HomeMy WebLinkAboutVAIL VILLAGE FILING 5 BLOCK 5A LOT P3 STRUCTURAL ENGINEERING LEGALV il, (loloraclo
Denver, Co lo rad o
1)iil()n, Colorado
Lots P3&J
Vail, Colorado
M&N #s762
These calculations are the property of Monroe & Newell Engineers, Inc. Any use or reproduction ofthese
calculations without the expressed written permission of Monroe & Newell Engineers, Inc. is strictly
prohibited.
** P.E. stamp on sheet applies to the following calculation pages and indicates that they have been
reviewed. This includes all sheets attached to this cover.
Monroe & Newell
Engineers, Inc-
STRUCTURAL ENGINEERING CALCULATIONS
For:
Vail Park & Garase
Aprit 9,2004
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w \1, \\; . l1l e n r()c - n e wcI L co m
Street. Suitc 200. Denver, Coloraclo 110202
(303) 623-(r602 o email: denver@tnonroe-newe ll.con.l
1701 Wynkoop
(3o3) 623-1927 o FAX
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I2-O9-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
1,243:24 PM Licensed to: Monroe and NewelI Engineers, Inc,, Denver, CO
SHEAR ANALYSIS
*****+*********************
NOtE--Af iowabl-e sh-eEr- stress j-n Slabs = 252.96 pSj when rafio
of cof, dim. (long/short) is less than 2.0.
--Wide beam shear (see "CODE") js not computed, check -nanual1y.
--After the column numbers, C: Corner, E: Exterior, T = Interior.
DIRECT SHEAR WITH
ARO UN D
TRANSFER
COLUMN
OF MOMENT
COL. ALLOW. PATT REACT]ON SHEAR PATT REACTION
NO. STRESS NO. STRESS NO.
( kips )( kips )
UNBAL.
MOMENT
lff-k\
SHEAR SHEAR
TRANSFR STRESS
(ft-k) (psi)
1E 744.04
21 241 .65
Jl1 Zqt.oJ
43.2 -37.52 1
Q{112??.,i
,0
.0
.0
n.\t- cna.'i Fi a.l
nni- cnani f i ari
nar enan i fi aA
1
4
4
* - Shear stress exceeded.
43.2
225.2
vo.{
ZY. L
n
-54 .4
31 .52
255 .96*
I9O.I.L
- - AROUND
COLUMN ALLOW.
NUMBER STRESS
(psi )
DROP/SOLID HEAD - _
PATT REACTTON SHEAR
NO.STRES S
(kips ) (psi )
1
2
3
Not appli.cable,
Not appJ.icable,
r1^+ --- 1 .l ^^L-r ^r\lrL.r|JP-Lr\-durEt
drop dimensions
drop dimensi-ons
Arnn rliaanci nnc
o :-2-09-2002 ADOSS (tm) ?.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12
I:43:24 PM Licensed to: Monroe and Newell Engineers, Inc., Denver' CO
lJ-L)rul\ t1 I.J\Jlf J***************************
No-lE:-th'e schEdule giveri 6elow is a guide for pr-opei rein-forceineht
pl-acement and js based on reasonabte engineering judgement.
Unusual boundary and/or loading conditions may require
modification of this schedule.
NEGATIVE REINFORCEMENT
**+*****************+****************+******
,K COLUMN+ LONG BARS
COLUMN*-BAR-LENGTH-
NUMBER * NO SIZE LEFT R]GHT* (ft) (fr)
STRIP +MI
SHORT BARS *
-BAR-LENGTH-*-B
NO SIZE LEFT R]GHT * NO
(ft) (ft) *
DDLE STRIP
LONG BARS
AR-LENGTH-
SIZE LEFT RIGHT
(fr ) (ft )
1**
2
3**
.42
10.57
8. l9
5.49
8. 19
1.75
3.80
5. 68
r .15
6 f 8
At+E,
4 *57 #85 #5
S TR* SHORT*----BA
* NO SIZE
* MTD* LONG*----BA
* NO SIZE
# s .42 4.r4
# 5 10.s7 6.8s
# 5 6.r8 1.75
STRIP
SHORT BARS
----BAR----
NO SIZE LENGTH
(ft )
IA
11
*" - Positjve reinforcement required, design manuaIly.
POSITIVE REINFORCEMENT
***************l:********+*******************
* COLUMN* LONG BARS
SPAN *----BAR__--
NUMBER * NO SIZE LENGTH
" (fr)
IP
iJAi(>
R ----
LENGTH(fr)
DLE
BARS
R ----
LENGTH
(fr )
1?.83
25.99
15. 83
22 .94
ltt. JJ
26.49
15. 38
22 .28
7 #59 #s
7 +59 #s
4 #5
9 #6#6
4
10
@)o
t2-O9-2O02 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
L:43:24 PM Licensed to: Mon.roe and Newell Engineers, Inc., Denver, CO
DEFLECTION ANALYSIS
************+**********+*********+****
NOTES--fhe def l-eEti-ons b-efow must 5e cornbin'ed wifh= f6o-s-e of-
ihtr anelvsis in fhe nernFnrli r:rl ar direction, ConSuft
users manual- for method of combination and limitations.
--Spans L and 4 are cantilevers.
- - Time-dependent deflections are in addition to those
shown and must be conputed as a multiplier of the dead
load(DL) deflection, See "CODE" for range of multipliers.
--Deflections due to concentrated or partial loads may be Iarger
at the point of application than those shown at the centerline.
DefLectj-ons are computed as from an ave.rage uniform loading
derived from the sum of al-I l-oads applied to the span.
--Modrrl rrs of elasficilv of conr.rpf e- Ec = 3834. ksi
* * C O L U M N S T R ] P * M I D D L E 'S T R I P* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD +----------
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL *
* (in^4) * (in) * (in) * (in) * (in) * (in) * (in) *
1 28500. -. 001 .000 -. 001 -.001 . 000 -. 001
2 25905. .026 .015 .041 -.011 -.003 -.0133 25905. .269 .r82 .451 .r'12 .088 .260
4 28s00. -.050 -.018 -.068 -.051 -.018 -.069
QUANTTTY ESTIMATES
*+*********+*********+*************
TOTAL QUANTITTES
CONCRETE 41.0 cu.yd
FORMWORK 1327 - sg. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 1071. 1bs
(PoSITIVE) 1545. fbs
SUMMARY OF QUANTITIES
CONCRETE .83 cu. ftlsq. ft
FORlvllilORK 1.00 sq. ftlsq. ft
REINFORCEMENT** .... L97 lbs / sg.ft
**(IN TitE DIRECTION OF ANALYSIS)
* p..\.!rirn .'.\mnl af a.l :< ra^rra<ia.l +
X1;:.','1fl ,t?":,'':t?'"0"'Jr:;',"'ft "I,m"ffi ::::lJ3:3":.'X5*'AsstrJel
pppppp ccccc aaaaap pc ca ap pc
p p c aaaaaap pc ca ap pc ca a
pppppp ccccc aaaaaa
o
p
AAA DDDDD OOO SSSSS SSSSS
AAD D OOS SS S
A AD DO OS S
AAAAMAD DO O SSSSS SSSSS
A AD DO O S S (tttttmm mm)
A AD D O O S SS S ( t mmmm )A ADDDDD OOO SSSSS SSSSS (tMMM)
Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS
Licensee stated above acknowledges that Portland Cement Association(PCA)
is not and cannot be responsible for either the accuracy or adequacy of the
material supplied as input for processing by the ADOSS(Im) computer program.
Furthermore, PCA neither makes any warranty expressed nor implied with respect
to the correctness of the output prepared by the ADOSS(Im) program. Although
PCA has endeavored to produce ADOSS(Im) error free the program is not and
cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensees. Accordingly, PCA
disclaims alt responsibilig in contract, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use
of the ADOSS(Im) program.
Note: Further information and technical support on the ADOSS computer program
is available through the CPCA Web site at: "www.cpca.ca".
v
l1,ffi i,t'"3::':T}'"T",.i:":;5',ililryffi ::::IJ3:3":.'35"ASSNOe2
FILE NAME C :\PROGRA- 1 \ADOSS\DAfA\S7625 P50.ADS
5762
DATE
TIME
frrcr ro-
SPAN ID.
