AI-I D[,+$q59.1tr -0.31
Long Term creep o-2s < 1-1360 o'K'
Final : PS+AII DL+Sust.LL =0.05: PS+AII DL+LL 0.05
MISC. PRODUCT]ON INFORMATION
Initial prestress force = 752 kips Final prestress force = 553 kips
Concrete strengt.hs used in design:
Release strength f 'ci= 3500 psi Final strength f 'c: 5000 psi
Beam is MODIFIED LT.WT. coDcrete. Piece weight = 13.97 kips.
Estimated shortening between supports at erection time :
Curvature
at C. G. Effect Total"?op 0.14 -0.14 -0.00 <<<Length correction not to exceed this valuec.G 0.14 0.00 0.14Bot 0 .14 0.14 O .28
HORIZONTAI. ANCHOR REINTORCEMENT & BEARING STRESS ON BEARING PAD
Confinement for prestressing strand assumed -> NO
factored Reaction: Pu = 75.7 kips pw = 52.3 kips at LEFT support
React. Components: Pdl,nc= 44.2 kips Pdl, c* 0.0 kips PlI= 8.1 kips
Factored Shear : Vu = 75.7 kips Nu = 15.1 kipsCalculated : Height= 9.00 in Bearing Surface Width =108.00 in
I:\Jobs\0429\Engrq\07-SLab Design\O429E-0?-02-03-Long Span 9 in SIab Condition 3.bem
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET l" l- OF ',t .2 .3
DATF, z 9 /2 /2QQ4
PAGE: 5 BY: .IWK
Bearing
Length
( in)
3.0
J.3
4.0
5.0
6.0
7.0
NOTE:
NOTE:
Pad Types
(1):
Reqd.
( in-2 )
0.75
u. /f,
0.75
0.75
0 ,75
n ?q
0.234
0.200
0.175
0.140
0.11?
0.100
0.L62
0.138
O.L2T
0.097
0.081
0.069
Factored Brg. Brg. Pad Suqg'
Stress Stress Pad Type(ksi) (ksil
(1)(1) USE
iri coNTrNuous
iri KoRoLATH oR
(1i NEoPRENE
(1) STRIP
As detail-ed bearing lengths must be longer than minimum used in calcs
to al-low for as-built tolerances. suggest mininum added lengtsh be
L/2 in. + difference i.n shortening beEween top and bottom of menber.
React,ions are used for concret.e bearing strength check and bearing
pad design, shear is used fo! design of Avf.
: (following PCI Uandbook sth Edition)
AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF)
I:\Jobs\0429\Engrg\o7-Slab Design\0 4 298-07 -02-03-ton9 Span 9 in Slab Condition 3.ben
Stresscon Corporation
P.0. Eox 15129
Colorado Springs, CO
TeIe:
Far:
80935 Denver
7191390-504r
7t9/3S0-6584
rine: 303/623-1323
SUBJECT: Gore Creek Residences DlltEz8/31 /0a
BY: JWKiIFDG SI{EET 1 oF 1.2.4
o-(\e
F
aa<t
oi
|lJ
'9cor
.o
-9ln
.d
o)
o
'6
>.
=I
o
I<{a
IF-o
t!
(\l
o
.q
o
6
IFo
ql
o)a!
-clo
E
MILDLY REINFORCED 9" SLAB DESIGN:
IMPOSE I2'-O' I/AXIMUM SPAN FOR I/ILDLY RIINFORCED PANELS:
LOADTNG C0ND|TION fl & fJ:
w2W1
8'-t'3'-14'
12'-d'
W1 = 2e0 PSF (D/L = 1e0/100)
(NoT TNCLUDTNG sELF-wErcHr)
wl, = 1.41190) + 1.7(100) = 436 PSF
W2 = 560 PSF (D/L = 460/100)
(NOT INCLUDING SELF_WIIGHI)
w2u = 1.4(460) + 1.7(100) = 814 PSF
SELF-WEIGHT = 115(.75) = 86.3 PSF DL
sELF-wElGHTu = 1.4(86.3) = 120.8 PSF
FROM COMPUTER 0UTPUT: Mu = 1 1,500 il-# PER Fr (CONTROLS)
LOADING COND|T|ON fr2 & {a:
W = 340 PSF (D/L = 240/100)
(NoT TNCLUD|NG sELF-wEtcHT)
Wu = 1.4(240) + 1.7(100) = 506 PSF
SELF-wtlcHT = 115(.7s) = 86.3 PSF DL
StLF-WtlGHTu = 1.4(86.3) = 120.8 P5F
Mu = (506 + 120.8X12.00)2/a = t1,,t80 n_# pER Fr
CoNSERVATIVELY, PLACE 1.s KLF (D/L = .5/1) LTNEAR LoAD AT M|DSPAN FRoM C.t.p. WALLS ABoVE
Pu = 1.4(.s) + 1.7(1) = 2.4 KLF
Mu = 1'l ,500 + 2,400(12.0)/4 = 18,700 Fr-/./Fr
As neo. o 18.7(12)/.9(60)(.9)(7.5) = 0.616 |N2,/FT
TRY #5'S @.6' 0.C. (As = 0.61 tN2/Fr)
T = 0.61(60) = 36.6 K
C = .8s(sx12)o = 51o o = 36.6/s1 = 0.718 tN
6M" = .9(J6.6)(7.5 - 0.718/2)/12 = 19.60 n-K/n > 18.70 FI-KIFT: 0.K.
CHTCK CRACKING:
SERVICI MoMENT = 7,830 + 1,500(12)/4 = 12,330 FI-#
[ = M/S = 12,330(12\/112(s),/61 = 91J pSt > 354 pst ... RETNFORCEMENT R1Q;RED
USE EXPOSED TO WEATHER, NON-CRITICAL APPEARANCE ... W = .013 IN
ASSUMEj=.9ANDk=.3
d=9-1.5=7.5 lN (d"=1.5 151
kd = .3(7.s) = 2.25 lN
hr = 7.5 - 2.25 = 5.25 lNh:=9-2.25=6.75 |N
hr/h, = 1.236
ust BAR SPACTNG 0F 6' ." A = 2(1.5x6) = 18 tN2
r" = w/l(7.6 x 10-)(h,/h,)(d^A)1/r)l
= .013/(t.6 x 10-sX1.2ao)1t.51re;li,r = a4.J KSI4 = M/.gr"o = 12.33(12)/.s(44.3x75) = 4s5 |N2/FT
A, PRoV|DED = .61 tN2/Ft ... o.K.
o
FDG, Inc.
Gore Creek Resldences
Bcan, 3.01, (C)2001 BY ,IACoUES I ASWAD, INC.
INPUT DATA
E= 100 kEi No. of Jt,s.= 2 No. of Elenents= 1
Eletnent Data ,Joint Data
ElementlJointx,Joint
* (in^4) # (ft) Restraint
r 1OO 1 O.OO PINNED2 T2.OO PINNED
Load Case Description
Load
Caae Description
1 Loadg
Distributed Loads
Load Wl Il2 X1 X2case (k/ft) (k,/ft) (ft) (ft)
1 0.557 0.557 0.00 8.131 0.935 0.935 8.13 12.00
SHEET 2 0F 7 .2.4
DATE:.9/2/2004
PAGE: 1 BY3 ,JllK
I: \,Iobs\0429\Engrg\07-S1ab Design\g in Slab Condition 3.bcn
FDG, Inc.
Gore Creek Residences
Bcan, 3.01, (C)2001 By ,tAcQUEs e AslvAD, INc.
LOAD CO!{BINATION 1
Conbined Loads : 1.000 * LC 1
'lolnt Reactiona and Displacemenlg
Jolnt X Rx Ry Mz Y-disp. Rotat.# (ft) (k) (k) (k-in) (in) (rad)
1 0 .00 0.00 -3.58 0 0.0000 0.6547802 L2.00 0.00 -4.51 0 0.0000 -0.692200
Element Forces and DLsplacements
Ele. x Axi.al# (ft) Force Shear Eorce Moment Y-dispt.(k) (k) (k-in) (in)
1 0.00 0.00 -3.58 0 0.0000L 6.42 0.00 0.00 -138 29.99871 12.00 0.00 4.5'7 -0 0.0000
CHECK I. .ss?(8.125) + .935(3.8?s) = 8.ls K/FT3.s8 + 4.57 = 8.1.5 K/FT
o.K.
SHEET 3 0E 7 .2.4
DATF,I 9/2/2004
PAGE: 2 BY: JWK
I:\Jobs\o42g\Eng!g\07-S1ab Desi.gn\9 in Slab Condition 3,bcn
Stresscon Corloration 7t9/3so-501t SUBJECT: Gore Creek Residences DAlrEl. 9/7/04
oF 7.2.5
P.O. Bor 15129 Far: 7tS/gSO-66A1
Colorado Sprlngs, C0 80935 Derver Line: 303,/623-f3m BY: JWK/FDG SHEET 1
o-
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SPECIAL 9' SLAB DESIGN @ GRID 5 TO 5.2:
0 T0 E 0F BEARING = 20'-10' MAXIMI.JM
LOADING: (PR0VIDED BY E.0.R.)
Wl = J40 PSF
(D/L = 240/1oo)
(NoT TNCLUDTNG SELF-WE|GHT)
W2 = 560 PSFinlr = 4Anl1no\\-/ -
(NoT TNCLUDTNG SILF-WETGHT)
ryPICAL PANEL
wlDL = 240(9)
W1,.- = 19619;
IS NOMINALLY 9'-O'' W,DE
w2o,
w2,-..
= 460(e)
= 100(s)
2.16 KLF
.9OO KLF
4.14 KLF
.9OO KLF
THOUGH DEFLECTIONS AT THIS SPICIAI. CASE ARI LARGIR THAN OPTIMUM, THIS PARTICULAR SLAB IS
SUPPORTED ON ONE EDGE BY A SHEAR WALL, AND ON THE OTHER IDGI BY AN UNDER-LOADED SLAB.
PROVIDE TMNSVERSE REINFORCING TO CARRY SOME OF THE LOAD TO THE EDGES OF THE SLAB AND
ASSUME THAT DEFLECTION WILL BE MINIMIZED BY THE ADJACENT SUPPORTING ELEMENTS.
FDG, Inc.
Gore Creek Res idences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
DESIGN DATA
SHEET 2 OE 7 .2.5
DATE | 9/7 /2004
PAGE: 1 BY: JWK
Right Cant. = 0.00 ft
Loop G Right= 0.00 ft
e Right= 0.250 ft
Web width =108.000 in
Tnrr l-hir-k = 0-000 in
Section Type=RECT BEAM
teft Cant. = 0.00 ft
Beam Length = 20.83 ft
Design Bearing Lengths:
IJOC. WrdEn = U. UUU rnTop width = 0.000 in
Stem Height = 9.000 in
Non-Composite : (Based on
Sinple Span = 20.83 ft
Loop G Left = 0.00 ft
G Left = 0.250 ft
Bot. thick = 0.000 in
Flange thick= 0.000 in
Haunch thick= 0.000 in
above section dimensions)sb : l-458.00 in-3
Yb = 4.5000 in
Topping type=NORMAL wT.
Topping wt. = 150.00 pcf
eds = 0 E-05
ReI. hunid = 50.00E
Beam f'c = 5.000 ksi
Ec modifier = 1.000
-Erexure = u.vuu
Dead Load = 1.400
Depth used :NON-COMP
At Release :0.500f'ci
972.000 in-2
65 61 .00 in-4
st
YI
9.000 in
1458 .00 in-3
4.5000 in
Miscellaneous:
Bean type =MOD. LT.WT.
Bean weight : 115-00 pcf
Lt.Wt. mod. : 0.750(p/c)Cu = 2.350Vol/Surf = 4.154 in
Eearn I' ct = 5. f,uu KsI
Eci modifier= 1.000
^hi Fr ^i-^?aLoad Factors :
Shear Options :
Al-Iow. Concrete Stress:
Stress BIoCk=PARABOLIC
Shear : flrv :
Enild
Distributed Loads
eshu : 1000 E-06
Strain curve:PcI Handbook
Toppi.ng f'c : 3.000 ksi
Carnlcer Mu.Lt . : 1 .000
Shear = 0.850
Lave roao : J-. /uu
frc used :BEAM
AC Final :l2.000sqrt f 'c
:1:::::::11_:::1i: (strand rvpe = Lov[ RErMArroN)
29 K/ STRANDEff. Pull = O.700xfpu Strand diam.= 0.5000 in Estrand
strand fpu =270.00 ksi Area ea,str.= 0.1-531 in-2 LtMult
* Str. Iev. = 1 * of strand = 26.00 LdMult
Losses: PCI Comm. Report (RATIONAL) Strand Transformed ->
Harping Profile: X (ft) FromDescription Left EndLeft End of Beam-----
Right End of Beam----- 20.83
Mild steel
=28322,44 ksi: 1.000: 1.000
NO
Hstr Eccent. Area of(in) (in) P/S (in-2 )2.00 2.50 3.9806
2.00 2.50 3.9805
fyl : 60.00 ks j.60.00 ksi fyh
29000 ksi LdMuIt =
/n^h-f.^i^ra.l\
Magnitude of Load
Beginning Ending(k/ft) ( k/ fr)
50.00 ksi
1.000
0.776
0.000
0,900
1.980
0.776
2.r50
0.000
0.900
r..980
0.00
0.00
0.00
0.00
-1 . vb
20.83
20 .83
zv ,65
20.83
15.95
Eccent.