ENGINEER az
2t19t2004
09:01:44
UNITS U.S. in-lb
coDE ACt318-95
SLAB SYSTEM FLAT SLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 4
SOLID HEAD DIMENSIONS : AS INPUT BY ENGINEER
CACRETE FACTORS SLABS BEAMS COLUMNS
Jsrwlpct ) 150.00 150.00 15o.ooryPE NORMAL WGT NORMAL WGT NORMAL WGTfc (ksi) 5.00 5.00 5.00
density factor 1.00 1.00 1.00'rr (psi) 530.30 530.30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.25 in OUTER LAYER
AT SLAB BOTTOM = 1.75 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 6
ATSLAB BOTTOM = #6
MINIMUM SPACING:
lN SLAB = 6.00 in
X1;l',?Tfl ,t?3.'3'i?h'J,,:$5'inY.T,;:i::lI3:,"":,:MENTASSN?e3
SPAN/LOADING DATA
****tt***t******t
AN ILENGTH Tslab I WIDTH L2***l SLAB I DESIGN COLUMN I UNIFORM LOADS I
INUMBERI L1 | LEFT R|GHT I SYSTEM I STRrP STRrP**l S. DL L|VE I| | (ft) (in) l(ft) (ft) | | (ft) (ft) l(psf ) (psf )l
l---- F------- l------- l----- | --------- l--------rrttl1-l .5 10.0114.3 14.3 1 2 | 28.5
2118.0 10.0114.3 14.3 | 2 | 28.5
3128.0 10.0114.3 14.3 | 2 | 28.54-l .5 10.0114.3 14.3 | 2 | 28.5tl
.0 | 2o.o 5o.o I
9.0 | 20.0 50.0 |
14.0 | 20.0 50.0 |
.0 I 2o.o 50.0 |
I
* -lndicates cantilever soan information.
** -Strip width used for positive flexure.
***-L2 widths are 112 dist. to transverse column.
"E"-l ndicates exterior strip.
PARTIAL LOADING DATA
PARTIAL LOADINGS ARE NOT SPECIFIED
11;l?.fr'ff t?3"':':?,hoJ.,.::"3l5.fi" ?,ffi ::::lJ3:1"3''X5*'nssNle4
COLUMN/TORSIONAL DATA
UMN I COLUMN ABOVE SLAB ICOLUMN BELOW SLAB ICAPITAL** ICOLUMN MIDDLEI
NUMBER I C1 C2 HGT I Cl C2 HGT IEXTEN. DEPTHISTRIP* STRlP.l
| (in) (in) (ft) | (in) (in) (ft) | (in) (in) | (ft) (ft) |
ttttl1 | 12.0 312.0 12.0 | 12.0 312.0 12.0 | .0 .0 | 9.0 19.5 [2 | 18.0 .0 12.0 | 18.0 .0 12.0 | .0 .0 | 9.0 19.5 |3 I 12.0 312.0 12.01 12.0312.0 12.01 .0 .0 | 14.0 14.5 |t_t_t_t_r_l
Cof umns with zero "C2" are round columns.
'-Strip width used for negative flexure.
**-Capital extension distance measured from face of column.
coLUMN I TRANSVERSE BEAM I DROP PANEUSOLTD HEAD ISUPPORT I
NUMBER IWTDTH DEPTH ECCEN I LEFT RIGHT W|DTH THICK lFlXrTY. I
| (in) (in) (in)l (ft) (ft) (ft) (in) | o/o
I
ll.5 3.0 9.5 .0 | 100o/o I1.5 1.5 3.0 12.0 | 100% |4.7 .5 9.5 .0 [ 100Yo I
I.0 .0 .0.0 .0 .0.0 .0 .0
1
2
?
upport fixity of 0% denotes pinned condition.
Support fixity of 999% denotes fixed end condition.
'#'"'.Til,t"":n'jT]'"H:5;5'fi "{ryffi :j::lJ3:l":f MENTASSN}e5
LATERAL LOAD/OUTPUT DATA
,t*o. L'ADS ARE Nor
'PECTFTED
OUTPUT DATA
PATTERN'LOADINGS,' l THRU-4
PATTERN LIVE LOAD FACTOR (1-3) = 75%
LOAD FACTORS:
U=1.40*D+1.70"L
U = .75( 1.40*D + 1.70*L + 'l .70"W)
U = .90"D + 1.30*W
OUTPUT OPTION(S):
lnput Echo
Centerline Moments and Shears
Column Strip Distribution Fac
Shear Table
Reinforcing Required
Bar Sizing
Additional Information
Deflections
lhterial Quantities
ltoP NoT SPEC|FTED AT COLUMN 1
*- SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
* SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
-"SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
-'SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS..'DROP NOT SPECIFIED AT COLUMN 3
'*TOTAL UNFACTORED DEAD LOAD = 188.592 kios
LIVE LOAD = 66.975 kips
11',.',#fi ,too:::'iTj'"H:"$54"v#"ffi ::::lJ3:,"":,'35"nssNle0
---- STATICS PRINT-OUT FOR GRAVITY LOAD ANALYSIS ----
JoINT MOMENTS (ft-kips)
PATTERN-1 PATTERN-2
NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM
1 -.4 140.0 -69.8 -69.8 -.4 50.2 -24.9 -24.92 -402.0 470.0 -27.7 -40.2 -370.9 452.2 -3s.2 -48.13 -542.2 .4 270.9 270.9 -542.2 .2 271.0 271.0
JOINT PATTERN-3 PATTERN-4
NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM
-.2 139.9 -69.9 -69.9 -.5 116.8 -58.2 -58.2
-337.1 375.5 -15.7 -22.7 434.0 507.4 -29.9 -43.4
-396.1 .4 197.8 197.8 -575.6 .5 287.6 287.6
JOINT SHEARS (kips)
o
JOINT
JOINT PATTERN-1 PATTERN.2 PATTERN-3
NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT
1 -1.5 55.3 -1.5 32.1 -_6 55.3 -1.8 U.l2 -85.3 104.7 -70.4 103.7 -79.9 80.8 -92.0 113.0
3 -107.4 1.5 -107.4 .6 -79.5 1.5 -115.1 1.8
.--------------
-
1
2
3
PATTERN-4
LEFT RIGHT
T;l?ffi t?3""ff?,h0"'",['5l5Kt?ffi ll::lJ3:3"ff MENTASSNOeT
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS
+*********r*r**t*********+****i***************rtr***r***t
COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD
NUM ryPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN(ft:k) (ftI (ft)
1 TOTL LEFT TOP -.3 .087 4 .500 1BOT .0 .000 0 .000 0
RGHT TOP 112.9 .500 1 2.700 3BOT .0 .000 0 .000 0
2 TOTL LEFT TOP -374.7 .665 4 8.100 2BOT .0 .000 0 .000 0
RGHT TOP 4U.'t .665 4 5.600 2BOT .0 .000 0 .000 0
3 TOTL LEFT TOP -s18.8 .500 4 7.000 2BOT .0 .000 0 .000 0
RGHT TOP .3 .087 4 .500 1BOT .0 .000 0 .000 0
x1'.iTilt?:"':'l?,h1,.:r:;:Ktg"ffi ::::lJ3:3":,'35*'AssNOes
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS
r*t*t*******t*******!r****t**t***tr******r*+**********ttt
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MAX.I.P. LOAD
NUM ryPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN(ft) (ft-k) (ft) (ftI
2 TOTL 7.650 TOP .0 0 .000 0 .000 0
BOT 77.7 3 5.850 2 4.050 3
3 TOTL 13.300 TOP .0 0 .000 0 .000 0
BOT 2U1 4 7.700 1 9.100 3
';/u''."Ti,t?:.':'i?,'"0"'",.::"ll5.fitg.ffi :i::lJ3:3"3,'35*'o"Nles
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS
COL CROSS TOTAL TOTAL-VERT COLUMN STRIP
NUM SECTN MOMENT DIFFERENCE MOMENT
(ft:k) (ft-k) ( %) (ft-k) ( % ) (ft:kl( % ) (ft-k)(o/o )
'r LEFT TOp -.3 .0 ( 0) -.1 (32) .0 ( 0) -.2 ( 68)BOT .0 .0 (
RGHT TOP 112.9
BOT .0 .0 (
2 LEFT TOP -374.7
BOT .0 .0 (
RGHT TOP 434.1
BOT .0 .0 (
3 LEFTTOP -518.8
BOT .0 .0 (
RGHT TOP .3
1 BOT .0 .0(v
0) 0(0) .0(0) .0(0)
.0 ( 0) 35.7 (32) .0 ( 0) 77.3 ( 68)0) 0(0) .0(0) .0(0)
.0 ( 0) -281.0 ( 75) .0 ( 0) -e3.7 ( 25)0) .0(0) .0(0) .0(0)
.0 ( 0) 32s.6 ( 75) .0 ( 0) 108.5 (25)0) .0(0) .0(0) .0(0)
.0 ( 0) -254.e ( 4e) .0 ( 0) -264.0 ( 51)0) .0(0) 0(0) .0(0)
.0(0) .2(4e) .0(0) .2(51)0) .0(0) .0(0) .0(0)
BEAM MIDDLE STRIP
MOMENT MOMENT
DISTRIBUTION OF DESIGN MOMENTS IN SPANS
******a*****ir***!a*tf ******1*tttt*******
SPAN CROSS TOTAL TOTAL.VERT COLUMN STRIP
NUM SECTN MOMENT DIFFERENCE MOMENT
(ft-k) (ft-k)( % ) (ft-k)(%o ) (ft-k) (% ) (ft-k)( % )
BEAM MIDDLE STRIP
MOMENT MOMENT
7.6s roP .0 .0 ( 0) .0 ( 0)
BOT 77.7 .0 ( 0) 46.6 ( 60)
13.30 rOP .0 .0 ( 0) .0 ( 0)
BOT 264.1 .0 ( 0) 158.5 (60)
.0(0) .0( o)
.0 ( 0) 31.1 ( 40)
.0( 0) .0( 0)
.0 ( 0) 105.7 ( 40)
'f ;1';'#il,1?3"'3t?,"*,.::"5i5.fitg.ffi ::::lJ3:."":,:MENrASSNosel0
SHEAR ANALYSIS
OTE-Allowable shear stress in slabs = 282.84 psi when ratio
of col. dim. (long/short) is less than 2.0.
--Wide beam shear (see "CODE") is not computed, check manually.
-:AftCr the column n0mberS, C = Coirier, E = Exteiior, I = Inteiior.
DIRECT SHEAR WITH TRANSFER OF MOMENT--.- AROUND COLUMN --
COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS(psi) (kips) (psi) (kips) (ft-k) (ft-k) (psi)
1E 152.30 1 51.6 19.64 3 51.6 95.0 12.4 24.80
21 282.84 4 203.6 334.08' 4 203.6 73.4 29.4 390.52*
3E 152.30 4 111.0 42.23 4 111.0 481.4 -63.0 68.53
* - Shear stress exceeded.
- - AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS(psi) (kips) (psi)
1 Not applicable, drop dimensions nol specified.
21 279.68 4 199.4 149.80
3 Not applicable, drop dimensions not specified.
x1;t:.ffi t?:;3'i?,1T",["5;5K"1ffiffi ::::lJ3:3":f MENTASSNJeIl
NEGATIVE REINFORCEMENT
COLUMN-PATT'LOCATION * TOTAL - COLUMN STRIP * MIDDLE STRIP
NUMBER. NO."@COL FACE'DESIGN * AREA WIDTH * AREA WTDTH
* (ft-k) . (sq.in) (ft) . (sq.in) (ft)
1 1 llR 112.9 1.94 9.0 4.21 19.52 { llR 434.1 8.86 9.0 4.2',t 19.53 4 L ll -518.8 6.69 14.0 6.93 14.5
POSITIVE REINFORCEMENT
SPAN *PATT*LOCATION * TOTAL 'COLUMN STRIP * MIDDLE STRIP
NUMBER- NO.'FROM LEFT DESIGN " AREA WIDTH ' AREA WIDTH
(ft) . (ft-k). (sq.in) (ft) . (sq.in) (ft)
2 3 7.7 77.7 1.94 9.0 4.21 ',t9.53 4 13.3 zMj 4.37 14.0 3.13 14.5
Coe , lyIrTD,
C-) l,o o'5
(+) obz o,25
+bO b" To? €-t&>t''
#-b O lo" TF @ iltl:- '
+b@lL" b6('@Coc-
+ <a@-, tL" ba-r,@r4rD
%*',.'#fl ,t?:::'i?,'"'JJf 5l5'ft"1'#.ffi ::::lJ3:""":'''85*'essNf et2
DESIGN RESULTS
OTE-The schedule given below is a guide for proper reinforcement
placement and is based on reasonable engineering judgement.
Unusual boundary and/or loading conditions may require
rnodification of this schedule.
NEGATIVE REINFORCEMENT
" COLUMN STRIP -MIDDLE STRIP- LONG BARS - SHORT BARS - LONG BARS
COLUMN * -B A R - L E N G T H- -.8 A R - L E N G T H- - -B A R - L E N G T H.
NUMBER * NO SIZE LEFT RIGHT - NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT. (ft) (ft) .(ft) (ft) . (ft) (fr)
3 #6 .50 5.55 3 #6 .50 3.87 13 #6 .50 4.20
8 #710.08 8.83 7 #7 6.70 6.70 13 #6 9.78 7.28
8 #6 8.68 .50 7 #6 5.87 .50 16 #6 8.68 .50
POSITIVE REINFORCEMENT
^* COLUMN STRIP - MIDDLE STRIP
J r-oruc BARS . sHoRT BARs . LoNG BARs . sHoRT BARS
SPAN .--- BA R ---- ----- BA R ----*---- BA R ---- *---- BA R ----
NUMBER * NO SIZE LENGTH - NO SIZE LENGTH - NO SIZE LENGTH - NO. (ft) . (ft) . (ft) . (fr)
SIZE LENGTH
3 #6 17.75 3 #6 15.75 7 #6 18.25 6 #6 't5.30
5 #6 27.75 5 #6 24.50 5 #6 28.25 5 #6 23.80
,|
2
3
2
3
%1,11ffi t?3::':T]'"T..::Tl',".i"ry,,H"ffi ::::TJ:ilR":.=X5*'AssN3e14
DEFLECTION ANALYSIS
***'t***t*t*****i*:lll****t****t**t*****
*rar-tn" deflections below must be combined with those of
SPAN " LOAD '
the analysis in the perpendicular direction. Consult
users manual for method of combination and limitations'
--Spans 1 and 4 are cantilevers.
-Time-dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(Dl) deflection. See "CODE" for range of multipliers'
--Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline'
Defleitions are computed as from an average uniform loading
derived from the sum of all loads applied to the span'
-Modulus of elasticity of concrete, Ec = 4287' ksi
* TCOLUMN STRIP*MIDDLE STRIP
* DEAD . DEFLECTION DUE TO: . DEFLECTION DUE TO:
NUMBER- leff. " DEAD
* (in^4) ' (in) - (in) -
* LIVE * TOTAL -
(in) . (in) . (in) .DEAD - LIVE - TOTAL -
(in)'
28500. .000 .000 .000 .000 .000 .000
28500. .020 .010 .03',1 .002 .002 .004
26256. .151 .09S .249 .103 .064 -167
28500. -.002 -.001 -.002 --002 -.001 -.002
QUANTITY ESTIMATES
****t**t********i******t***********
TOTAL QUANTITIES
CONCRETE 41.7 cu.Yd
FORMWORK 1352' sq.ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE)
(POSITIVE)
1371. lbs
1264. lbs
SUMMARY OF OUANTITIES
CONCRETE .84 cu'fUsq.ft
FORMWORK 1'01 sq.fVsq.ft
REINFORCEMENT** .... 1'97 lbs / sq.ft
--(IN THE DIRECTION OF ANALYSIS)
* Program comPleted as requested *
72-o9-2002 ADoss(tm) ?.01 proprietary software of PoRTLAND CEMENT ASSN. page l01:46:18 PM Licensed to: Monroe and Newe.Ll Engineers, Inc., Denver, CO
SHEAR ANALYSIS***************************
NOTE.--A1l-cr-rab]e shear s.tsress in slabs - 252.9d- psi wfren ratioof col . dim. (long/short) is less than 2.0.
--Wide bearn shear (see "CODE") is not computed, check manually.
--After the column numbers, C: Corner, E: Exteriot, I= fnterior.
DIRECT SHEAR WITH TRANSFER OF MOMENTAROUND COLUMN
COL. ALLOW. PATT REACTION SHEAR PATT REACT]ON UNBAL. SHEAR SHEARNO. STRESS NO.
lpsi )
STRESS NO.
( kips ) lpsi )
MOMENT TRANSFR STRESS(kips ) (ft-k) (ft-k) (psi)
rE 247.65 4 / _r*q_ 113.?0 4 75.0 42.7 .0 113.70.2r 247.65 4 /(3:gg) 248.83+:,..4 278.e .0 .0 248.83*3E 24i.65 4 ' --6.0 1i3.?0 .4 15.0 -42.i .0 113.70
* - Shear stress. exceeded.
-. AROUND DROP/SOLTD HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
1 Not applicable, drop dimensions not specified.2 Not applicabJ.e, drop dimensions not specified.3 Not applicable, drop dimensions not specified.
NUMBER STRESS NO.
(psi )/lrincl /nci \\ue4 /
O
72-O9-2002 ADOSS(tn) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. page l-2l:46:18 PM Licensed to: Monroe and Newel-l Enoineers. Tn.:. _ Denver, CO
DESIGN RESUL?S
********************** J.****
NorE--The sehedule gi'"'en beJ.evr i-s a g',ride for proper rei-rrforcemeatpl-acement and is based on reasonable engineering judgement.
Unusual boundary and/or loading conditions may reguiremodification of this schedule.