(in)
0.000
0.000
0.000
0,000
0.000
Distance From Le ft
Beginning Ending(fr) (ft)Load Tl|pe
P/c self weight
Non-comp. Dead Load
Composlte Dead Load
Live Load
Non-comp. Dead Load
At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft
NOTE: 0.00t of all distributed and concentrated live loads are sustained.
I:\Jobs\0429\Engrg\07-Slab De s ign\ 0 4 298-07 -02-05-spe ci-al 9 in Slab.bem
FDG/ Inc.
Gore Creek Res idences
Beam. 3.04, (C)2003 BY JACoUES 6 ASWAD, INC.
Ra: ri nd Dl.l-a<
SHEET 3 OE 7 .2.5
DA'IE 2 9 /'1 /2QO4
PAGE: 2 BY: JWK
Nu = 0.20*Pu Height: 0.00 in Bearing Pad Thickness : 0.375 in
Eff. Br9. Surface: Width =108.00 in Length : 0.000 in
Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi
confinement for non-debonded prestressinq strand assumed -> NO
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * )! * * * OUTPUT * * * * * * * * * * * * * ,t * * * * * * * * * * * * * * * * * * * * *
INITIAL STRESSES (psi, at release)
A) DL beam + core material (if any) + suction (if any)
Beam is supporEed at 0.00 ft- from LEFT end and 0.00 ft from RIGHT end
X(ft) From rnitial P/s Init.P/s + BM Aux. steel area
Left End Top Bot. Top Bot. (ACI 18.4.1)
2.08 -47'J.4.L7 -4736.25 -47 48.33 -41410.41 -47 5
12 . 50 -4'1414.58 -4'74L6.66 -4'7318.75 -47L
NOTE: Required f rcj'
STRAND STRESSES (Based
Y l€l-\ f r.\rn Tanci ^ni n. -..---..-..9Left End ksi-
1883
18 901895 -183
[t59 0.00
16 68 0.53 TOP<---
1604 0.30 TOP<---
1565 0.00
1552 0.00
1565 0.00
150 4 0.30 TOP<---
1668 0.53 rOP<---
17s9 0.00
assigned minimum,
PCI PRACTICE ALLOWS
6(f 'c')r/2 = 355 PSI
THROUGHOI]T THE
MEMBER.
THEREFORE, NO TOP
REINFORCING IS
REQUIRED .
-34 5
-z)L
t8 97
1898
1897
1895
1890
-r42
- LZA
-L42
-183
-25L
on frci=3.500 ksi, f'c:5.000 ksi, by PcI comni.ttee)
1884 -346:3500 psi based on
at DL andRelease Sust. LIksi ksi
Final* P/S Loss P/S loss
ksi ksi B
0.0 189.00 r00.00
158.1 30.8s 1.6.32
163.8 25.25 13.36
157 .'t 21..30 L1 .27
l-70.0 18.99 10.05L70.'7 18.30 9.68
159.8 L9.25 10. 18
1.67.2 21 .82 11.55
163.0 26.00 13.76
'J.51 .6 31.39 16.61
0.0 189.00 100.00
regain for Live l,oad.
0.00
2 .08
4.L1
6 .25
8.33
10.41
12.50
14 .58
18.75
20.83
*NOTE: Final
FINAL STRESSES
189.0
189.0
189.0
189.0
189.0
189.0
189.0
189.0
1-89.0
r-89.0
r89.0
L7L.7
L72.5
173.1
173.5
L73.7
173.8
L'7 3 .7
173.5
173.1
172.5
L7T.7
0.0
L51 .4
162 .3
-Lbl -:,
LO I .>
158.5
ro / . o
155.3
ro,t-D
156.8
0.0
strand stresses include elastic
(psi)
X(ft) From FP + BM Ft' + DL + Sustained tL FP + Dt + AII IL
Left End Top Bot Tpg Top Bot TpS Top Bot
0.00 0 0 0 0 0 0
1.04 -150 798 169 479 245 403
2.08 -307 L602 311 985 455 840
3.L2 -263 1583 624 696 829 492
4 .L7 -225 'J.5 67 8 94 447 1151 190
5.2r -193 1552 LL2L 238 L422 -536.25 -161 r-540 1306 68 1643 -2'70
| .z> -L.lb Lf,JL I44 | -b5 IdIJ -+LA8.33 -L32 1524 \541 -1-54 1932 -540
I:\Jobs\0429\Engrg\O7-Slab Desr.gn\04298-07-02-05-Special- 9 in S.Lab.bem
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET
DATE :
PAGE :
2001- -5042018 -6201985 -589190r- -510
-L /bo -Jo+
1-5 80 -2Ll1343 10
10 60 275
742 572391 900
2t2 433
0-0
= -AdA n<i
4 0E '1 .2-5
9/7 /2004
J IJI : JI4IK
o.K.
Y.5l
L0.41
12.50
IJ.Jt*
l-4.58
L5 ,62
Lo.bo
!7 .'7L
.i-o. /J
L9.79
20.83
-723 1520-t20 1518-L22 lsr-8-131 r52r
- 145 ).521-165 r-535
-19r. 1s45-223 1558
-zhr tf, / b
-306 1596
-149 795
0-0
IbUJ
161- 6
1-587
1515
14 00
LZ 1Z
L042
803
537
246
IJb
0
-206
-278
-191
-r25
-19
t27
312
532
1't1
1045
509
-0
L2 . 00 * sqrt (f' c)NOTE: Allowable bottom tension stress :
ULTIMATE MOMENT ( k-in)
Required Mu Provided Dhi*Mn
by
X (ft) From Fact'dLeft End Loads
0.00
1.04
2.08
3.t2
4 ,L7
5.2!
6 .25
l.zY
d.55
10.41
l-1.46
12 .50
13.54
14.58
t).oz
ro.oo
L7 .-t L
18.75
r9.?9
20.83
x (ft) From DLeft End in.
by
L .2*Mct
(ACr 18-8.3)
3957
5446qddq
5446
5446
5447 0. K.
5445
5445
5444
5445
1730 (r)
3288 (1)
438r. (1)
4957 (r)
q?1 q 11l
5314 (1)
4948 (1)
4370 (1)
3278 (L)
1724 (L)
by Dev.Length if over-
strain- Limits Reinforced
compat. (Acr ch.12) (Acr l-8.8.1)
0
974
1874
2679
3960
4436
4 803
5060
52 08
JZ+O
5r /f,
4994
4704
4304
5Ivf,
3184
2498
1739
905
0
(1): Development length controlled by strand.
:::l::::_:Ti:_T3::::lT __ Requr.red Reinforcins __
for for for
Vci VcvI Avci Avcw Avnin
kips kips !A-2/ft in-2/ft in-2/fL
0.13 7.20 78.75
0.38 7.20 ?8.?51.04 7.20 14.992.08 7 .20 6A.773.L2 7.20 50.014.t7 7 .20 51.25
5.2L 7.20 42.496.25 7 .20 33.73
153 0.000L'72 0.000220 0.000295 0.000
298 0.00030r 0.000
303 0.000305 0.000
0.000
0.000
0.000
0.000
0.000
O. OOO NONE REQUIRED
0.000
0.000
Vu
kips
Tu
k-in
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4L8
226
r-5 7
134
7L
70
70
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
I: \Jobs\0429\Engrg\O7-Slab Des ign\O 4 29R-07 -02-05-special 9 in SIab.ben
FDG, Inc.
Gore Creek Residences
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 5 OF 7 .2.5
DATE | 9/7 /2004
PAGE: 4 BY: JWK
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. 000
0.000
0.000
1 .29 7 .20 24.968.33 't .20 16 -209.37 7.20 7 .44
10 . 41 't .20 -1 .32Lt.46 7.20 -1.0.0812.50 '7.20 -18.8s13.54 '1 .20 -2'7.6I14.s8 7.20 -36.37
t5 .62 7 .20 -4 5 . r-316.66 ',t.20 -51.94
1,7 .'tt 7 .20 -51 .8218.75 ',t.20 -63.5919.79 1.20 -69.57
20 .45 't .20 -73 . 33
20.7 0 -t.20 -73.33
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
0.000
0. 000
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70 306
70 30770 30770 30770 307
70 30770 30570 30470 30275 300
94 298
133 295
-Ll]b zzv
225 L7L
4L7 153
(2): Minimum based on ACI Eq. 11-l-4.
NoTE: Avmin not required for phi*Vc > Vu > phi*Vcl2 (ACI
NOTE: Reqd. reinf. does not include suspension steel for
11 R 6 1la\\
ledges & pockets.
in.Reqd. reinf. is based on a total web width =108.000
No significant torsion nas found (ACI 11.5.1).
Design assumes web reinforcing is carried as close to compressj.on
and tension surfaces as possible per AcI 12.13.1.
PREDICTED DEFLECTIONS
NOTE :
NOTE :
NOTE :
Based on : Rational approach
f'ci = 3.500 ksi,Eci = 2408 ksi,
Modified : Cu :1.523
and PCI Committee Reconnendations for losses.
f'c = 5.000 ksi and ACI-209Ec = 2878 ksi, camber Mult.= 1.000
eshu : 583 E-06
NoTE: Negative values indicate canber.
Midspan
Position
(in)
Release : PS( -0.84)+BM DI,( 0.21) -0.63
Creep Before Erection -0.40Erection: PS+BM DL -1.03 DELTA TL = 1.82" = I/L37
(e 4 weeks)
Change Due to Non-Cor[p.DL 0.85: PS+BM DL+Non-Comp.DI, -0.18
Change Due to Comp.DL+SustLL 0.00 DELTA LL = 0.97r = I/2Sg: PS+AII DL+Sust..LL -0.18
Long Term Creep 0.57Final : PS+AI-I DL+Sust.Lt 0.40: PS+AII DL+LL 0.79
NOTE: Beam has cracked under positive moment, deflections are based
on a bilinear moment.-defLection relationship (ACI 18.4.2).
MISC. PRODUCT ION INFORMATION
Initial prestress force = 752 kips Final prestress force = 679 kips
Concrete strengths used in design:
Release strength f 'ci= 3500 psi Final strength f'c= 5000 psi
Beam is MODIFIED IT.WT. concrete. Piece weight = 16.17 kips.
Estimated shortening between supports at erection time :
Curvature
at C. G. Effect TotalTop 0.16 -0.16 0.01 <<<Length correction not to exceed this valuec.G 0.16 0.00 0.16
I:\Jobs\0429\Engrg\07-Slab Design\0 4 298-0'7 -02-05-Special 9 in Slab.bem
DEFLECTIONS FOR
THIS DESIGN ARE
LARGE. EXPLORE
TI{IS DESIGN
FURTHER.
FDG, Inc.
Gore Creek Resi-dences
Beam, 3 .04, (C)2003 BY
Bot 0.15 0.15
SHEET 6 OF 7 .2.5
DATE z 9/7 /2004
PAGE: 5 BY: JWKJACQUES & ASWAD, INC.
0.32
HORIZONTAL ANCIIOR REINFORCEMENT & BEARTNG STRESS ON BEARING PAD
Confinement for plestres sing
Factored Reaction: Pu
Reace. Components: Pdl, nc=
Factored Shear : VuCalculated : Height:
Raa ri hd Arr€
Length Reqd.(in) (in-2)
slrand assumed ->
80.9 kips Pw
46.4 kips Pdl, c=
80.9 kips Nu
9.00 in Bearing
F.^+^raA Etrd
Stress
(ksi)
0.250
0.2L4
0.18?
0.150
0.125
0.107
75.4 kips Pw
42.5 kips PdI, g=
75.4 kips Nu
9.00 in Bearing
Eactored Brg.
Stress(ksi)
0.233
0.200
n 1?q
0.140
0.115
0.100
NO
55.8 kips at IEFT support
0.0 kips Pll= 9-4 kiPs
16. 2 kips
Surface width =108.00 j-n
Brg. Pad Sugg.
Stress Pad Type
(ksi)
0.172 (1)
0.147 (r)
0 .L29 ( 1)
0.103 (r)
0.086 (1)
0.074 (1)
51.9 kips at RIGHT support
0.0 kips PLl= 9.4 kips
15.1 kips
surface width =108.00 in
Brg. Pad Sugg.
Stress Pad Type
(ksi )
5.U
3.5
4.0
5.0
6.0
7 .O
0. 80
0.80
0.80
0.80
0.80
0.80
Factored Reaction: Pu
React. Components: PdI, nc=
Factored Shear : VuCalculated : Height=
usE
CONTINUOUS
KOROI,ATH OR
NEOPRENB
STRIP
Bearing
Length
(in)
3.0
3.5
4.0
5.0
/.u
Avf
Reqd.
( in-z )
0.74
0.74
o.'t4
0.74
0.74
0.74
0.L60
0.137
0.120
0.095
0.080
0.069
(1)
(1)
(1)
(1)
(1)
(1)
NOTE: As detailed bearing lengths musE be longer than minimum used in calcs
to allohr for as-built tolerances. Suggest minimum added length beI/2 !n. + difference in shortening between top and bott.om of nember.
NOTE: Reactions ale used fo! concrete bearing strength check and bearing
pad design, shear is used for design of Avf.
Pad Tlpes: (following PCI Handbook 5th Edition)(1): AASHTo Grade Neoprene (50 durometer) or Random oriented Fiber (ROF)
I: Uobs \04 2 9\Engrg\ 07 -Slab Design\04298-07 -02-05-Special 9 in Slab.bem
E
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Stresscon Corporation
P.O. Bot 15129
7Ls/3so-5o1r SUBJECT: Gore Creek Residences omn: 9/7/04
Far: 719,/390-5564
Colorado Springs, C0 80935 Denver ltne: 303/623-f38 BY: JWK/FDG SHEET 1 oF 7.2.6
CHECK THICKNESS OF SLABS OVER BO1LER ROOM:
E T0 Q. 0F BEARTNG = 20'-83/e" N,|AX|MUM
LoADrNc C0ND|T|ON #2 (pRovtDED By r.O.R.)
W = 340 PSF (D/L = 2+0/100) (NoT INCLUDING SELF-WEIGHI)
wu = 1.4(240) + 1.7(100) = 506 PSF
FOR 9',-0" SLAB, \ryu = 506(9) = 4.55 KLF
vv/ SELF WETGHT FOR e" SLAB, wu = 4.55 + 1.4(.7s)(.11s)(9) = s.64 KLF
Mu = 5.64(20.2)2/8 = 302 FT-K = J625 tN-K
SEE SECTION 7.2.3:
9" LONG-SPAN SLAB DESIGN IS ADEQUATE
,.. USE 9,, SLABS OVER BOILER ROOM
Streescon Corporation
P.O. Bor 151.29
Colorado Springe, CO 80935
Tele:
Far:
Ilenver Lile:
?r9l390-504r
7r91390-5564
303,/623-r323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SHEET 1
DXflE:.1/20/05
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SLAB BLOCKOUT GUIDELINES:
I/PICAL AREA DRAIN BLOCKOUT:
FOR AREA DRAIN BLOCKOUTS:
NUMBER OF STRAND LOST:
DESIGN T/PE SLA: 3 STRAND
DESIGN T/PE SLB: 3 STRAND
DESIGN TYPE SLC: 3 STRA\D
DESIGN TYPE SLD: 4 STRAND
FOR 8'o CORE DRILLED HOLES:
NUMBER OF STRAND LOST:
DESIGN TYPE SLA: 2 STRAND
DESICN t/PE SLB: 2 STRAND
DESIGN I/PE SLC: 2 STRAND
DESIGN ryPE SLD: 2 STRAND
GUIDELINES FOR CAST-IN AREA DRAIN EJLOCKOUTS:
]N DESTGN TYPE SLA v AREA DRATN, ELoCKOUT MUST oCCUR WTTHTN THE F|RST 4'-0' 0F THE LENGTH 0F THE
SLAB
IN DESIGN ryPE SLB V AREA DRAIN, CHANGE DESIGN TYPE TO SLC
IN DESIGN I/PE SLC W,/ AREA DRAIN, CHANGE DESIGN TYPE TO SLD
lN DESTGN T/PE SLD W/ AREA DRATN, BLoCKOUT MUST OCCUR W|THTN THE F|RST 4'-0' 0F THE LENGTH 0F THE
SLAB
GUIDELINES FOR ^' 8'd CORE DRILLED HOLES:
lN DESTGN l(PE SLA W/ CoRE DRTLL, HoLE MUST oCCUR WTTHTN THE F1RST 6',-0" 0F THE LENGTH 0F THE SLAB
rN DESTGN r/PE SLB W/ CoRE DRTLL, lroLE MUST oCCUR W|THTN THE FTRST 7'-0" 0F THE LENGTH 0F THt SLAB
IN DESIGN ]YPE SLC V CORE DRILL, HOLE MUSI OCCUR WITHIN THE FIRST,l '_6" OF THE LENGTH OF THE SLAB
IN DESIGN ]YPE SLD W/ CORE DRILL. HOLE MUST OCCUR WITHIN THE FIRST 6'-6" OF THE LENGTH OF THE SLAB
IMPORTANT NOTE:
THESE GUIDELINES ASSUMT THAT NO MORE THAN ONE AREA DRAIN BLOCKOUT OR ONE DRILLED HOLE OCCURS IN
EACH SLAB. IF AN ADDITIONAL HOLE I:J REQUIRED IN THE SAME SLAB, IT MUST BE IN THE SAME TRANSVERSE
LOCATION AS THE FIRST HOLE, AND LOCATED LONGITUDINALLY AS DESCRIBED ABOVE,
l,_,1f-glaysTiR ----1
Stregscon Corloration
P.O. Eor 15129
Colorado Springt, C0
Tele:
Fa::
80935 Denver
?r01390-504r
7 LS /3S0-6561
Line: 303/623-1323
SUBJECI: Gore Creek Residences
BY: JWK/FDG SITEET 1 oF 7.R. 1
DI{IEI 9/1/04
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STRESSCON - DATA SHEEI / SOLID SLAA
SLABTYPE: @OOOQ srouSize: -i2r-
SPAN:26'-4' GRID TO GRID
LOADING: (0.1. wgt. of P.C. member 1.035 KLF] included in progrom)
UVE LOAD REOUCTION
Trib. Areo0.08x( -1s0) = %
23.1x(1+DLlLL) = %
Use: LL Red. = /n
KLF
KLF
KLFS.D.L.
L.L.
VARIES (SEE SECTToN 7.1.1)VARIES
lOO PSF = 0.900 66
PRECAST SECTI0N: Unit Wgt.
PLACE #3 STRATGHT
BAR ACROSS STRAND
TO SUPPORT LEGS OF
U_BARS
115 PCF; f'c (28 doy)5000 PSI
AT SLAB ADJACENT TO
SPAI\IDREL BEAM, PROVIDE
#4'S TRANSVIRSE @ 1z', 0.C.
AT TOP, FULL LENGTH OF SLAB
9'-O' TYPICAL NOMINAL WIDTH
#3 U-BARS X
AT EA. END 0F f
SLAB. PLACT :-
LEGS AT MAX.
0F 1'-6' 0.C.
NOTE:
SEE SICTION 8.7.1.9 FOR
REINFORCING AT ANY
CANTILTVERID STABS
21 - 1/2" dio. stronds
@ 29 KlpS EA. =
NOTE:
609 KIPS
DESIGN SUMMARY
conc . LTGHT WETGHT NUMBER OF STRANDS IS BASED ON AN APPROXIMATE 5' ON-CENTER
SPACINC. FOR SLABS OF WIDTHS DIFFERINT THAN 9'-0," THE NUMBER
OF STRANDS SHALL BI BASED UPON THAT SPACING.f'ci :
fc:
3500 PSI
PSI
EAMEEE
AT RELEASE =
AT ERECTION
AF|ER TOPPING =
%
%"
N/A
HANDLING:
suPPoRT SLAB (WrrH BLoCKS 0R LTFI.ERS) oNLy WrrHrN THE F|RST 1'-0'
OF EACH END THROUGHOUT THI DURATION OF STORAGE, HANDLING, AND
IRECTION.
I -O
Stresscon Corporation
P.0. Box 15129
Colorado Springs, C0
Tele:
Far:
80935 Denver
? r9l390-5011
710,/390-5564
Line: 303/823-1323
SUBJECT: Gore Creek Residences DLrEz 9/13/04
BY: JWK/FDG SHEET 1 oF 7.R.2.1
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STRESSCON - DATA SHEff / SOUD SLAB
SLABr{PE: @OOOQ srouSize: -9--
LOADING: (0.1. wqt. of P.C. member 0.776 KLFI included in progrom)
UVt LOAD REDUCTION
Trib. Areo
0.08x(-lso) =
23.1x(1+DLILL)
Use: LL Red.
KLF
KLF
s.D.L.
L.L.
vARlts (sEt sEcTr0N 7.2.r)VARIIS 66
lOO PSF = 0.900 66
PRECAST SECTI0N: Unit Wgt.tlJ PCF; f'c (28 doy)PSI
PLACE #3 STRATGHT
BAR ACROSS STMND
TO SUPPORT LEGS OF
U-BARS
#3 U-BARS X
AT IA. END OF
SI-AB. PLACE
LEGS AT I/AX.
0F l'-6" 0.c.9'-0" TvPtcAL NOMINAL WIDTH
SEE SECTIONS 8.7.1.2,
AROUND EMBED PLATES
8,7.1.4 IrND 8.7.5 FOR LOOSE STEEL
IN 9,, SLABS
16 - 1/2" dio.
KIPS EA. =
Stronds
464o29
N.qTI
KIPS
DESIGN--SUMUAEI
Conc :
lcr :
fc:
LIGHT WEIGHT NUIvIBER 0F STRANDS lS BASED 0N AN APPROXIMATE 6yi' ON-CENTER
SPACING. FOR SLABS OF WIDTHS DIFFERENT THAN 9'-0", THE NUMBER
OF STRANDS SHALL BE BASED UPON THAT SPACING,
3s00 PSI
5000 PSI
CAMBEB
AT RELEASE
AT ERECTION
AffER TOPPING
f+
-/a
MNOL]NA
su)PoRT SLAB (W',TH BLOCKS 0R LtilERS)
OF EACH END THROUGHOUT THE DURATION
ERECTION.
ONLY WITHIN THE FIRST 1'-0"
OF STORAGE, HANDLING, AND
NOTt:
N/A
EOOB
Stresscon Corloration
P.O. Bor 15120
Colorailo Springs, CO
Tele:
Far:
80935 Denver Linc:
?r9l390-5041
?19,/390-5564
303/623-1323
SUBIECI: Gore Creek Residences
BY: JWK/FDG SIrEET 1 oF 7.R.2.2
D^rh 9/13/04
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sr.,AB r/PE: @OOOQ t'oo size: e"
LOADING: (0.1. wgt. of P.C. member 0.776 KLF] included in progrom)
LIVE LOAD REDUCTION
Trib. keo
0.08x( -150) = %
23.1x(1+DLlLL) = %
Use: LL Red. = %
KLF
KLF
KLFs.D.L.
L.L.
VARTES (SEE SECTToN 7.2.2)VARIES
1OO PSF = 0.s00 KLF
PRECAST SECTI0N: Unit Wqr.ttJ PCF; f'c (28 doy)PSI
PLACE #3 STRATGHT
BAR ACROSS STRAND
TO SUPPORT LEGS OF
U - BARS
#3 U_BARS X .
AT EA. IND OF T
SLAB. PLACE :_
LEGS AT I/AX.
0F t'-6' 0.c.9'-O'' TTPICAL NOMINAL UIIDTH
SEE SECTIONS 8.7.1 .2, 8.7.1 .4 AND 8.7.5 FOR LOOSE STEEL
AROUND EMBED PI-ATES IN 9" SI-ABS
tl - 1rl2" dio. Stronds
@ 2s K|PS EA. =
NqE
609 KIPS
0ESlcx_suuMAEY
conc. LIGHT WflGHT NUIV{BER OF STRANDS IS BASED ON AN APPROXIMATE 5'' ON-CENTER
SPACING. FOR SLABS OF WIDTHS DIFFERENT THAN 9'-O'" THE NUMBER
OF STRANDS SHALL BE BASED UPON THAT SPACING.ICr :
fc:5000
PSI
PSI
EAMBA
AT RELEASE
AT ERECTION
AFIER TOPPING
'/4
W
HANDLING:
suPPoRT SLAB (WrrH BLOCKS 0R LTFIERS) oNLY WTTH|N THE F|RST 1'-0"
OF EACH END THROUGHOUT THE DURATION OF STORAGE, HANDLING, AND
ER:CTION.
NOTE:
N/A
Streggcon Corporation
P.O. Bor 15129
Colorado Springs, CO
719l390-50,11
7t9/350-6681
r-inc: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG
DXIE. 9/14/04
oF 7.R.2.3
Tele:
Far:
80935 Denvcr SEEET 1
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sr-ABTYPE: @OOOQ srouSize: -e'--
SPAN. vARtES
LOADING: (D.1. wgt. of P.C. member
LIVE LOAD REDUCTION
Trib. Areo
0.08x( -150) = %
2J.1X(I+DL/LL) = /o
Use: LL Red. = %
4.716 KLFI included in progrom)
KLF
KLF
KLFs.0.1.
L.L.
VARIES (StT SECTION 7.3.2)VARIES
1OO PSF = 0.900 66
PRECAST SECTI0N: Unit Wot.ttf,PCF; f'c (28 doy)5000 PSI
12X6-W1.4XW2.9
W.W.R. FOR FIRST 4'-0,'
OF EA. END OF SLAB,
AT TOP
#3 U-BARS X .
AI EA. END OF f
SLAB, PLACE :-
LECS AT MAX,
0F 1',-6" 0.C.9'-d' TTPICAL NOMIML WIDTH
PLCCE #3 STRATGHT
BAR ACROSS STMND
TO SUPPORT LEGS OF
U-BARS
NOTE:
SIE SECTIONS 8.7,1 ,2, 8.7.1 .4 AND 8.7.5 FOR LOOSI SIEEL
AROUND EMBID PLATES IN 9,, SLABS
26 - l/2" dio. Stronds
@ 29 KtpS EA. =
NOTE:
1E A
KIPS
DESIEN-SUUMEI
Conc :
tcr :
a^
LIGHT WEIGHT NUIUBER OF STRANDS IS BASED ON AN APPROXIMATE 4' ON-CTNTER
SPACING. FOR SLABS OF WIDTHS DIFFERENT THAN 9'-0,, THE NUMBER
OF STRANDS SHALL BE BASED UPON THAT SPACING,
5000 PSI
CAMBlT
AT RELEASE
AT ERECTION
AF]'ER TOPPING
Yr"
7/ n
t8
HANDLING:
suPPoRT SLAB (W|TH BLoCKS 0R LrrttRS) oNLy WtTHtN THE F|RST 1',-o'
OF EACH END THROUGHOUT THE DURATION OF STORAGE, HANDLINC, AND
ERECTION.N/A
Shesscon Corloration
P.0. Box 15129
Colorado Springs, C0
Tele:
Far:
80935 Denver
?r91390-50.11
7r9l390-5564
LiDe:303,/623-1323
SUBJECT: Gore Creek Residences D^rE:9/14/0+
BY: JWK/FDG SHEET 'I oF 7.R.2.4
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STRESSCoN - DATA SHEil / SoL|D SnB
SLAB r/PE: @OOOQ srou Size: -9--
LOADING: (D.1. wgt. of P.C. member VARIES KLFI included in progrom)
UVE LOAD REDUCTION
Trib. Areo
0.08x(- 150)
23.1x(1+DLILL)
Use: LL Red.