NEGATIVE REINFORCEMENT******************************** ************
* COLUMN STRIP *MIDDLE STRIP* LONG BARS * sHoRT BARS * LONG BARS
COLUMN * -BAR - LE N GT H- * -BAR _ L ENG TH_ * -BAR- L E NG T H-
NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT + NO SIZE LEFT RIGHT* {t.1 (fr ) * { f.; (fr ) * {t.1 (ft )
t** g #51.75 8.82 4 #5 1.75 6.10 I #s 1.75 6.64z L/8 # 810.25 10.25 I # 8 6.10 6.10 1.2 # 510.25 10.253+* 4 #5 8.82 1.75 4 +s-6.=ft- 7.15 8 #s 6.64 1.75
** - Positive reinforcement required, design rnanually.
POSITIVE REINFORCEMENT***************+****************************
* COI,UMN STRIP + MTD DLE STRIP* LONG BARS * SHORT BARS * LONG BARS * SHORT BARSSPAN * ---- BAR---- * --*- BAR---- * ____ BAR ____ * ____ BA R ____
NUMBER * NO STZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH* /++\ *
\rL/(fr) *(ft) *
2 I * 6 28.09 7 # 6 24.7.1 7 # 5 28.59 7 # 5 24.063 I #6 28.09 1 #6 24.17 7 #5 28-59 7 #5 24.06\---
L2-09-2002 ADOSS (tm) T.0L Proprietary Software of PORTLAND CEMENT ASSN. page 141:46:1"8 PM Licensed to: Monroe and Newel_l Engi_neers, Inc,, Denver, CO
DEFLECTION ANALYSIS
*** ******** *t *************** i*******rf *
,. NOTES--The def.leetsions below mus t be combined with- those ofthe analysis in the perpendicular dj_rectj-on. Consult
use.rs manual for method of combination and fimitations.
--Spans 1 and 4 are cantilevers.
--Time-dependent deflections are in addi.tion to those
shown and must be computed as a multip_Lier of the deadload(DL) deflection. See "CODE" for range of multip]_iers.
--Deflections due to concentrated or partial loads may be Iargerat the point of application than those shoh,n at the center.l-ine.Deflectrons are computed as from an average uniform loading
derj-ved from the sum of atf loads applied to the span.
--Modulus of elasticity of concrete, Ec : 3934. ksi
* * COLUMN STRI P * M]DDLE STRI P* DEAD * DEFLECTION DUE To: * DEFLECTIoN DUE To:SPAN * LOAD * -------- --
NUMBER * IEff. * DEAD * LIVE * TOTAL * DEAD * LTVE - TOTAL ** (in^4) * (in) * (in) * (in) * (in) * (in) * (in) *I
1 22250- -.052 -.019 -.071- _.a52 _.019 _.0712 18560. .298 .189 .48't .175 .Og2 .2663 18560. -298 .189 .48'7 .r15 .og2 .2664 22250. -.052 -.019 -.0?1 _.052 _.019 _.071
QUANT]TY ESTIMATES****++***************+*************
TOTAL OUANTITIES
CONCRETE 41.5 cu.ydFORMWoRK . 134 6. sq. ft
REINFORCEMENT (IN THE DIRECT]ON OF ANALYSTS)(NEGATIVE) 7249. lbs(POSTTIVE) 1965. fbs
SUMMARY OF QUANTITIES
CONCRETE .83 cu. ftlsq. frFORMWORK 1.00 sq. ftlsq. fr
REINFORCEMENT** .... 2.39 lbs ,/ sq.ft
** (IN THE DTRECT]ON OE ANALYSIS)
* Prooram a:clmnl atpal :< rp.rr16cl-a.i *
02-19-2004 ADoss(tm) 7.01 proprietaryloftware of pORTLAND CEMENT ASSN. paoe 1
9:39'.21',AM Licensed to: Monroe and Nf Engineers. Inc., Denver. CO J
pppppp
p pc
p pcp pc
p pc
p pc
pppppp
p
p
AAA DDDDDAAD D OA AD DO
AAAAAAN D DA AD DOA AD D OA A DDDDD
ccccc aaaaaca a
ca
aaaaaa
ca a
ca a
ccccc aaaaaa
OOO SSSSS
O S SS SOS SO O SSSSS
OSS
O S SS S
OOO SSSSS
SSSSS
SSSSS
(ffi mm mm )( t mmmm )
SSSSS (tmmm)
T***************************************************
Computer program forANALySIS AND DESTGN OF SLAB SYSTEMS
******rl+**:l*************************:r!r********:l**********
Licensee stated above acknowledges that porfland cement Association(pcA)
is not and cannot be responsible for either the accuracy or adequacy of thematerial supplied as inpur for processing by the ADoss(tm) compuier program.
Furthermore, PCA neither makes any warranty expressed nor implied with respectto the correctness of the output prepared by the ADoss(tm) program. ArthoughPCA has endeavored to produce ADoss(m) error free ttre progiam is noi anocannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licenseei. Accordingly, pCA
disclaims all responsibility in contract, negligence or other tort for anyalalysis, design or engineering documents prepared in connection with the useof the ADOSS(Im) program.
Note: Further information and technical support on the ADoss computer program
is available through the CpCA Web site at: ',www.cDca.ca,'.
i.i;l,?Tfl 'too3f,3t?,'"'"'Jf:;'."'iryg"ffii::lJ3:l"f
MENrASsNf oez
FILE NAME C:\PROGRA- 1 IADOSS\DATA\5762SP51 .ADS
5762
u)JEcr
tD-
SPAN ID. 51
ENGINEER
DATE
TIME
UNITS
CODE
az
2t19t2004
09:01:44
U.S. in-lb
ACt318-95
SLAB SYSTEM FLATSLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 4
SOLID HEAD DIMENSIONS : AS INPUT BY ENGINEER
CONCRETE FACTORS SLABS BEAMS COLUMNS
|lrsrwlpcr ) 150.00 150.00 15O.OO.FIE NORMALWGT NORMALWGT NORMALWGTfc (ksi) 5.00 5.00 S.0O
density factor 1.00 1.00 1.00fr (psi) 530.30 530.30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.25 in OUTER LAYER
AT SLAB BOTTOM = 1.75 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 6
ATSLAB BOTTOM = #6
MINIMUM SPACING:
lN SLAB = 6.00 in
11;l?ffi t'.313t?'"H:"5If .fin:ffi
::::ll3:"",S,:MENrnssNf oe3
SPAN/LOADING DATA
***!r*tt!t*!r**iit*t
t|IllEryGIH rslab l wlDrH L2**.1 SLAB l b
UMBERI L1 | LEFT RtcHT I SYSTEM I STRtp STRtp.-l s. oL trvE t
| (ft) (in) | (ft) (ft) | | (ft) (ft) l(psf ) (psf )l
l---- l-------- | -------l---- l---------l--------rrtttttl
| 1.1 1.5 10.0 | 14.0 s.0 | 2 t 23.0 .0 | 20.0 50.0 || 2 | 28.1 10.0114.0 e.0 I 2 | 23.0 11.51 2O.O 50.013 | 28.s 10.0|14.0 9.0 | z | 2s.0 r.s1 zo.o so.o j4'l 1.5 10.0114.0 9.0 | 2 | 23.0 .Ol 2O.O 50.01
' -lndicates cantilever span information.-- -Strip width used for positive flexure.
"'-L2 widths are 112 disl. to transverse column.
"E"-lndicates exterior strip.
H.IN-!-I"O-1?NG DATA
PARTIAL LOADINGS ARE NOT SPECIFIED
X1:1,',',Til,173"'3'j?,'"1,.::":;f KSffi;::::lJ3:1":f MEN'ASSNase4
COLUMNffORSIONAL DATA
LUMN lcoLUMN ABovE sLAB lcoLUMN BELow stng tcAprrRt*;lcoLuMN MtDDLEI
INUMBER I C1 C2 HGT I Cl C2 HGT IEXTEN. DEprHlSTRtp.| | (in) (in) (ft) | (in) (in) (ft) | (in) (in) I (ft) (ft) |
sTRtP.l
,|
I
2
3
| 18.0
| 18.0
118.0
.0
.0
.0
.U
.0
.0
.0
.0
tl
12.0 | 18.0
12.0 I 18.0
I t.c I Lc
11.5 11.5
11 .5 11.5
I
12:0 i
12.0 |
12.0 |
.U
.0
.0
Columns with zero "C2" are round columns.. -Strip width used for negative flexure.**-Capital extension distance measured from face of column.
12.0 | 18.0
COLUMN I TRANSVERSE BEAM I
NUMBER IW|DTH DEPTH ECCEN I
| (in) (in) (in) | (ft) (ft) (ft)
DROP PANEUSOLTD HEAD ISUPPORT ILEFT R|GHT WTDTH THTCK lFtxtry- |(in) | ok
I
1-5
1.5
1.5
1
2
3
.0
.0
.0
1.5
1.5
1.5
tl3.0 12.0
3.0 12.0
3.0 12.0
100%
100o/o
100o/o
fixity of 0% denotes pinned condition.