-o,
_4,
-o,
KLF
KLF
S,D.L.
L.L.
VARIES (SEE SECTION 7.2.4)VAR ES KLF
1OO PSF VARIES KLF
PRECIST SECTI0N: Unit Wot.tt:)PCF;f'c (28 doy)5000 PSI
#s HoRrz. @
PAMLLEL TO
OF SPAN
6' 0.c.#4 HoR|Z. @ 12' 0.c.
PERPENDICULAR TO DIRECTION
OF SPAN, SUPPORTED BY #5'S
DIRECTION
q0
N ]TE:
- 1/2"
KIPS Eq.
dio. Stronds
_0 KIPS
S:E SICTIONS 8.7.1 .2, 8.7.1.4 AND 8.7.5 FOR L00SE STTEL
AROUND EMBED PLATES IN 9" SLABS
OESEN-SUUMEY NOTE:
AT DUMB-WAITER OPENINGS, PROVIDE REINFORCING THUS:conc. LtcHT WEtcHT
tcr :
fc:
3500 PSI
PSI
MrN. 0r (4) #s',s
FULL LENGTH EA.
#4 HoR|Z. @
12" 0.C., TYP.
SIDE OF OPNG. IN
DIRICTION OF SPAN I
lDrREcTrON
0F SPAN
EAMEEB
AT RELEASE
AT ERECTION
AFTER TOPPING
MrN. 0F (3) #4'S
FULL WIDTH IA.
SIDE OF OPNG.
PERPENDICULAR
TO SPAN #5 HOR|Z. @
6" 0.c., TYP.N/A
@ CONNECTION DESIGN
Job Title: Gore Creek Residences
SECTION 8 Sheet 1 of 8.i
Date: 1/19/05 Job No:. 0429By: JwK
Connection Design Index Submittals
SECT DESCRIPTION PAGES lst 2nd Jro 4th 5tlt
8.3 Beam Connections
8.3.1 Bearine Plates
8.3.1.1 Typical Bearing Plate 1 X X
8.3. t .2 Bearing Plate at Cantilever I x x
8.3.2 Beam to Column Connections
8.1.2.1 Typical Bearn to Column I X x
8.3.2.2 Beam to Cohunn at Beam Cantilever I X X
8.3.3 Beam to Beam Connection I x x
8.3.4 Beam to Cast-In-Place Wall I X X
8.4 Spandrel Connections
8.4.1 Bearing Plates X X
8.4.2 Spandrel to Cast-ln-Place Wall
8.4.2.1 Connection to Parallel Wall I X x
8.4.2.2 Connection to P erpendicular Wall I X X
8.4.3 Spandrel Bearing Plate in Cast-In-Place Wall 1 x x
8.5 Column Connections
8.5.1 Base Plates X X
8.5.2 Cap Plates
8.5.2.1 Single Cap Plate i x X
8.5.2.2 Double Cap Plate (Not at Top of Column Step)I x x
8.5.2.3 Double Cap Plate (At Top of Column Step)1 x X
@ CONNECTION DESIGN
Job Title: Gore Creek Residences
SECTION 8 Sheet 2 of 8.i
Date: 1/19/05 JobNo: 0429By: .rwx
Connection Design Index Submittals
SECT DI]SCRIPTION PAGES lst 2nd 3rd 4th
8.6 Wall Connections
8.6.1 Wall to Footing x x
8.6.2 Not Used
8.6.3 Wall to Cast-In-Place Wall
8.6.3.1 Typical Shear Connection 1 X
8.6.3.2 Shear Connection ')X X
8.6.4 Bearing Plate in Wall for IT Ileam I X X
8.6.5 NMB Connection to Footine I X X
8.7 Slab Connections
8.7.1 Slab to Cast-In-Place Wall
8.7.1.1 Slab to Wall on Grid A .,X X x
8.7.1.2 Slab to Wall South of Grid C I X X
8.7.1.3 Slab to Wall (Non-B earing)I x x
8.7.1.4 Slab to Cast-In-Place Shear Wall I X X
8.7.1.5 Slab to Cast-In-Place Wall at East Stair I x x
8.7.1.6 Slab to Wall North of Grid A I X X
8.7.t.7 9" SIab to Wall on Grid A J x X
8.7.1.8 9" and 12" Slabs Bearing on Wall at Grid A I X X
8.7.1.9 Cantilever Slab at Wall on Grid A I X x
8.7.2 Slab to Beam
8.7.2.1 Slab to Beam at Grid B 3 x X
8.7.2.2 Slab to Beam at Grid C J X X
8.7.3 Slab to Slab
8.7.3.1 Typical Details J X X
8.7.4 Slab to Precast Wall a X X
8.7.5 Slab to Precast Wall at Slab Joint 2 x x
8.7.6 Slab to Soandrel x X
Strergcon Corporation
P.O. Bo: 15129
?19/3so-504r SUBJECa: Gore Creek Residences
Fa:: 7lS/390-6661
Colorado Springs, C0 80935 Deaver Line: 303/623-1323 BY:JWK/FDG SHEET 1
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TYPICAL BEAM BEARING PLATE:
NOTE:
A SIMII-AR PI.AIE
WILL BE REQUIRED
AT BEAMS WITH
BEARING LENGTHS
MORE THAN 7'.
USE S{ME
REINFORCING, BUT
WIDEN PLATE TO
REQUIRED BEARING
LENGTH.
NOTE:
A SIMILAR PLATE WILL
BE REQUIRED AT SKEWED
BEAMS. USE SAME PITATE
AND REINFORCING, BUT
SKEW REINFORCING TO RUN
LONGITUDINALLY ALONC
THE BEAM LENGTH. BEIiVEEN
BEAM STRAI.IDS.
lEfmffiJRUN, SECTToN r 1r.i:
usE (3) #s's
PADS:
usE72x6x1'-6'
ust72x6x1'-6"
MASTICORD PADS AT BEAM DESIGN TYPE BA
COITON DUCK PADS AT BEAM DESIGN TYPTS BB, BC, AND BD
NOTE:
THE PAD SIZES SHOWN
ARE MINIMUMS. IF
BEAM BEARING IS LONGER
THAN /. A LARGER PAD
MAY BE USED
(3) #s x
OIMS. AS
SHOWN P-yrX7X2'-f
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@
(3) #s',s x
SLresscon Corlorrtion Tete: ?rg/ggo-bo4r SUBJECI: Gore Creek Residences D!$a:9/21/0a
P.O. Bot 15129 Far: ?10/AS0-5564
Colorailo Springs, CO 80935 Denvcr Linc: 303/623-1323 BY: JWK/FDG SEEET 1 oF 8.3.1 .2
CANTILEVER BEAM BEARING PLAIE:
q 0F col.)
| -L
14 X 2'-t
PAD:
ust % x 12 x 1'-6" MASTICORD PAD
AT WELDED CONNECTION, DO NOT USE PAD OR SHIM
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Streggcon Corloration Tale: 7ls/ggo-601t SIIBJECT: Gore Creek Residences
P.O, Bor 15129 Fa:: ?fSrl3go-5564
Coloratlo Springs, CO E0935 Denver Line: 303,/623-1323 BY: JWK/FDG SEEET 1
TYPICAL BEAM TO COLUMN CONNECTION:
LIFTING STRAND LOOP,
PROJECT 1'-9, FROM
TOP OF COLUMN
CAP PLATE OR PLAIES,
sEE SECToN 8.s.2
AT SINGLE CAP PLATE.
PROVIDE HOLES FOR
LIFTING STMND
BEARING PADS,
SEE SECTIONc11
-lC\|
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e.
BEARING PLAIES,
SEE SECTION
8.3.1
U)altlJ<Jttl
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Siresscon Corloration Tele: ?rg/390-50,4r SUBJECT: Gore Creek Residences
P.O. Eor l5l2g Fax: ?tg/ggo-5564
Colorailo Springs, CO 80935 Denver Line: 303/623-f3m BY: JWK/FDG SEEET 1 oF 8.3.2.2
DXtEz9/22/04
BEAII/ TO COLUMN CONNECTION AT CANTILEVER:
V+ V5
CAP PUTE,
SEE SECTION
8.5.2.1
s(D
-lC!
Stre$con Corlorauou Tele: ?fg/gS0-6041 SLEJECI: Gore Creek Residences
Far: 7191390-556,1
Colorado Springs, C0 80935 Denver Line: 309/023-f323 BY: JWK/FDG SHEET 1
DxrE:9/ 14/0a
0F 8.J.3
I
I/PICAL BEAM TO BEAM CONNECTION:
1
-t
l-t',
_l
I
NOTE:
A SIMILAR PI,ATE WILL SE REQUIRED AT SKEWED BEAMS.
USE SAME PLATE AND REINFORCING AS STRESSCON STANDARD
PLATE 15, BUT SKEW REINFORCING TO RUN LONGITUDINALLY
ALONC THE BEAM LENGTH.
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Stresscon Corloration Tele: ?19,/gg0-b04r SUBJECT: Gore Creek Residences
P.O. Bor l5l2g Fa:: ?fg/gg0-OSS4
Colorado Springs, CO 80935 Denvcr Linc: 303/gZ3-L923 BY: JWKr/FDG SIIEET 1
BEARING PLATE IN C.I.P. WALL FOR IT BilM:
-l:l
--rt--
WALL PIATE,
SEE BELOW BEARING PAD,
SEE SECTION
8.3.1
STEEL PLATE
BELOW BEARING
PAD, SAME SIZE
AS PAD, SHIM
PLATE TO ACCOUNT
FOR BEAM SLOPE &
WEI..D TO WALL PLATE
BEFORE APPLYING
BEARING PAD.
BEARING PLATE,
SEE SECTION
8.J.1 .1
2 u'tHE
-(J-uJ.:1N oa
LSX4XIz,LENGTH
VARIES BASEO UPON SIZE
OF WALL NOTCH
1-
1-
1-'
LJJ
22
ct
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Stresscon Co4roration
P.O. Bor 15t29
Colorado Springa, C0
Tele:
Far:
80935 Denvcr
?r9l390-504r
?r9l390-5564
Lines 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SFEET 1
DtftB:.10/19/04
0F 8.4.'1
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]YPICAL SPANDREL BEARING PLATE:
Ru urx = 94.J K (StE SECTION 4.1)
N" = .2(94.3) = 18.9 K
h = 103 lN.
\. = bh = 8(1oJ) = 824 lN2
1000{, = 624 11
V, urx = .85(824) = 700 K > 94.3 K .'. 0.K.
Pu = 1a00A",tt/V" = 824(1 .+)/94.3 = 12.23
MAX. P. = 3.4 .r g5g 3.4
\, = Y,/of
"tt, = 94.3/.85(60)(r.+; = 5aa
'*zA^ = N"/ofi = 18.9/.85(60) = .371 tt't2
\, + A" ='.915 lNz
CoNFINED STEEL = (4) #6'5 = i.77 tN2.'. USE PRACT|CAL M|N|MUM
usE (2) #s's
PADS:
v" = 5.6(23/2) = 64.4 K
MINIMUM BFARING AREA = 6' X 8" = 48 tN2
COMPRESSIVE STRESS = 64.4/48 = 1.34 KSI
... usE y2" x 8 x 0,-B' MASTICoRD PADS
SHI[/ AS REQUIRED
sEE 2 0F 8.4.1
Stregscon Corporation Tele: ?r9,/3gO-S041 SUBJECT: Gore Creek Residences
P.O. Bor 15129 Far: ?fgrl390_Sb64
Colorado Springe, C0 80035 Denver Line: 303/623-1323 BY: JWK/FDG SEEET 2
TYPICAL SPANDREL BEARING PLATE:
(2) #s',s x
Streggcoa Corporation
P.O. Bor 16129
Colorado Springs, C0
Tcle: ?19/3S0-504r
Far: 719/350-5681
80935 Denver lipe: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG
Dl.rE:10/19/A4
oF 8.4.2.1SEEET 1
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SPANDRTL TO C.I.P. CONNTCTION AT PARALLEL WALL:
FIND TORSION:
FROM SECTION 4.1, T,. AT END FROM CANOPY =
USE WEIGHT OF SLAB'TO COUNTER-ACT CANOPY
W 0F SLAB = 2.a7 KLF (D/L = 1.62/.45)
W, = .9(1.62) = 1.46 KLF
e 0F SLAB LOAD = 4 + 4/3 = 5.33 lN
T, = 1.a6(s.J3)(23/2) = 8s.s K-lN
Tu ToTA! = 736 - B9'5 = 647 K-lN
USE CONNTCTIONS TO SLAB TO RESIST TORSION:
SEE SECTION 8.7.6:
CAPACIW OF CONNECTION IN TENSION:
(2) #4 = .s(60X2X.2) = 21.6 K
3' 0F 1/+" WELD = 3(5.s2) = to.z x
(a) 1/2" o x 0'-4' H.A.s. @ spActNG oF J" EA.