Support fixity of g99o/o denotes fixed end condition.
x1,l',,'#il,1?3"'3,j?'"'JJ:"$5',fi ryffi g::ll3:3":f MENTASSNSeS
LATERAL LOAD/OUTPUT DATA
]*or L.ADS ARE Nor spEcrFrED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1-s; = 75o/o
LOAD FACTORS:
U=1.40'D+1.70-L
u = .75( 1.40*D + 1.70*L + 1.70-W)
U=.90"D+1.30-W
OUTPUT OPTION(S):
lnout Echo
Column Strip Distribution Fac
Shear Table
Reinforcing Required
Bar Sizing
Additional Information
Deflections
Material Quantities
.feorreo DRop pANEL LENGTH RrcHT LESs rHAN 1/6 oF spAN AT coLUMN .l
DUP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
*. SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 1
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
**SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGEDISTANCE, EXCESS DEPTH ON SPAN 1 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
*'SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1i4TH THE SUPPORT-DROP EDGEDISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
* SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
"- SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
* SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
**SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGEDISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
:xglfFD DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGEI]IUINCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
.. SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
** 6nl-/\lFtf ri hh/\l\ hAltt-t tAflr\tt t t t-6.\ ?lt lt arO /\t-.\11Alt .r/\a.\t I rrrrt .t
O2-19-2OC4 ADOSS(Im) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6
9:39.22AM Licensed to: Monroe inO ruef engineers, Inc., Denver, CO O
I oEslcru MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS
***r+*r***l**al**ta!l****i*****l**ti********t*a****l*t**i+*
COL LOAD CROSS DESIGN DISTANCE LOAD MM.I.P. LOAD
NUM ryPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN(ft-k) (ft) (ft)
1 TOTL LEFT TOP -5.5 .262 4 1.500 1
BOT .0 .000 0 .000 0
RGHT TOP 192.3 .665 4 4.275 3BOT .0 .000 0 .000 0
2 TOTL LEFT TOP -549.5 .665 4 8.550 2
BOT .0 .000 0 .000 0
RGHT TOP 549.5 .665 4 8.s50 3BOT .0 .000 0 .000 0
3 TOTL LEFT TOP -192.3 .665 4 4.275 2BOT .0 .000 0 .000 0
RGHT TOP 5.5 .262 4 1.500 1
BOT .0 .000 0 .000 0
o
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DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS*i*******t+****t**************!t*t**tr*!t!r**t*************
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MAX.I.P, LOADNUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN(ft) (ft-k) (ft) (ft)
2 TOTL 12.113 TOP .0 0 .000 0 .0oo oBOT 255.2 4 9.263 2 9.262 1
3 TOTL 16.388 TOP .0 0 .000 o .0oo 0BOT 255.2 4 9.263 1 9.262 3
x1;',,?Til,t"":;:,i?,h'"'J:fi 5Ks?""ffj::lJ3:"""3,:MENrAssN-se8
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS*tt*******t+****!t*********************:rt**
COL CROSS TOTAL TOTAL-VERT COLUMN STRIP BEAM MIDDLE STRIPNUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT(ft-k) (ft-k) ( o/o ) (ft-k) ( yo ) (ft-k) (%) (ft-kJ (%'r
1 LEFT-rOP -5.5 .0 ( 0) -5.3 ( 96) .O ( 0) -.2 ( 4)BOT .0 .0(0) .0(o) .o(0) 0(0)
RGHT TOp 192.3 .0 ( 0) 185.6 ( e6) .0 ( 0) 6.8 ( 4)Bor .0 .0(0) .0(0) .o(o) .0(o)
2 LEFT TOp -549.5 .0( 0') _412.1(75) .O( O) _137.4(25)BOr .0 0(0) .0(0) .o(o) .0(0)
RGHT TOp 54e.5 .0 ( 0) 412.1 ( 7s) .O ( O) 137 .4 ( 25)BOT .0 .0(0) .0(o) .0(0) .o(0)
3 LEFTTOP -1e2.3 .0(0) _1s5.6(96) .O(0) _6.8( 4)BOT .0 .0(0) .0(0) .o(o) o(o)
RGHT TOp 5.5 .0 ( 0) 5.3 ( 96) .O ( O) .2 ( 4)
^ BOr .0 .0(0) .0(o) .o(o) .0(o)
--------__-___
DISTRIBUTION OF DESIGN MOMENTS IN SPANSitrl***ta**!rt*t*t**tt**t*****:l******:rti*
SPAN CROSS TOTAL TOTAL-VERT COLUMN STRIP BEAM MIDDLE STRIPNUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT(ft-k) (ft-k)(%) (ft_k)(%) (ft_k)(7o) (ft_k)(%)
212.11rop .0 .0( 0) .0( o) .0(0) ,0( o)Bor 2ss.2 .0( 0) 1s3.1 (60) .01 o1 roz.r (+oy
3 16.3e_rop .0 0 ( 0) .o ( 0) .0 ( 0) 0 ( 0)BOr 255.2 .0( 0) 153.1 (60) .O( O) 102.1(40)
02-19-2004 ADOSS(Im) 7.01 Proprietary Software of PORTLAND CEMENT ASSN' Page 9
9:39:22AM Licensed to: Monroe ino rudf Engineers, Inc., Denver, CO O
SHEAR ANALYSIS
TE-Allowable shear stress in slabs = 282.84 psi when ratio
of col. dim. (long/short) is less than 2.0.
-Wide beam shear (see "CODE") is not computed, check manually.
-Afterthe column numbers, C = Corner, E = Fxterior, | = Interior.
DIRECT SHEAR WITH TRANSFER OF MOMENT
---- AROUND COLUMN ---
COL. ALLOW, PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS
(psi) (kips) (psi) (kips) (ft-k) (ft-k) (psi)
1E 282.U 4 90.4 197.73 4 90.4 205.s 82.2 402.21'.
2t 282.84 4 214.9 352.58* 4 214.9 .0 .0 352.58"
3E 282.84 4 90.4 197.73 4 90.4 -205.5 -82.2 402.21*
* - Shear stress exceeded.
- - AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS
(psi) (kips) (psi)
1E 282.84 4 87.2 93.42
2l 279.68 4 210.7 158.26
3E 282.84 4 87.2 93.42
%1.1,*fl ,to"3"':,i?,hoJJ:"5l5'ft ny"ffi ::::lJ3:1":.'X5*'nssxf ero
NEGATIVE REINFORCEMENT
**t*******+!a*****:l*******t***ir*******t*****t
f aoru"**pATT.LocATroN . TorAL . coLUMN srRrp * MTDDLE srRrp
NUMBER" NO.-@COL FACE- DESIGN * AREA WTDTH . AREA WTDTH. (ft-k) '(sq.in) (ft) * (sq.in) (ft)
1 4 ll R 192.3 4.85 11.5 2.48 11.5z 4 llR 549.5 11.20 ,"1.5 3.56 i1.53 4 L ll -192.3 4.85 11.5 2.48 11.5
1".?.s..i1,1.y."r...55.r.1:.f._o.R c€ rvr E N T
SPAN -PATT*LOCATION - TOTAL * COLUMN STRIP - MIDDLE STRIP
NUMBER* NO.-FROM LEFT" DESIGN * AREA WIDTH - AREA WIDTH
(ft) . (ft-k) '(sq.in) (ft) . (sq.in) (ft)
2 4 12.1 255.2 4.24 11.5 2.80 11.53 4 16.4 255.2 4.24 11.5 2.80 11,5
(+ I io o.3S
(+) o,.{ o.Zb
+,GQ b" ToP @ CP-.
*be17'tc? I lvlrD'
* Ue n-" br. @ oot-
* bev" 6a-r 9tY'1,ff2,
o2-1g-2oo4ADoSS(tm)T.0lProprietarySgftwareofPORTLANDcEMENTASSN.
g:3gt22AM Licensed to: Monroe and NelEngineers, lnc', Denver' CO
P"5tt.l*"o..T..I*.F.:..u.'.!
t t
Orr-rn" schedule given below is a guide for proper reinforcement
- placement and is based on reasonable engineering judgement'
iJnusual boundary and/or loading conditions may require
modiflcation of this schedule.
Pageo 11
NEGATIVE REINFORCEMENT
**t***+:t****t***+t*l******+*******a:lt*******
* COLUMN STRIP *MIDDLE STRIP- LONG BARS - SHORT BARS - LONG BARS
COLUMN * -B A R - L E N G T H-' -B A R - L E N G T H- * -B A R - L E N G T H'
NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT
. (ft) (ft) . (ft) (ft) . (ft) (ft)
1 6 #6 1.50 8.82 5 #6 1.50 6-10 8 #6 1.50 6.64
2 10 #710.31 10.31 I #7 6]0 6.70 8 #610.25 10.25
3 6 #6 8.82 1.50 5 #6 6.10 1.50 I #6 6.O4 1.50
r--?:.1.11x5... 5..t. l.lli.-o"r.95ll. t * t
* COLUMN STRIP I MIDDLE STRIP
l- loruc BARS . sHoRT BARS * LoNG BARS . sHoRT BARs
#N . ---- B A R ---- - -- BA R---- t---- BA R ----*---- BA R ---
NUMBER * NO SIZE LENGTH - NO SIZE LENGTH - NO SIZE LENGTH * NO SIZE LENGTH
. (ft) . (ft) . (ft) . (ft)
se
hrL.
-) t"o
2535 #6 28.09 5 #6 24.77 4 #6 28.59
#6 28.09 5 #6 24.77 4 #6 28.59
4 #6 24.06
4 #6 24.06
9T{t?ITTD 9RP
o,35 ;/:
IO,V5:az
I
X1;1,?Til,i73"',i',,?,h'"'",.::"5i5'ftn?"?;::::lJ$:""":,:MENrAssNff e12
ADDITIONAL INFORMATION AT SUPPORTS*t**********************************************t*****************
| " *=,*r. suMMARy. ADD,L R/F RE.'D DUE ro ,NBALAN.ED (u.) M'MENT TRANSFER
coLUMN * ------------*
NUMBER " W/O U. MOMENT " MAX.U. *GAMMA- FLEXURAL *PATT* CRITICAL SECTION- REQ'D - PROV'D* MOMENT * -f * TRANSFER -NO. * SLABW - AREA - R/F
'(sq.in) (sq.in)- (ft-k) - * (ft-k) . . (ft) (sq.in)
1 7.33 8.36 237.2 .60 142.3 4 3.8 3.88 6 #62 14.76 14.92 51.0 .60 30.6 2 3.8 ]9 0 #73 7.33 8.36 -237.2 .60 -142.3 4 3.8 3.88 6 #6
NOTE: Zero transfer "CRITICAL SLABW' indicates no support dimensions
given for transfer.
lf beam(s) are present, transfer mode may be due to beam shear
and/or torsion, check manually.
ADDITIONAL INFORMATION FORIN-SPAN CONDITIONS
* REINF. SUMMARY *
SPAN *- TOTAL FACTORED SPAN
NUMBER- AT MIDSPAN * STATIC DESIGN MOMENT* REQ',D. - PROV'D.. (W/O PARTIAL LOADS)* (sq.in) (sq.in) . (ft-k)
2 7.03 7.92 61.t.33 7.03 7.92 611.3
o2-1g-2OO4ADOSS(tm) 7.01 Proprietary slftware of PoRTLAND CEMENT ASSN. Page 13
9.39.22AM Licensed to' ur-onroe InJ rtr{enoineers, lnc', Denver, co O
?5 l..t.:.?.I.,-9.|...3"[l.f.y.:' t
Gttt--tne deflections below must be combined with those of
the analysis in the perpendicular direction. Consult
users manual for method of combination and limitations'
*Spans 1 and 4 are cantilevers.
-Time-dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers'
-Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline'
Deflections are computed as from an average uniform loading
derived from the sum of all loads applied to the span.
-Modulus of elasticity of concrete, Ec = 4287. ksi
* *COLUMN STRIP'MIDDLE STRIP. DEAD . DEFLECTION DUE TO: . DEFLECTION DUE TO:
SPAN - LOAD -
NUMBER- leff. * DEAD * LIVE * TOTAL * DEAD - LIVE * TOTAL *
- (in^4) * (in) - (in) * (in) * (in) . (in) * (in) *
23000. -.018 -,006 -.024 --018 -.006 -.024
19790. .215 .082 .297 .107 .040 .147
19790. .215 .082 .297 .107 .040 '147
23000. -.018 -.006 -.024 -.018 -.006 --024
QUANTITY ESTIMATES
tt***t*********t:r***********l*****t
TOTAL QUANTITIES
CONCRETE 43.6 cu.Yd
FORMWORK 1416. sq.ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 1410. lbs
(POSITIVE) 1427. tbs
SUMMARY OF QUANTITIES
CONCRETE .85 cu.fVsq.ft
FORMWORK 1.03 sq.fUsq.ft
REINFORCEMENT** .... 2.06 lbs / sq.ft
"*(IN THE DIRECTION OF ANALYSIS)
* Program comPleted as requested *
1e
4
1 2- 0 9- 2OO 2 ADOSS / i_,n lz, o z, ie- iu^;i::j ::l J; l'""5i3i,:;:"i1":if .3:::- :f PORTLAND CEMENTr. Engtneers, lnC., Denver,
:. :,- :.1.:.,-.:. T.1. :. :. :. _.. :
NOTE--AII ohrable shear c+_^_^ . _of, e o.r-. o-gr,.n"?l-."
tl",i" lt' slabs = 252. 96 ps-r- ,vheri -,; -,, rr-ons,/shor-i;' i;1""; i:::t.psr when raLio
__Wide beam shear (see ,,ggpg", is not computed, check--After the co-lumn numbers, c = cor.,". "-_':-'
''t':ctt lTtdnDdlly.
DTREcT sHEA" :-:'-'l-
- Lorn€rr E: Exterjor' r = rnterior.
--ol- oorrH
;::: ll#:,; .lj: *.o.i,5*o iriul'
",^,: :^i.i ; ; ; * _ : : M o M E N r
(psi) /r-,..--\ STRESS to.t REACTTON
-UNBAL-
--------l*,p") (psi) (kin<r y:yt$ ;ffftir- :ii3i,
ASSN. p6gs
co 10
---_______- lPs.r, 4r\.1r'{rrK STRESS
i! l"it1 I ;#s-;t* i r;:r i;;r;r rii:ii- li:ii:3c 252.e6 ; ffi S#Jp i ,:::i "'.; .B :1?::.;;'" !4es4 4 46'u ,z'.1 '3 i;:'11..0 L49 -94* - Shear srress !?F.o"a.
.oru"* -ffi# DBoP/soLrD HEAD - -
NUMBER ;;*"il; 'fr;l REACTTot'r sHEAR
---------lf:11 --- (kips) ?;f;'
i il:: iltll""bt", ;;;;;;;;;;;;-,.,z r\ot appf icabLe. .r.^^ .-, i-l_'" 'vrrr Ilol specified.3 Nor "ilii;i:; ;::: iiilil:if:;:: :ii:*l:=S:
@
I2-09-2002 ADOSS (rm)2:02:28;,';";#lj J;?',.iil:':;:TJ,:i.'.;".;:.::,::-i#:: ;:f:i:,ASSN. pase 12
?.:.:'t l.:_f...l.:.:. y.:.I. :
NOTE__The scheduL
p ra-ceirien t -e glven befow -is " ":13: for propdr reinrorcement
unusuaL ooull t" based on t"""J'
modi rica t iol.f';l:;::;j::iffi"::i:, :l:;:";:i"l.l,li:"*"';:' "
SPAN *
COLUMN
LONG BARS *
---- Q
'\
h! n t\ ____ *
:. ?_:. i.:. i* y*:*
* * *:*:* I. ).:_ 3.l,-:.:.y.:'.I.l
STRIP
sHoRT BARS * r,olrl-";.:"_ -srRrp__BAR____,, ____-: - :^*" '. SHORT BARS
MTn UL)L STRIP
NUMBER * hro srzE LENGTH . "o--riri*f fi- l *LENGTH * No srzE LENGTH . ,n--"1"3 l-_:- -(ft) * ,-.." or4l LENGTH
# 5 28.5s 4 # s 24.06
'3:32:33',3.^::::J:lj J.?".ii33':::TJ":ii.;ff:"::,::_ll3:: ;:H::. ^::, pase 14
?.:. :. l.:. :. l* j*:*1.
* *.1. 1.1. :,-:. :. ]. :
:,:^t
o: must.be eoinbirred with those_of.::-f:lp"ldicul-ar direction. corr",_riimethod of combination and finitations
--e^--^ . .u|,drrs I and 4 are canti ievers.
--liff;':i:T:::
S:':::rj.ons are in addirion to rhose
Ioad (DL) o.ia."ii"iomputed as a murt-iplrer of the deadr. See "CODE" for range of multipliers
to concentrated or piappricatioi-ii.""in5.3ltl:-1 loads mav be rarser
computed a" rrom ---'le srlown at the centerllne.
sum or urr ro"J"""p;l:::':."lij.:Li""ot,n
NOTES--The defLections
the inaTysis- inusers manua.l for
--Def.Lections dueat the point ofDeflections arederived from the
- *Modul r: s
CONCRETE
FORMWORK
REINFORCEMENT TTN TTiEi'NEr:n.r,rrznr
( POSITIVE )
SUMI\4qRY OF QUAN?ITIES
CONCRETE
FORMWORK
RE TNFORCEMENT * *
25.4 cu.yd823. sq. ftDrREcrroN of lxar,ysrs r794. Ibs7293. lbs
r** DEAD * "oLuMN sTRTp * MrDDr,E srRrpsPAN - ;oo; *-- DEELECTToN DUE ro
NUMBER . ;;; ;--;;;;--;- ;;;; :;:-::::---l-____:::T:ll:i DUE ro:
* (in^4) * ,.-, lrvrJ lorA', : ?p? . Lr;;--;--;;;;;--;---------l ttt' * (in) * (i'1 132s0. -----------------___ll___:__l::l__l__l::l * {in; *_.052 _.019 _ o-11; ijjil 3j,1 133 :yi - il; -:3'n - 071
4 132s0. _ 1?: 1gg .486 '.;;; l;" .266_.0s2 _.01e _.oii _.;;; _.3i; _.t i
of elasticity of concrete, Ec = 3g34. ksi
3.Y.1.f,r1.1"T.: E s r r MA rE sx*+*)r * :t**** * * ***+ * * **** * t
TOTAL QUANTITIES
ft / sq. ft
f t,/sq. f t/ sq. ft
"* (IN THE DTRECTION OF ANALYSIS)
.83 cu.