USE 16.7 K
CASE 1 Stud Design per PCI
Concrete Strength (ksi) 5.000
Unit Weight (pcf) 150
h (panel thickness inches) 8.00
Pu (kips) 19.3
nt (no. of studs in tension) 4
Pattern (x) 3.00
Pattem (y) 3.00Lamba 1.00
Case 1(not nearfree edge)
736 K-lN
TORSION:
WAY = 19.3 K
dc CONFINED (Y/N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
dc (inches)
b (inches)
0.5000
4.00
CU
0.0
3
200.00
12.s0
0.00
I
0.820s13
,|I
i
(D
Cw=
Ct=
Cc=
gPs per group =
(pPc pet group =
gPc as sum of single =
Steel Interaction
(PulgPs)9. + (Vu/gVs)^2 =
35.34 Kips
19.39 Kips
48.34 Kips
0.30 <= 1
gVc as sum of single =
Concrete lnteraction
OK (PulepPc) 2+ $ulcpYc) 2 =
23.86 Kips
1743.59 Kips
28.31 Kips
0.99 <= 1 OK
TORSION RESISTANCE OF SLAE CONNECTIONS:
16.7(10) = 167 K-lN PER CSNNECTI'N
MINIMUM OF 8 CONNTCTIONS
1" = (a/2)(167) = 668 K-lN > 647 K-lN .'. USE
Vu
r-l
?+
tigvs per group =
gVc per group =
NOI\,,IINAL CONNECTIONS AT ENDS OF SPANDREL
EOOB
Stresscon Corporation
P.O. Bor 15129
Colorado Springa, CO
?Ls/ilso-'o1t SUBJECT: Gore Creek Residences
Far: 719/gS0-5561
80935 Denver Line:303/823-1323 BY: JWK/FDG SHEET 2
DATE: 10/19/04
or 8.4.2.1
SPANDREL TO C.I.P. CONNECTION AT PARALLEL WALL:
L8X4Xy2X0',-8'
w/ (2) #5 x 2',-d
& (2) BENT #s's
(sEE SECTToN 8.4.3)
L8X4X7zX0'-8"
w/ (2) #5 x 2',-0"
& (2) BENT #s',s
(sEE SECTToN 8.4.3)
L00SE t 7+
z
4l-t_
2
x 4 x 0'-4"
I
rf-'L
L
1'' RECESS P.%X6Xo',-6"
w/ (4) #+ x 1'-d'
(STRESSCoN STANoARD
PLATE 33)
R.7rX6X0'-6"
vt/ (2) #+ x 0'-6"
& (2) BENT #4
(STRESSCoN STANDARD
PLATE 3r)
SECTION A-A SECTION B-B
Shesscon Corporation Tele: ?lglggo-do4l SUBJECT: Gore Creek Residences DI$E?10/ZO/04
P.O. Bor 15129 Far 7[S/XSO-6561
Colorado Sprin3s, CO 80935 Dcnvcr Line: 303,/623- f323 BY: JWK/FDG SHEET I oF 8.4.2.2
SPANDREL T0 C.l.P. CONNECTI0N AT PERPENDICULAR WALr-:
SEE SECTION 8.4.2-1:
ONLY NOMINAL CONNECTIONS ARE REQUIRTD
LOOSE P. %
x 4 x 0'-41
z
4Tt_
2
P.7aX6X0'-6'
w/ (a)th'ox
0'-d H.AS.
(sEE 3 0F
8.7.2.1)
L8X4XY2X0'-t
w/ (2) #5 x 2'-d'
& (2) BENT #s',S
(sEE SECIoN 8.4.3)
EO
Shesscon Corporation Tele: ztg/ggo-bo4r SUBJECT: Gore Creek Residences
P.O. Bor 15129 Far: ?f9rl390-b564
Colorado Springr, CO 80935 Dcuver Liqe:303,/623-13?3 BY: JWK/FDG SHEET ']oF 8.4.3
Dt{E:10/ 19 /0a
BEARING PLATE IN C.I.P. WALL FOR SPANDREL:
T-L-
WALL PI-ATE,
SEE BELOW
SHIM AS REQUIRED
BELOW PAD
BEARING PI.ATE,
SEE SECTION
8.4.1
l.c.r.P. WALL I
TBYj_Y-OTFERSf
WIDTH VARIES
(2) #s x 2'-d
(2) #5 x
T€.,-dl r
Stresgcol Coqroration Tele: ?t9/gS0-S04r SUBJECf: Gore Creek Residences
P.O. Bor 15129 Far: ilg/3S}-5661
Colorado Springs, C0 80935 Deaver Line: 3O3/6Zg-ttZS By: JWK,/FDG
TYPICAL COLUMN BASE PLATE:
(4)Cx4r
X 5' TALL
BLOCKOUTS,
MAIN COLUMN
REINFORCING
AND TIES
(4) 1"0 A307
ANCHOR BOLTS
P. 1X14X1'-d
w/ (8) #4 x 1'-6"
GROIJT SOLIO
AFTER SEITING
COLUMN
oE
=5TOtnE(9N€
(z)kx
3 X 0'-J
PLATE WASHERS
1"0 X 1'-9
A3O7 ANCHOR
BOLT
1/zX4
x 0'-4'
PI-ATE WASHER
(8) #4 x 2'-d
STACK
(a) 17i'o HoLES
Stresscon Corporation Tele: ?tg/sg0-604t SLEJECI: Gore Creek Residences
P.O. Bor 15129 Fax: 719/g$0-6661
Colorado Springa, CO 80935 Dcnver Line: 3O3/623-t323 BY: JWK/FDG STEET 1
SINGLI COLUMN CAP PLATT:
LIFTING STMND LOOP
PROJECTING FROM TOP
OF COLUMN
P- Y2 x 14 X 1'-d
w/ (8) #4 x 1'-d
(NOTE: PLATE MAY BE
SLoPED)
MAIN COLUMN
REINFORCING
AND TIES
PROVIDE HOLES
FOR LIFTING
LOOP TO PASS
THROUGH
tr trB:EEC=€O
Stresscon Corporation Tele: ?Ls/gso-6o11 SUBJECT: Gore Creek Residences D!itEt9/17/Q4
P.O. Bor 15129 Far: ?tg/gS}-5581
Colorado Spri.ge, C0 80035 Dcnver Line: g0g/Szg-tge3 BY: JWK,/FDG SEEET ']oF 8.5.2.2
DouBtE C0LUMN CAp PLATE (NOT AT TOp 0F COLUMN STEP):
LIFTING STRAND LOOP
PROJECTING FROM TOP
OF COLUMN
P-kx6Y2 x 1'-8'
w/ (4) #4 x 1',-6"
(NoTE: P|-ATES ARE
SLoPED)
MAIN COLUMN
REINFORCING
Al'lD TIES
(4) #4 x 1'-6',
Stre$con Corloration Tele: ?tg/gg0-504r SUBJECA: Gore Creek Residences
P.O. Bor 15129 Far: ?fg,/Sg0-5f64
Colorailo Springs, CO 00935 llenver Line: 303/523-t323 BY: JWK/FDG SIIEET '1
DOuBLt C0LUMN CAp pLATE (AT TOp 0F COLU|I/N STEp):
HIGHER ELEVATION
PORTION OF COLUMN
rs ALWAYS 6y2" t{tDE
LIFTING STMND LOOP
PROJECTING FROM TOP
OF COLUMN
P- Y, X 6Y2 X 1'-8'
w/ (4) #4 x 1'-6"
(sEE 8.s.2.2)
(NOTE: PL{TES MAY
sLoPE)
MAIN COLUMN
REINFORCING
AND TIES
GIFEEGGE O OREEAEEtr
Stresscon Corporation Tele:?f9,/390-5041 SUBJECI: Gore Creek Residences
P.O. Bor 16129
Colorado Springs, C0 80935
DX[E:9/21/0a
Far: ?191390-5564
Denvcr Line: 303/S23-1323 BYr JWK/FDG SITEET 1 0F 8.6,1
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2a-----12
L00sEe%x4Xo',-1d'
FIND CAPACITY IN TENSION:
RTINFORCING IN WALL:
(3) f5: Tu A.r = .9(.91)60 = 49.1 K EA. FACE
WELD:
1d' 0F y4" WELD = 10(s.57) = 55.7 K EA. FACE
H.A.S. IN FOUNDATION PLATE:
(3) 5A" o x 0'-6' H.A.S.
Tu n-r_ = J4.2 K EA. FACE (CONTROLS)
WALL TO FOOIING CONNECTION:
CAPACNT OF ENTIRE CONNECTION:
Tg 1,'* = 68.4 K
Vu *,_o* = 77.0 K
CASE 1 Stud Design per PCI
Concrele Strength (ksi)
Unil Weighl (pcD
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Pattern (x)
Pattern (y)
Lamba
Case 1(not near ftee edge)
gPs per group =
gPc per group =
gPc as sum of single =
Steel lnteraction
(Pu/gPs)^2 + (Vui pVs)P
(2)LsX5x
78 X l'-d
w/ (10) #5
(sEE 3 0F 8.6.1)
-<n
foE(9
s
c.r.P. FooT|NG
BY OTHERS
3.000
150
12.00
34.2
0.00
1 1.00
1.00
59.64 Kips
34.27 Kips
63.18 Kips
0.33 <= 1 OK
dc CONFINED (Y/N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
dc (inches)
b (inches)
I,-._r\-Y
I ii
Cw=
Cc=
0.7500
6.00
0.0
3
12.50
0.00
1
0.820513
1iltt
-{- -d.- -o#
gvs pel group t
gVc per group =
gVc as sum of single =
Concrete lnteraction
(Pul2Pc)2+ (YulsYc)2 =
I
53.68 Kips
56.14 Kips
49.34 Kips
1.00 <= 'l OK
P. yE X 14 X 1'-/
w/ @) lio x 0'-6"
H.A.S. (SEE 3 0F 8.6.1)
E tr OBE(-EQC=tr
Stresscon Corporrtion Tele:
P.O. Box 15129 Far:
Colorado Springs, C0 80935 Denver
719/350-6041
7 tg /3s0-55o4
Line:303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SHEET 2
DtirE:9/21 /A4
oF 8.6.1
E
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WALL TO FOOTING CONNECTION:
FIND CAPACITY IN SHEAR:
RTINFORCING IN WALL:
SHEAR FRICTION:
Vu = \of"l"
1t" = 1000\A"1t/Y,,
ASSUME ! 40 K FOR vU
p" = 1000(1.0)(10)(12)(1.4)/+0,000 = 4.2 > 3.+ .'. usE J.4
vu = 1.s3(.8s)(60)(3.4) = 265 K > (10x12) = 120 K... usE 120
u- = 1.+
Vu = 109'2 K
lru = 1 .54
Vu = 120 K
CONSERVATTVELY, USE 109.2 K EA. FACE (W|LL NOI CONTROI)
CHECK TWISTING OF PTATE IN PANEL:
tr.,l, = 3.71Vu
r,iR = .e(.31)(60)(g) = rso.z x-rHr
Vu en = 150.7/3.71 = 40.6 K EA. FACjE
CAPACIry 0F "C' WELD: Vu e[ = 38.5 ( EA. FACI (CONTROLS)
e = perD. dist from cq of orouD to forcs
tuinb 1,2,3,4 are rEasured trom botlom left counterclocl$ ise
CAPACIIY 0F STRIAGHT WELD: VuAr = 10(5.57) = 55.7 K EA. FACE
il
t E tr OBEQECfAO
Stresscon Corloration
P.O. Bor 15129
Colorado Springs, CO 80935
7t9/sso-501L SUBJECT: Gore Creek Residences
Far: 719/390-5564
Denver l,ine: 303/623-1323 BY: JWKr/FDG SEEET 3
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oF 8.6.1
WALI TO FOOTING CONNECTION:
FIND CAPACII/ IN SHEAR:
STUDS lN FOUNDATION: V,
EDGE 0F PANEL)
CASE 1 Stud Design per PCI
Concrete Skength (ksi)
Unit Weighl (pcO
h (panel thickness inches)
Pu (kips)
nt (no. of studs in t6nsion)
Paltern (x)
Pattem (y)
Lamba
Caso 1(not near lree edge)
K EA. FACE (BACK RoW
dc CONFINEO (Y/N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. ofstuds in shear)
de (inch€s)
dc (inches)
b (inches)
N0 CL0SER THAN 2{ FR0t\,1= 4ql
ALL
3.000
150
'12.00
0.0
0.00
11.00
1.00
OF STUDS
0.7500
6.00
5U
49.3
24.0O
12.50
0.00
1
0.8205'13
I
SHEAR WALLS:
#t: v,, = 412 K, 412/77-= 6 CONNECTIONS
fl^ r, r^^ t' r^^ l--tt: v,, = Jot ^, Jot/ / |-= 5 CONNECTIONS
#l: v" = 390 K,390/77
= 6 CONNECTIONS
fl4: v, = 425 K, 425/77
= 6 CONNECTIONS
f5: v, = 360 K,360/77
= 5 C0NNECTIONS
f6: v" = 295 K, 295/77
= 4 CONNECTIONS
#7: vu = 385 K, 385/77
= 5 CONNECTIONS
fl8: V,, = 180 K, 180/77-= 3 CONNECTIONS
Cw=
gPs per group =
gPc per gutp =
gPc as sum of single =
St€el Intoraction
(Pu/pPs)^2 + (Vu/pvs)e +
59.64 Kips
34.27 Kips
63.18 Kips
0.84 <= 1 OK
gvs per group
gvc per group .
t Vc as sum of single =
Concrete lnt€raction
(PrlpPctz + NuleVcl2 =
53.68 Kips
56.14 Kips
49.34 Kips
1.00 <= 1 OK
f1
P- 3/a x 14
x 1'-t
(6) #5 x
(8) 7r'o x
0'-6" H.A.S.
(4) #5 x
z -z
(2) Lsx5
X 7e X 1'-d
-K
1
/A, n
\f,,, -------\
/at\
+-tc.l
L_*
Snrtr)
-1"n
-K
t6
Stresscon Corporation Tele: ?rg/g9o-50.4r SUBJECT: Gore Creek Residences DXtn12/20/04
P.0. Bor 15129 Far: 7 tS/gSO-5564
Colorado Sprin3s, CO 80935 Itenver Liac: 303/523-13,23 BY: JWK,/FDG SHEET 1 oF 8.6.3.1
WALL TO C.I.P. WALL CONNECTION - SHIAR:
CAPACITY OF ENTIRE CONNECTION:
T,' o',n* = 68'4 Kv;;;; = 77.0 K
(srE 8.6.1 FoR CALCULATToNS)
P.%X14X1'-t
W/ $1s1.", X 0'-6"
H.A.S. (SEE 3 0F 8.6.1)
L00sE P % x
4 X 0',-10'
2t
101
L
z
2I
110l
2
P.%XsXl',-t
w/ (3) #5 * (2) w',o
H.A.S. (SEE BELo|V)
1t P/c
(2) lz'o x
0'-f H.AS.
'r,-,
is.
:'<.l|r)
StresEcon Corporation
P.O. Bor 151.29
Colorado Springs, C0
719/gs0-601L SUBJECT: Gore Creek Residences
Far: ?[S/3S0-5561
80935 Denver Line: 303,/623-1323 BY: JWK/FDG SHEET 1 or 8.6.3.2
WALL TO C.I.P. WALL CONNECTION - SHEAR:
CAPACITY OF ENTIRE CONNECTION:
T, *ro* = 98.2 K
Vu or,o* = 77.0 K
(2)LsX5x
% x l'-0"
w/ (1o) #5
(sEE 3 0F 8.6.1)
2
t-
10 |
L
2
L00SE P. 7a X
4 X 0',-10'
2_-l
l,o
__l
2
(sEE 2 0F 8.6.3.2)
FIND CAPACITY IN TENSION:
REINFORCING IN WALL:
(J) f;5: Tu ALr = .9(.91)60 = 4e.1 K [A. FAcE (coNTRoLS)
WELD:
'10' 0F y1" WELD = 10(5.57) = 55.7 K EA. FACE
(2)L5xJX
% x r'-o'v (6) #5
Stresscon Corporation
P.O. Bot 15129
7Ls/3so-5o1t SUBJECT: Gore Creek Residences
Far: ?1.9,/390-5564
Colorado Springs, CO 80935 Denver [.lne: 303/623-f323 BY: JWK,/FDG SSEET 2 oF 8.6.3.2
WALL TO C.I.P. WALL CONNECTION - SHIAR:
FIND CAPACII/ IN SHEAR:
BY OBSERVATION, WELD WILL CONTROL:
SEE SECTION 8.6.1
V^rl = 38.5 K tA. FACE
SHEAR AT THIS LOCATION = 2J0 K
230/38.s(2) = 2.ee
USE MINIMUIVI OF 3 CONNECTIONS
DUE TO NATURE OF THIS CONNECTION, USt 4 CONNECTIONS
(2)15x3
x % x 1'-d
Stresscon Corloration Tele: ?lg/gso-s04t SUBJEGT: Gore Creek Residences
P.O. Bor 15129 Far: 7 tS/SgO-66A1
Colorado Sprirys, C0 80935 Denver Line: }OB/Szg-tgZg BY: JWK/FDG SIMET 1
BEARING PLATE IN WALL FOR IT BEAM:
E- 1/z X 1A X 2'-9"
w/ (8) #4 x 1',-6'
(NoTE: PUTE MAY BE
SLoPED)
(8) #4 x r'-6"
Stresscon Corporation Tele: ?rglgg0-5041 SUBJECT: Gore Creek Residences D!f:E IO/1/04
P.O. Bot 15129 Far: 7 tg /gSO-6i51
Colorado Springs, CO 80935 Denvcr Line: 3Og/6ZB-tgZg By: JWK/FDG SEEET 1 oF 8.6.5
WALL TO FOOTING NMB CONNECTION:
#9 REBAR GR0UTED
INTO SLEEVE AND
CAST INTO PANEL
#9 REBAR CAST
INTO C.I.P FIG.
AND PROJECTING
AS SHOWN.
HOOK AS REQ'D.
TO FULLY DEVELOP
BAR
c.r.P. F00TtNc
BY OIHERS
Stresscon Corloration Tele: ?rg/g90-504r SUBJECT: Gore Creek Residences
P.O. Bor 15129 Far: 7tS/gg}-5561
Colorado Spriags, C0 80935 Denvcr Line: g0g/6zg-fg23 By: JWK/FDG SEEET 'I
SLAB TO C.I.P. WALL CONNECTION AT GRID A:
AT BUTT INDS OF SLABS:
NOTE:
SEE NEXT PAGE
FOR DffAL
AT SLAB JOINT
GROUT VERTICAL
JOINI SOUD
(4) #8',s cHoRD
SIEEL CONT. IN
C.I.P. WALL
GROUT, CONI. UNDER
SLAB AT BEARING
NOTE:st[ SECT|ON 1.0
FOR CHORD STEEL
DESIGNSHIM AS REOUIRED
AT YI POINTS UNTIL
DRY PACK IS APPLIEO
Sheoscol Corporation
P.O. Bor 15129
Colorado Spriugs, C0 80935
Tele: ?19/390-5041 suBJncT: Gore Creek Residences
Far: 7191390-5564
Dcnver Line: 303/823-1329 BY:JwK/FDG SEEET 2 0F 8.7.1.1
SLAB TO C.I.P. WALL CONNECTION AT GFID A:
AT LONGITUDINAL JOINTS OF SLABS:
GROUT BAR SOLID -r
INTO JOINT AFTER
INSTALLATION
sEE 1 0F 8.7.1.1
FOR CHORD STEEL
(D
U'
o
-l
---l ,,, .,, 1" DRY PACK
\ ,-' cRouT, coNT.
EMBED #5 5' DEEP rNTo
7r"d HOLE USING THE
HILTI HIT HY 150
INJECTION ADHESIVE
ANCHOR SYSTEM
SLAB AT BEARING
CHORD STEEL
NOT SHOWN IN
1HIS VIEW
FOR CLARNT
sEE 8.7.3.1
FOR LONGITUDINAL
JOINTS
CENTER REBAR ON
SLAB JOINT
PLAN VIIW
Q O trBEAEE€O
Stneescon Corloration Telc: ?rg/goo-so4r SUBJECT: Gore Creek Residences D tF;g/ j6/04
P.O. Bor 15129 Fax: ?fglgg0-d564
Colorado Springs, CO 80935 Denvcr Line: 303/823- 1323 BY: JWK/FDG SEEET 1 0F 8.7.1 .2
SLAB TO C.I.P. WALL CONNICTION SOUTF] OF GRID C:
AT BUTT ENDS OF SLABS:
GROUT 8AR SOUD
INTO BLOCKOUT AFIER
INSTALLATION
TIE HAIRPIN TO
BOTTOM STEEL
IN SIAB
EMBED #5 5" DEEP rNTo
7+"0 H0LE USING lHE
HILTI HIT FTT 150
INJECTION ADHESIVE
ANCHOR SYSTEM
GROUT, CONT, UNDER
SI-AB AT BEARING
SHIM AS REQUIRED
AT % POINTS UNTIL
DRY PACK IS APPLIED
|"..,.r.I ,r.',0,'
r-wl[[-eY{
1'-6'OTHERS
#4 HAIRPIN *-
Anouno EAcE -
DOWEL LOCATION
HOI..E AFTER SLAB
HAS BEEN ERECTED
AND BLOCKOUT LOCATION
IS ESTABLISHEO
PLAN VIIW
Stresscol Corloration Tele: ?r9,/3go-504r suBJEC"t: Gore Creek Residences D!f:F;.g/2J/04
P.O. Bot 16129 Fa:: 7tg/tg}-5661
Colorado Springs, CO E0935 Denver Liae: 309/6Zg-L923 BY: JWK/FDG SHBET']oF 8.7.1.3
SLAB TO C.I.P. WALL CONNECTION AT NON_BEARING LOCATIONS:
sEE SECTToN 8.7.3.1
FOR ftPICAL SI.AB EDGE
GROUT VERTICAL
JOINT SOLID 1, DRY PACK
GROUT, CONT.
UNOER SLAB
L--J\_J \-__JlJ
Stresgcon Corporation Telei
P.O. Bor 15129 Far:
Colorado Spriagr, C0 80935 Denvcr
7f9,/390-504f
7rs/3so-5561
Liae: 303/623-1323
SUBJECT: Gore Creek Residences
EY: JWK/FDG SI{EET 1
DtLtE?10/1/04
oF 8.7.1 .4
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SLAB TO C.I.P. WALL CONNICTION AT ShEAR WALL:
Vu Ar FOR ENTIRE CONNECTION = 38.5 K
NOTE:
CENTER SLAB PLATE
7i' OUTSIDE OF EDGE
OF WALL BELOW
SEE SECTION 8.7.3.1
FOR ryPICAL SLAE EDGE
GROUT VERTICAL
JOINT SOLID
P.7eX6X1'-t
w/ (3) 3A"o x 0'-6'
H.A.s. & (2) #5
(sEE 2 oF 8.7.s)
1'' DRY PACK
GROUT, CONT.
UNDER SI.AB
(2) #4 HATRPTNS
@ EA. EMBED PLATE
(r HARTPTN ARoUND
EA. oUTER H.A.S.)
1'-6"L5X5X
% x r'-o'
w/ (5) #5
r-
1',-6'
(7u 0F PLATE
0N 3 0F 8.6.1)L00sEP.%x4x0'-10"
2t t2
10
SHEAR WALLS:
GRID 1: Vu = 165 K, 165/38.5 = 5 CoNNECTIoNS
GRID 19: Vu -- 425/3 = 142 K, 142/38.5 = 4 CoNNECT|ONS
GRID 35: Vu = 31 K, J1l38.5 = 1 CoNNECTI0N
10' c.r.P.
Stresscon Corporation Telc: ?fg/gg0-004t SIIBJECT: Gore Creek Residences
P.O. Bor t6129 Far: ?19/390-5064
Colorado Spriags, C0 60935 Denvcr Liue: 303/623-fg2g BY: JWK/FDG
SLAB TO C.I.P. WALL CONNECTION AT EAST STAIR:
GROUT VERTICAL
JOINT SOLID
-l5l
?l:l_
GROI.JT, CONT. UNDER
SLAB AT BEARING
SHIM AS REQUIRED
AT Y1 POINTS UNTIL
DRY PACK IS APPUED
Stregscon Corporation Tele: 7 tg /g90-6011 SUBJECT: Gore Creek Residences
P.O. Bor 15129 Far: 7|S/3S0-5661
Colorado Springs, C0 80935 Denver Line: 303r/823-fgm BY: JWK/FDG SHEET 1
D!{rE:11/T/A4
oF 8.7.1.6
SLAB TO C.I.P. WALL CONNECTION NORTH OF GRID A:
LoosEL4X4X%Xo'-3
w/ #5 x 1'-1" (
#s x 1'-1",
CTR. ON ANGLE
JOINT SOLID
]-col<l6l
I-l
SHIM AS REOUIREO
EMBED #5 5" DEEP rNTo
7j'o HoLE USING THE
HILTI HIT HY I5O
INJECTION ADHESIIE
NCHOR SYSTEM
DRILL 7+"d
HOLE AFTER SLABS
HAVE BEEN ERECTED
AND PL\TE LOCATION
IS ESTABLISHED
AT 7r POINTS UNTIL
DRY PACK IS APPUED
Y1 V3
anlull
rrJ Iol
u.J IEl
Ihtl
J\
RG. r\
u/ #5
%s
;ROUT
| 'jd o a\--L ,A
It
t5
P.%X6X0'-6"-
w/ (2) #4 x 0'-6"
/ll
5'& (z/ tsLNr f,4
(STRESSCoN STANDARD
P|-ATE 31) ALtcN V
PI.ATES AT OTHER
END 0F SLAB /
I" DRY PACK /
GROUT, CONT. UNDER
SI.AB AT BEARING
\.
- ----
Y1
HIL
ll| 10' c.r.P. I'I WALL BY 'I
OlHERS
rr----J (J lJ \lt-----J
Stresscon Corporation
P.O. Bor 15129
Colorado Springs, C0
Tele: 7rgl390-504f
Far: 719/3S0-5564
80935 Denver rine: 303/823-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG
Dt{tE:11/23/04
0F 8.7.1 .7SHEET 1
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9,, SI-AB TO C,I.P. WALL CONNECTION AT GRID A:
LOAD ON BEARING ANGLE:
USE MAXIMUM SPAN = l2'-0"
w: USE 290 PSF (D/L = 190/100) | 86.3 pSF DL SELF-WE|GHT
w, = 1.4(190 + 86.3) + 1.7(100) == 557 pSF
Pu = 55t(12/2) = s.s+ KLF AT BEARTNG
FOR CONNECTI0N DESIGN, USE 1.1s(3.34) = J.84 KLt
uSEe=1+(2/3)3=3|N.