1. 00 sq.2.54 lbs
* Program completed as requested *
o@
L2-Ll-2002 ADOSS(tm) 7.01 Proprietary software of PoRTLAND CEMENT ASSN. page 103:57:01 PM Licensed to: Monroe and Nlwelf Engineers, Inc., Denver, CO
SHEAR ANALYSIS***************************
NOTE- -A-1] owable. slrear stress l-'n sfabs : ZgZ.g psi whenof coJ-. dim. (1ong,/short ) is less than 2 , O.
--Wide beam shear (see ',CODEI) is not cornputed, check manually.
--After the column numbers, C: Corner, E: Exteriorl I = Interior.
DIRECT SHEAR WITH TRANSFER OE MOMENTAROUND COLUMNCOL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEARNo. tT:::: No. srRESs No. MoMENT TRANSFR srREss\ps-r/ (kipsy (psi ) (kips) (fr_k) (ft_k) (psi)--;:--. -. - -----------
-L t! lbr-.ub 1 38.5 / 33.41 r 38.5 _26.7 .0 33.4.12t 2i6.92 4 248.g/d.zgz.gs* i zae.g .o .0 2g2-94*3E 2'76.92 4 108.3 i-64.11 4 108.3 60.9 .0 164.11
* - Shea.r stress exceeded.
- - AROUND
COLUMN ALLOW.
NUMBER STRESS
(psi )
DROP/SOLID HEAD - -
PATT REACTION SHEAR
NO.
(kips) (ps i )
ratio
not speci fied.
not specified.
not specified.
I Not applicabte,
2 Not applicable,
3 Not app.ticabt-e,
drop dimensions
drop dimensions
drop dimensions
Oo\urut ryh''Fs=
H i,
72-rr-2002 ADoss (tm) 7.01 propr.ietary software of PORTLAND CEMENT ASSN. page 123:57:01 PM Licensed to: Monroe and Newelf Engineers, fnc., Denver, CO
DESIGN RESULTS
..** *+* ***** *+ * **+** * ** *.* ** * *
NorB--The schedu-L'e .gl=verr berow is a qui-de for proper rGinforcementpfacement and is based on reasonable "rrqin".rirrg iroga^..,tunusual boundary and/or loading conditions ,.y ieirlremodlfication of this schedufe.
NEGATIVE RE]NFORCEMENT**********************************++********
* COLUMN STR]P *MIDDLE STRIP* LONG BARS * sHoRT BARS * LONG BARSCOLUMN * :BA R - L E NG T H- * -BAR - L E N G TH- * _BA R _ L E N G T H_NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT* trtl , (ft) * (ft) (fr) * (rr) (ft)
l** 4 # 5 .42 5.4g 3 # 5 .42 3.80 I4 # 5 .42 4.r42 1 # 913.48 9.19 1 # 9 1.63 6.35 L4 # 513.48 7..733** s # 5 n.l9 1.7s 5 # s 6.35 r.15 .10 # 5 6.92 1.75
** - Positive reinforcement required, desrgn manually.
POS IT IVE REINFOR,CEMENT** + * + * ** * *,r r< * * **,r******* ** *** * ** * * ** * * * * * * **
* C O L U M N S-T R I P * M I D D L E S T R I P
spAN : --::-: ^ 3o1:__ 't sHoRr. BARS * LoNG BARS * sHoRr BARS___ dA R ;___ r ____ B A R ____ * ____ B A R ____NUMBER * No srzE LENGTH * No srzE LENGTH * No srzE I.,ENGTH * No srzE LENGTH(fr) - (r.) * (fr) (fr)
z 4 f 5 17.83 3 # 5 15.83 7 # 5 18.33 t # 5 15.383 13 #6 29.34 t2 #6 25.87 72 #5 2s.84 11 #5 25.12
0fi-4 1* \=r.77\$F rnidd\e3@=
t? b4.'14 r-'
| ' \-..''
: j,*f- + *l ** /o" €lt-s.\ cr!J:-r;rlir:*
- QlT
lz,qzi,rl
6,a411
u%
72-LF2a02 ADoss(tm) 7.01 proprietary software of PoRTLAND CEMENT ASsN.3:57:01 PM Licensed to: Monroe and Newell Engineers, Inc,, Denver, CO
DEFLECTION ANALYSIS** * **** ******* **********:a* *** * * *** ** * *
Page 14
NorEs--The deflecti-ons bgiow must be conbfne-d'with thi ie ofthe anal-ysis in the perpendicular direction. ConsuLtusers manual for method of conbination and Iimitations.
--Modulus of elasticity of
--Spans 1 and 4 are cantiLevers.
--Time-dependent deflections are in additron to thoseshown and must be computed as a rnultiplier of the deadIoad(DL) deffection. See "CODE', for range of rnultipliers.
--Deffections due to concentrated or partial Ioads may be Iargerat the point of application than those shown at the centerl-rne.Deflections are computed as f.rom an average uniform foadingderived from the sum of all loads applied to the span.
'*
* DEAD
SPAN * LOAD
NUMBER * Ieff.* (in^4)
COLUMN
DE ELECT ] ON
concrete, Ec : 4287. ksi
S TR] P * MIDDLE S TR I P
DUE TO: * DEFLECTIoN DUE To:
I DEAD
(in1
* LIVE* (in)
r TOTA], * DEAD * LIVE + TOTAL :F
' {:n1 . {in; * (in) * (in)
1 28 630.
3 22933.4 28630.
.000
.007
.401
-.066
.000
.006
.282
- .024
.000
. U-LJ
.689
-.090
-.u26
.27I
-.uoo
.000
-.009
1 ,,t E,
- .024
.000
-. UJ /
- non
QUANTITY ESTIMATES***********************************
TOTAL QUANTITIES
CONCRETE
FORMWORK
REINFORCEMENT (IN THE
(NEGAT]VE )
( POSITIVE )
SUMMARY OT QUANTITIES
cu.yd
sq. f t
OF ANALYSIS)
lbs
Ibs
44.7
T429.
DI RECT ION
r47 6.
20'7 L.
CONCB.ETE . 93 cu. ftlsq. ft
r uruvrwuKn l- . 00 sq. f t /sq. f tREINFORCEMENT*+ . . . . 2.48 tbs ,/ sq. ft
**(IN THE DIRECTION OF ANALYSIS)
+ Prog-ram completed as reguested *
02-19-2004 ADOSS(tm) 7
e :5i :2 1AM Lice n sed r", Mo;,::"$5n tPff :j: :lJ3:1":f M E N r AS s e g e t
pppppp
p pcp pc
p pcp pc
pppppp
p
p
AAA DDDDDAAD D OA AD DO
AAAAAAA D DA AD DOA AD D OA A DDDDD
ccccc aaaaa
ca a
ca a
ca a
ccccc aaaaaa
ca
6aeaaa
OOO SSSSS SSSSSO S SS Sos sO O SSSSS SSSSSO S S (tttttmm mm )O S SS S ( t mmmm )OOO SSSSS SSSSS (tmmm)
Computer program for ANALyS|S AND DESIGN OF SLAB SYSTEMS
*raa***l****t*******i******tr***!r**+*a**rt*t**************
Licensee stated above acknowledges that porfland cement Association(pcA)
is not and cannot be responsible for either the accuracy or adequacy of the
material suppl]ed as input for processing by the ADoss(tm) compuier program.
Furthermore, PCA neither makes any warranty expressed nor implied witn-respecr
to the correctness of the output prepared by the ADoss(tm) program. Although
PCA has endeavored to produce ADoss(tm) error free ttre piogiam is not and
cannot be certifled infallible. The final and only responsibility foi
analysis, design and engineering documents is the licenseei. Accordingly, pcA
disclaims all responsibility in contract, negrigence or other tort for any
analysis, design or engineering documents prepared in connection with the use
of the ADOSS(Im) program.
Note: Further information and lechnical support on the ADoss computer program
is available through the CPCA Web site at: "www.cpca.ca".