SPACE C0NNECT|ONS T0 C.t.p. @ 2'-0', 0.c.:
ULTII\4ATE MoMENT 0N BEARING ANGLE = 3.84(2)(3) = 23.0 K-lN 0N 8'
6T" = .9(J6)(8)t2/4 = 64.812
t^i^ = (23.0/64.8)% = .596 tN; USE 7E'' CONTINUOUS ANGLE
PLATES IN WALL:
Vu = 2(3.84) = 7.68 K
Mu = 2(11.s2) = 23.0 K-lN
OF ANGLE
WELD:
i
-"1>c -WELO GROUP PROPERl 1ES _ffiffi;r&eqtffii, I
mbt size F/0 Mn
1/8 in 2.78 Mn w eld sizes
d inch =4.00 b inch =8.0 d=vert dinBnsion Mfi=111.42 k-in 3/16 in 4.18 P|- Thick nin fillet
b= hori;: dinension MtY=0.00 k-in 1/4 in 5.57 <= l/4 in 1/8 in
R klPs =0.00 ry kips P kiPs =0.00 lvlE=0.00 k-in 5/16 in 6.96 1l4lo 112 3/ l6 in
ex nch =0.00 ey Incn =0.00 ez inch =3.00 Eectrode 70 ksi 3/8 in 8.35 l12lo 314 1t4'n
e = perp. dist from cg of group to force 7116 in 9.74 over 3/4 5/16 in
Foints 1,2,3,4 are rneasured from bottom k)ft counlerr :locl$/ ise 1l2in 11.14
Allw eld groups are in X-Y plane 0K* = 0 u.ouxAw)(rsu)9/16 in
tension is +ive d =0.75 5/8 in 13.92
Type in X.Y Le n,s S Polar.Ir tr
pla ne ln.lx/Yt ly/Xt M.l. lp Pts.Kfln max
t.0 32.000 21333 14933 4.t5
3 s.0 32000 21333 14933 4.f5 4.16
t.0 32,000 21333 149.33 4.trs
t.0 32.000 21333 149.33 4.€5
USE 74,, WELD TOP AND BOnOM
Stresscon Corporotion
P.0. Box 15129
Colorado Springs, CO 80S35
?r9l3e0-504r
?r9l390-5584
303/623-r323
Tele:
Far:
Denver Line:
SUBJECT: Gore Creek Residences
BY: JWK/FDG
DXflE:11 /23/04
or' 8.7.1 .7SHEf,T 2
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H.A,S.:
GASE 1 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Pattem (x)
Pattem (y)
Lamba
Case 1(not near free edge)
3.000
150
5.00
3.8
z
6.00
6.00
1.00
dc CONFINED (YiN)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
dc (inches)
b (inches)
Vu
0.5000
4.00
7.7
120.00
24.00
6.00
1.014286
0.512821
,|
tl-'-rv'-T -:ltl0lIV
Cw=
gPs per group =
gPc per group =
pPc as sum of single =
Steel Interaction
(Pu/pPs)^2 + (Vu/gVsf? =
'17.67 Kips
22.35 Kips
18.72 Kips
0.11 <= 1OK
ri
gVs per group =31.81 Kips
397.91 Kips
29.24 Kips
0.11 <= 1
gVc per group =
gVc as sum of single =
Concrete lnteraction
(PulgPcl2 + (Vu/gVc)^2 =OK
usE (4) 1/z"o X 0'-4', H.A.S. tN A 6' X 6'PATTERN
Stresscon Corloration Tele: ?lo,/gg0-004r SUBJEGT: Gore Creek Residences
P,0. Bor 15129 Fer: ?lg,/gg0-b564
Colorado Springa, CO 80935 Denver Line: 303/623-1323 BY: JWK/FDG SEEET 3
9'' SLAB TO C.I.P. WALL CONNECTION AT GRID A:
sEE 8.7.1.1
FOR BEARING
0F 1/ S|AB
& CHORD STEEL
P.%x8x0'-d
ut/ (4) Yr"6 x 0'-4"
H.A.S, SEE BELOW
SPACE AT 2',-0' 0.C.
MAXIMUM
P.%x8X0'-d
GROUT VERTICAL
JOINT SOLID
P.%X6X0'-6"
w/ (2) #4 x 0'-6"
& (2) BENT #4 (STRESSCoN
STANDARD PLATE 31)
SPACE @ 8'-d' 0.C.
lt
I ro' c.r.p. I1 WALL BY 1
OTHERS
11 6"v 1"
YYtlll
€-_@
$) k"o X -...,0'-{ H.A.S. \
\*JIO
Stresscon Coryoration
P.O. Box 15129
Colorado Springs, CO
?r9l390-504r
7r9l390-5564
Line: 303,/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG
DI{tEt11/24/04
oF 8.7.1.8
Tele:
Far:
80935 Deuver SHEET 1
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9,' AND 12'' SLABS TO C.I.P. WALL AT GRID A:
GROUT VERTICAL
JOINT SOUD n
GROUT BARS SOLID
INTO 12' SI-AB
JOINT
GROUT NOT SHOWN
IN SLAB JOINT
FOR CI-,ARNT
L00sEP.7sx3x0'-4'
w/ #5 x 2'-d, sEE PAGE
2 0F 8.7.2.1
U)U)tJl(-)
U.'E.
(\
@Ja
o
-l
o5t/,
o)
sEE 2 0F 8.7.1.1
FOR GROUTED BAR
CONNECTION AT
JOINTS
I" DRY PACK
P.7rX6X0'-6'
ut/ (2) #4 x 0'-6"
& (2) BENT #4
(STRESSCON STANDARD
P|-ATE 31) AL|GN V
FA. 12 SLAB JOINT
ON OTHER SIDE OF
C.I.P. WALL
SHIM AS REQUIRED
AT Y4 POINTS UNTIL
ORY PACK IS APPLIED
GROUT, CONT. UNOER
SLABS AT BEARING
sEE 1 0F 8.7.1.1
FOR CHORD STEEL
10' c.t.P.
WALL BY
OTHERS
Shegscon Corloration
P.O. 8or 15129
Colorado Springs, CO 80935
Tele: ?19/3S0-504r
Far: 719/3S0-666{
Deuvcr Line: 303/825- L323
SUBJECI: Gore Creek Residences
BY: JWK/FDG
D$F;11/24/04
oF 8.7.1 .9SHEET 1
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CANTILEVER SLAB AT C.I.P. WALL AT GRID A:
LOAD CONDITION #3:
W = 240 PSF DL + 1OO PSF LL + 115 PSF DL SILF-WEIGHT
wu = 1.4(2+0 + 115) + 1.7(100) = 667 PSF
Mu uox. = 667(3.5)r/2 = 4.09 n-K/F-t
\ rEo. * 4.0e(12)/.s(60)(.sx10) = .101 lNz/Fr
TRY #4'S @ 12" 0.C. (\ = .20 rNz/r):
T = 60(.2) = 12 K
c=.85(s)(12)o = 51c o =.2J5tN
oM" = .e(12)(10 - .23s/2)/12 = 8.8e Fr-Klfl > 4.0e Ff-KlFT... 0.K.
ENEND #4'S MIN. OF
1'-6'' PAST INSIDE
FACE OF WALL BELOW (t
oF
C\
#4',5 @ 1f
GIIUI
o
-l
1'' DRY PACK
PRESTRESSING SIRANDS,
SEE SECTION 7.R.1,
DESIGN WPE SLA
SEE SECTION
8.7.1.1 FoR
CHORO STEEL
3',-d' MAX.
GROUT, CONT. UNOER
SLAB AT BEARING
SHIM AS REQUIRED
AT % POINTS UNTIL
DRY PACK IS APPLIED
10'c.r.P.
OTHERS
G?EEGaoo
Stresscon Corporation
P.O. Bor 15129
Colorado Springs, CO
TeIe: 7fS/390-5041
Far: 7LS/390-5581
80935 Denver r;nc: 303/623-1323
SUBJECT: Gore Creek Reside rces
BY: JWK/FDG
DXrw9/15/04
oF 8.7.2.1SEEET 1
SLAB T0 BEAtr,l CONNECTION AT GRID B:
AT BUTT ENDS OF SI.ABS:
NOTE:
SEE NEXT PACE
FOR DITAIL
AT SLAB JOINT
t'- 1 0'
GROUT VERTICAL
JOINT AND NOTCH
SOUD
(4) #8',s coNT.
STAGGER AtL SPUCESGROUT IERTICAL
JOINT SOLID
T-@l
SI
?l1_
APPROXIMA1ELY 9" X 6W'
CONT. NOTCH, FORM TO
CREATE A ROUGH INTERFACE
V GROUT POUR
NOTE:
SEt SECTION 1.0
FOR CHORD STEEL
DESIGN
(HETGHT VARTES)
PLAN VIEW
Stresscol Corloration
P.0. Bor l5l2g
7ls/39o-50+t SUBJECT: Gore Creek Residences DXIEz9/15/04
Far: ?101390-5564
Colorado Springs, CO 80935 Dcnvcr Line:303/6m-fgm BY: JWK/FDG SEEET 2 0r 8.7.2.1
SLAB TO BEAM CONNECTION AT GRID B:
AT LONGITUDINAL JOINTS OF SI-ABS:
P.7aX6X0'-d
w/ (+)%" ox0'-{ H.A.S.
(sEE 3 0F
8.7.2.1)
sEE 1 0F 8.7.2.1
fOR CHORD STEEL
AND NOTCH
L00SE P. 78 X 3 X 0'-4', TYP.
WELD TO BF.IAM PLATE AFTER
SLABS ARE SET, BUT BEFORE
CHORD STEEL AI.ID GROUT
Y{" x J coNT.
KOROLATH BRG.
STRIP
#s x 2'-d,
CENTER ON
PTATE
(HETGHT VARTES)
SECTION
- sEE 8.7.3.1
FOR LONGITUDINAT
JOINTS
, rO\{-\ - rl\ 6'Jl I{----ll+-F-
-V--CHORD STEEL----r
NOT SHOWN IN \
THIS VIEW
FOR CLARIry
F+l--.--.n n--l
\/
\/LCENTER PLATES ONJ
SI-AB JOINTS
r,.-; :.:t. ...,:.,
. i I ,i ii. rr:, :,
:,,t:'t' il .:- .,.. ..r.i
Si:;'';l
t ;i , i'::i:l
=**'i,1//l
:[rIT,i
f'-" , ':'': ::
1..1,, ':, .'. .:r':-l
l: ,i;'.---'i : .:l
[.: i;;!-i.i-i,.
lri*.'il..t.
I l,;:, i,;:. i
l: ..: .::. i.l" 1.1
NOTCH CORNERS _
OF 9" SLABSY{'x6'x
3'l'. DEEP TO
ALLOW FOR
INSTALLATION OF
LOOSE R,
\
PLAN VIIW
Stre$con Corporation
P,O. Bor 15129
Colorado Springs, C0
Tele:
Far:
80935 Denver
?r0l300-50{r
?19l390-558,1
Line: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SIIEET 3 oF 8.7.2.1
Dt{tE:.9/24/04
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SLAB TO BEAM CONNECTION AT GRID B:
BEAM PLATE:
t%xo
x 0'-6"
(+)W ox
0'-4' H.A.S.
CHECK SHIAR AT STCIION RIDUCI-D FOR NOTCH:
SEE 11 0F SECTI0N 7.1.1: V,, *,oy AT BEARING = 88.3 K/9 fl = 9.81 K/Ft
HEIGHT OF SECT'ON AT FACE dT*ETERINC = S II'I-
o% = .85(2)(s000)h(12Xs) = i.z1 K/n < 9.81 K/Fr.r uSE SHEAR FRtcTtoN REINFORcING
(A"M,N NOT RIQUTRED tN SLABS - ACt 1r.5.5.1 (o) euD (c))
NOTE: THIS CALCULATION IS CONSIRVATIVE, AS IT DOES NOI ACCOUNT FOR ANY SHEAR CAPACITY OF THE
GROUTED NOTCH
A, = Y,/ 6f"u"
p" ='M"st/Yu = .75(5X12)1.4(.75)/9.81 = 4.81 > 3.4 ". us[ 3.4
A,r = s.81l.8s(60)(J.4) = .0s66 IN2/FI
usE #J U*BARS, wlTH LEGS tVEFly 1'-6'(MtN. OF s LEGS tN 9'0'W|DE pANtL)
E?P-E:GCE@E O OBEEEIEC-rs r--r
Shesscon Cor2oration Tele: ?lglg9o-0041 STEJECT: Gore Creek Residences
P.O. Bor 1512s Far: 7 LS /3S0-6551
Colorado Springe, CO 80S35 Denver Line: 309/62g-112l By3 JWK,/FDG SHEEI 1
SLAE TO BIAM CONNECTION AT GRID C:
AT BUTT ENDS OF SLABS:
NOTE:
SEE NEXT PAGE
FOR DilAIL
AT SLAB JOINT
GROUT VERTICAL
JOINTS SOUD
%" x J coNT.
KOROLATH BRG.
SIRIP
PLAN VIEW
I Stregscon Corporation
P.O. Bor 15129
Colorado Springs, C0
Tele:719,/390-5041 SUBJECT: Gore Creek Residences
Far: 7lS/390-6661
80935 Denver Linc:303/623-1323 BY: JWK/FDG SEEET 2 oF 8.7.2.2
SLAB TO BEAM CONNECTION AT GRID C:
AT LONGITUDINAL JO1NTS OF
NORTH SIDE SI-ABS:
t%x6x0'-6"
w/ $)'a' s x
0'-4: H.A.S.
(sEE 3 0F
8.7.2.1)
tr I o
-F-
(Itl
5l
?llL_
t4" x S coNT.
KOROLATH BRG.
STRIP
L00sE P. 7s X 3 X 0'-{, rrP.
WELD TO BEAM PI.ATE AFTER
SUBS ARE SFT, BUT BEFORE
CHORD STEEL AND GROUT
#5 x 2',-d"
CENTER ON
PI.ATE
CENTER PLATES ON
SL{B JOINTS
sEE 8.7.3.1
FOR LONG]ruDINAL
NOTCH CORNERS
OF 9" SI-ABS
7r'X6'X
3Y2" DEEP T0
ALLOW FOR
INSTALLATION OF
LOOSE P.
PLAN VIEW
Shesscon Corloration Tele: ?f9/gS0-5041 SUBJECA: Gore Creek Residences
P.O. Bot 15129 Far 7tS/gSO-55;51
Colorailo Springs, C0 80935 Denvcr Linc: 303/623-1323 BY: JWK/FDG SEEET 3
SLAB TO BEAM CONNECTION AT GRID C:
AT SLqBS SOUTH OF GRID C:SEESHEETSl&2OF
8.7.2.2 FOR
CONNECTIONS ON NORTH
SIDE OF BEAM
GROUT VERTICAL
JOINTS SOUD
-.F-
31-l
-l
7r' X J CONT.
KOROLATH BRG.
STRIP
P.%X6X0'-6"w/$)Wax
0'-4' H.A.S.
(sEE 3 0F
8.7.2.1)
SPACE PI.ATES
A MAXIMUM OFg',-d 0.c.
P.7rX6X0',-6'
w/ (2) #4 x o'-d'
& (2) BENT #4
(STRESSCoN STANDARD
PLATE 3r)
PLAN VIEW
Stresscon Corlrorrtion Tele: ?r9/ggo-504r SUBJECT: Gore Creek Residences
P.O. Bor 15129 Far: ?19/390-6064
Colorado Springs, CO 80935 Denver Line: 303/823-t323 BY: JWK/FDG SHEET 1
I/PICAL SLAB TO SLAB CONNTCTION:
MAXIII/UM SHEAR TO BE TRANSFERRED
vu=238K
YnL=242K'1 0K'
(sEE SECTT0N 1.0)
CHAMFERS
GROUT J(
SOUD FU
LENGTH
I ilf. .a .: ; I
l' 4 A-..ll
It| . 1 /lt A' . /ol
r'.
J:;
1
€l
I
I-1'I
;a ,A$
.1"t2JOINT
:ULL
,L'\-v2" c
1' SECTION
]P4
6
o
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6
'6-
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Streascon Cor?oration Tele: 7lS /SSO-SOL| SIIBJECT: Gore Creek Residences
P.O. Bor 15129 Far: ? tS/gn1-5561
Colorado Sprhge, CO 80935 Denvcr Line:303/6$-f3m BY: JWK,/FDG STMET 2
DArE:9/15/04
oF 8.7.3.1
TYPICAL SLAB TO SLAB CONNECTION:
9'' PRESTRESSED SLABS;
CM}JFERS
GROUT JOIi\
SOUD FULL
I"ENGTH
I a- 'l
1.".t-rl'" t "1 /1
{i:;[tlill
\(,
uh'+.
: ,.il-,-
=-+.:_JS
{l'al .l4<-t
JOINT -J 1'JJ',-1' \-72" CHI,2
; sEcTroN2-
G?EEG(= o oqEEEC=€O
Stresscon Corporation Tcle: ?lg/gg0-8041 SUBJE6T: Gore Creek Residences
P.0. Bot 15129 Far: Z 19/g10-66g1
Colorado Spriags, CO 80S35 Denver Lloc:303/623-1323 BY: JWK/FDG SSEET 3
TYPICAL SLAB TO SLAB CONNECTION:
9" MITDLY REINFORCED SLABS:
CAULK AS REO'D
FOR APPLICATION
OF MEMBRANE
Streascon Corporation
P.O. Bor 15129
Colorado Springs, C0 80935
Tele: ?19/390-5041
Far: ?19/390-5564
Deuver Line: 3'O3/ 623-1323
SIJBJECT: Gore Creek Residences
BY: JWK/FDG SHEET 1 or 8.7.4
DIftEt9/16/04
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SLAB TO PRTCAST SHEAR WALL CONNECTION:
Vu Au- FOR ENTIRE C0NNECTION = 77.0 K
B%X14X
w/ (a) lio x
HAq fStrF 1
| -z
(2)L5x5x
% x t'-o'
w/ (10) #s
(sEE 3 0F 8.6.1)
CAPACII/ OF STUDS IN SLAB:
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. ofstuds in tension)
Pattem (x)
Pattem (y)
Lamba
Case 2(near one free edge)
NOTE:
IF STUDS
THE EDGE
HAIRPINS,
8.7.5 T0
Cw=
Ct=
Cc=
gVc as sum of single =
Concrete lnteractionOK (PulrpPcf2+ $ulEYc)2 =
TO EDGE OF SLAB AND SIOE STUDS
EDGI OF SLAB
ARE CLOSER THAN 18'
oF SLAB, USE (2) #4
AS SHOWN IN SECTION
CONRNE STUDS1" DRY PACK
GROUT, CONT.
UNDER SI.AB
dc ooNFINED (Y/N)
5.000 Stud Size (d. in.)
1 1 5 Nom. Length le (in)
9.00 Fy (ksi)
0.00 VU (kips)
3 nv(no. ofstuds in shear)
0.00 de (inches)
11.00 dc (inches)
0.85 b (inches)
gVs pel group i=
gVc per group =
TO
0'-6"
0F 8.6.1)
c
L00SEP.7sX4X0'-10
I t2
10tl| 10" P/c I'r ct.lFAP 'l
w[i' Vu or-r- = 42.7 K EA.FACE
N
0.7500
6.00
50
42.70
3
24.00
18.00
0.00
1
0.615385
0.925
gPs per group =
gPc per group =
gPc as sum of single =
Steel Interaction
(Pu/gPsf2 + (Vu/gVs)^2 =
NOTE: BACK ROw 0F STUDS N0 CLOSER THAN 24'
18, FROM EDCT OF SLAB W/O U_BARS TO CONFINT
59.64 Kips
18.80 Kips
69.34 Kips
0.63 <-- 1
53.68 Kips
42.74 Kips
54.14 Kips
1.00 <= 1
NO CLOSER
OK
THAN
Stregscon Corloration
P.O. Bor 15129
?f9/390-6041. SIIBJECT: Gore Creek Residences
Far: 7tg/3SO-6661
Colorado Springs, CO 80915 Denver Line: 3O3/625-t32X BY: JWK/FDG
D!TE:.9/17 /04
SEEET 2 oF 8.7.4
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SLAB TO PRECAST SHEAR WALL CONNECTION:
SEE SECTION 8.6.1 FOR:
CAPACF/ 0F STRAIGHT WELD: Vu
CAPACIry 0F "C" WELD: Vu * -
- q<'7 v E trAnr
ALL - ru' '
38.5 K EA. FACE (CoNTRoLS)
54.6 K EA. FACESHEAR FRICTION IN
TWISTING IN WALL
WALL: Vu or,_ =
PLATE: Vu er-, = 40.6 K EA. FACE
SHEAR WALLS:
ffl vu = 412
#2: V" = 362
f3: V" = J9O
lJ r, \t - aaEt.r. yu - .t aJ
#5: v" = 369
f6: V, = 295
f7: V" = 385
f8: V" = 169
K, 412/17
K, 362/77
K,3eo/77
K, +25/77
K,360/77
K, 295/77
K, 385/77
R, 180/77
6 CONNECTIONS
5 CONNECTIONS
6 CONNECTIONS
6 CONNECTIONS
5 CONNECTIONS
4 CONNECTIONS
5 CONNECTIONS
3 CONNECTIONS
CHECK CAPACIry OF STUDS WHEN CONFINED AT EDGE OF SLAB:
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. of studs in lension)
Pattem (x)
Pattem (y)
Lamba
Case 2(near one free odge)
5.000
115
9.00
0.00
J
0.00
11 .00
0.85
dc CONFINED (Y/N)
Stud Siz6 (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inchos)
dc (inchss)
b (inches)
0.7500
6.00
50
46.20
24.00
1.50
0.00
1
0.615385
1
t'-Y
I
dr
I
Cw=
Cc=
gPs per group =
gPc per grcup =
gPc as sum ofsingle =
Steel Interaction
(Pu/gPsf2 + (Vuifvs) 2 =
59.64 Kips
18.80 Kips
69.34 Kips
0.74 <= 1 OK
tigVs per group =53.68 Kips
46.21 Kips
54.14 Kips
1.00 <= I OK
gvc per group =
gvc as sum of single =
Concrete lnteraction
(PulgPc) 2 + (Vu/qvcf2 =
Vu or_,_ = 46.2 K > 38.5 .'. 0.K.
IF FIRST ROW OF STUDS IS CLOSER THAN I8'' TO THE EDGE OF SLAB. USE U_BARS TO CONFINE PI-ATES
Stresscon Corporation
P.0. Bor 15129
Colorado Springa, C0 80935
Tele: 719/ISO-5011
Far: 719/3S0-5564
Denver Line: 303/623-1323
SUBJECT: Gore Creek Residences
BY: JWK/FDG SHEET 'I oF 8.7.5
olrwg/29/04
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SIAB TO PRECAST SHEAR WALL CONNIC'IION AT SLAB JOINT:
Vu Ar FOR INTIRE CONNECT1ON = 77.0 K
P.7eX6X1'-t
w/ (s) li a x 0'-6'
H.A.S. & (2) #5 EA.
SIDE OF JOINT
(sEE 2 oF S.7.5)
-l{l
.61
Orl
SEE SECTION
8.7.3.1 FoR
TYPICAT SLAB
TO SI.AB CONN.
1'' DRY PACK
GROUT, CONT.
UNDER SLABS
NOTE:
CENTER SLAB PI.ATES
7;' OUTSIDE OF EDGE
OF WAIL BELOW
(2) #4 HATRP|NS
O EA. EMBED PLATE
(1 HARTPTN ARoUND
FA. oUTER H.A.S.)
@5tn
o,
CAPACIT' OF STUDS IN SLAB:
CASE 2 Stud Design per PCI
Conc.ete Stength (ksi)
unit weight (pcD
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Patt€m (x)
Pattem (y)
Lamba
Cas6 z(near one free edge)
:[
gPs per group =
gPc per group =
gPc as sum ofsingle =
Steel Interaction
(Pu/pPsf2 + ffn/gvsf2
\/-'u ALL -
dc CONFINED (Y/N)
Stud Size (d. in.)
Nom. Ler{th le (in)
Fy (ksi)
VU (kips)
nv (no. ofstuds in shear)
de (nches)
dc (inches)
b (inches)
L00SEE7sX4X0'-10
2l I
10
46.2 K EA. FACE
Y NOT[: BACK ROW 0F
O.75OO STUDS NO CLOSER THAN6.00 24' T0 EDGE 0F SLAB50 AND SIDE STUDS MUST46.20 BE CONF|NED USING3 U-BARS
24.00
1.50
0.00
)
X
6.1
(2) Lsx5
% x 1'-dv (10) #s
(sEE 3 0F 8.
5.000
115
9.00
0.00
3
0.00
11.00
0.85
59.64 Kips
18.80 Kips
69.34 Kips
0.74 <= 1 OK
Cw= 1
Ct = 0.615385
Cc= 1
gvc per group =
gvc as sum of single =
Concret€ Interaction
(PrlgPc)^z + (Vu/gvcf2 =
53.68 Kips
46.21 Kips
54.14 Kips
1.00 <= 1 OK
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Stresscon Corporation
P.O. Bor 15129
Colorado Spriags, C0
Tele:
Far;
80935 Denver Line:
?r9l390-5041
?rs/3so-5561
303/023-1323
SUBJECT: Gore Creek Residences
BYI JWK/FDG SHEET 2 0F 8.7.5
Dt{r*9/29/04
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SLAB TO PRECAST SHEAR WALL CONNECTION AT SLAB JOINT:
SET SECTION 8.6.1 FOR:
CAPACIY 0F STRAIGHT WELD: Vu * =. 55.7 K EA. FACE
CAPACIry OF ',C' WELD: Vu ru. = 38,5 K EA. FACE (CONTROLS)
SHEAR FRICTION lN WALL: Vu ru- = 54.6 K EA. FACI
TWISTING lN WALL PLATE: Vu rr_ = 40.6 K EA. FACE
SHEAR WALLS:
fl: V, = 412 K, 412/77 = 6 C0NNECTIoNS
#2: v, = 362 K, 362/71 = 5 CoNNI-CT|oNS
#3,V, = 390 K, J90/77 = 6 CoNNI-CTIONS
#+: V, = 425 K, 425/77 = 6 CoNNECTIONS
15: V, = 360 K, J60/77 = 5 C0NN[CT|0NS
f6: V, = 295 K, 295/17 = 4 CONN{:CTIoNS
{7: V, = 385 K, 385/77 = 5 CONNECTIONS
#8, V" = 180 K, 180/77 = J CoNNECTIoNS
(s) 7io x
0'-6' H.AS.
(2) #5 x
J$c_
^r.t,
(BEND BAR uP yi')
i--tS
5r.tlr)
P.%X6
x 1'-/'
.i++
Shesscon Corloration Tele: ?t9/gg0-b04r SUEJECT: Gore Creek Residences DNlE.lO/11/04
P.O. Bor 15129 Fat: ?19,/990_5564
Colorado Springs, CO 80935 Denvcr Liae: 309/623-lg2g BY: JWK/FDG SIIEET 1 oF 8.7.6
SLAB TO SPANDREL CONNECTION:
NOTE:
SPACE @ 2'-d 0.C.
P.7aX6X0'-6"
w/ (+) vz" o x
0'-4" H.A.S.
(sEE 3 oF
8.7.2.1)
GROUT VERTICAL
JOINT SOLID
R7rX6X0'-6"
w/ (2) #4 x 0'-6"
& (2) BENT #4
(STRESSCoN STANDARD
PUTE 31)
1" DRY-PACK
GROUT, CONT.
UNDER SLAB