-
02-19-2004 ADOSS(Im) 7
e : 53 ; 2 1 AM L i ce n sed,",
"0"t"
I!"51'0"tft f, Pffij: : lJ 3:.t":,:
rvr E N r AS s Qs e 2
FILE NAME C:\PROGRA-1\ADOSS\DATA\5762SP53.ADS
u) J E c' o______
__-?1?_1
SPAN ID. 53
ENGINEER az
DATE 2t,t9/2004TIME 09;01:44
UNITS U.S. in-tbcoDE ACt318-95
SLAB SYSTEM FLATSLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 4
SOLID HEAD DIMENSIONS : AS INPUT BY ENGINEER
cgacRETE FACTORS SLABS BEAMS COLUMNS
ISITY(pcf ) 1s0.00 100.00 lSo.oO]Y?E NORMAL WGT NORMAL WGT NORMAL WGTfc (ksi) 5.00 5.00 S.OO
density factor 1.00 1.00 1.OOfr (psi) 530.30 530.30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.25 in oUTER LAYER
AT SLAB BOTTOM = 1]5 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 6
ATSLAB BOTTOM = #6
MINIMUM SPACING:
lN SLAB = 6.00 in
* SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 1DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
"'SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 1DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
*ilCIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGEDlilNcE, EXCESS DEPTH oN SPAN 1 SIDE IGNORED FoR REINFoiCEMENT cALcULATtoNS.
*SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGEDISTANCE' EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
** arr|Fr^lFtt-h nrt^Ft FrAltl-r tFlt/rittrt-r.r. I t-a\a_ ?t t lt a r/! /\t_ t_Ft at -r /\/\t t rrtl, n
02-19-2004 ADOSS(Im) 7.01 ProprietarSlftware of PORTT-AND CEMENT ASSQge S
9:53:21 AM Licensed to: Monroe and Nilll Engineers, Inc., Denver, CO
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS
*ttr*a*t*at*********t****t*****t++*t*tt**t***t**********i*
COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD
NUM ryPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN(rr.$ (ft) (ft)
1 TOTL LEFT TOP -25.4 .52s 4 3.000 1BOT .0 .000 0 .000 0
RGHT TOP 189.7 .665 4 2.600 2BOT .0 .000 0 .000 0
2 TOIL LEFT TOP -474.4 .665 4 6.500 2BOT .0 .000 0 .000 0
RGHT TOP 403.5 .665 4 8.100 3BOT .0 .000 0 .000 0
3 TOTL LEFT TOP -102.9 .500 2 2]00 2BOT .0 .000 0 .000 0
RGHT TOP 2.6 .17s 4 1.000 1BOT .0 .000 0 .000 0
o2-1g'2oo4ADoss(tm) 7.01 ProprietaSpftware of pORTLAND CEMENT nssQge a
9:53:21 AM Licensed to: Monroe and Ndfll Engineers, Inc., Denver, CO
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANSt*tt***t*t*t****lt****************'l*t***a***************
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MAX.I.P. LOADNUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN(ft) (rt-k) (ft) (ftI
2 TOTL 11.050 TOP .0 0 .000 0 .000 0BOT 301.3 4 8.450 1 9.750 1
3 TOTL 10.350 TOP .0 0 .000 0 .ooo oBOT 75.6 2 4.050 2 6.750 3
X1,li;lTfl ,t?3,'':'i?,'*0J,.,.:f5l5'finH''ffi ::::lJ3:."":,:35*'o"!o"s
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS
*****tt+*t***!rtt****ll****t**t************
COL CROSS TOTAL TOTAL.VERT COLUMN STRIP BEAM MIDDLE STRIP
NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT
(rt:k) (fi-k) ( %I (ft:kl( % ) (ft_k) ( 7o ) (ft_k) ( 7o )
1 LEFTTOP -2s.4 .0( 0) -24.7 (97) .0( 0) _.7( 3)BoT .0 .0(0) .0(0) .0(0) .0(o)
RGHT TOp 189.7 .0 ( 0) 1s4.4 ( e7) .0 ( 0) 5.4 ( 3)BOT .0 .0(0) .0(0) .0(0) .o(o)
2 LEFT TOp -474.4 .0 ( 0) -355.8 ( 7s) .0 ( O) _118.6 ( 25)BOr .0 .0(0) .0(0) .0(0) .o(o)
RGHT TOp 403.5 .0 ( 0) 302.6 ( 75) .O ( O) 100.e ( 25)Bor .0 .0(0) .0(0) .0(0) .0(o)
3 LEFT TOp -102.9 .0 ( 0) _32.5 ( 32) .0 ( O) _70.4 ( 68)BOr .0 .0(0) .0(0) .0(0) .0(0)
RGHr rop 2.6 .0 ( 0) .8 ( 32) .0 ( 0) 1.8 ( 68)
^BOT
.0 .0(0) .0(0) .0(0) .0(o)
-
DISTRIBUTION OF DESIGN MOMENTS IN SPANS***a****ta***it****t*******************
SPAN CROSS TOTAL TOTAL-VERT COLUMN STRIP BEAM MIDDLE STRIPNUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT(ft-k) (ft-k)(%) (ft-k)(%) (ft_k)(70) (ft_k)(%)
211.0sTOp .0 .0(0) .0(0) .0(0) .0(o)
BOT 301.3 .0 ( 0) 180.8 ( 60) .O ( O) 120.5 ( 40)
310.35rop .0 .0(0) .0(0) .0(0) .0(o)BOT 75.6 .0 ( 0) 45.3 ( 60) .0 ( 0) 30.2 ( 40)
K,l?;?Tf, ,t"*3Li'.?,'^,T","i:fi 5'fif,ffi;::::lJ3:1":f r'erurnssQoeo
SHEAR ANALYSIS
**+**++*****il*********:l****
lOtr--O,,o*able shear stress in slabs = 282.g4 psi when ratio
of col. dim. (long/short) is less than 2.0.
---Afterthe coiumn nUmbers, C = Corner, E jExterior, | = lnterior.
DIRECT SHEAR WITH TRANSFER OF MOMENT---- AROUND COLUMN --
COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEARNO' STRESS NO. STRESS NO. MOMENT TRANSFR SiNESS(psi) (kips) (psi) (kips) (ft_k) (ft_k) (psi)
-Wide beam shear (see'CODE) is not computed, check manually.
1E 282.84 4 115.6 252.97 4 115.6 172.5 69.0 424.62.2t 282.84 4 212.0 347.87' 4 212.0 _87.0 -34.8 414.79'3E 152.74 1 50.6 19.41 2 50.5 _83.1 _12.2 23.65
' - Shear stress exceeded.
- - AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO, STRESS(psi) (kips) (psi)
1E 279.68 4 113.8 114.002l 279.68 4 207.8 156.11
3 Not applicable, drop dimensions not specified.
x1.1rTil,t?:::,i?,'"'"'J:"$5Kyjg"ffi ::::lJ3:3":f MENrAssNleT
NEGATIVE REINFORCEMENT
COLUMN-PATT-LOCATION - TOTAL * COLUMN STRIP - MIDDLE STRIP
NUMBER. NO.-@COL FACE* DEStcN - AREA WTDTH . AREA WTDTH. (ft-k) " (sq.in) (ft) . (sq.in) (ft)
1 4 llR 189.7 4,80 13.0 3.35 15.52 1 Ell -174.4- 9.74 9.0 4.21 i9.53 2 Lll -102.9 1.94 9.0 4.21 19.5
POSITIVE REINFORCEMENT
SPAN *PATT-LOCATION - TOTAL - COLUMN STRIP - MIDDLE STRIP
NUMBER- NO.*FROM LEFT- DESIGN * AREA WIDTH * AREA WIDTH
(ft) '(ft-k) * (sq.in) (ft) . (sq.in) (ft)
2 4 11.1 301 .3 5.01 13.0 3.35 15.53 210.4 75.6 1.94 9.0 4.21 19.5
jat_ rhrD
(-> L l 0.6
C) o,q o.,L,
* b g .{ ,b" a^ e'l e, b' Te g (D,-
eb@ro"-To?@fvlrD
e b@fL" bot @ 1at-
&o8 tL" fu-r gpa19
11,1:;Ti,t?:::'j?,1'"'J:"5;5'ft ,1#,ffi :fi :TJ3:3":iMENrAssNSes
DESIGN RESULTS
Or---rn. schedule given below is a guide for proper reinforcement
placement and is based on reasonable engineering judgement.
Unusual boundary and/or loading conditions may require
modification of this schedule.
NEGATIVE REINFORCEMENT
* COLUMN STRIP -MIDDLE STRIP- LONG BARS - SHORT BARS - LONG BARS
COLUMN * -B A R - L E N G T H. * -B A R - L E N G T H- - -B A R - L E N G T H-
NUMBER - NO SIZE LEFT RIGHT'NO SIZE LEFT RIGHT - NO SIZE LEFT RIGHT. (ft) (fr) . (ft) (ft) . (ft) (ft)
1 6 #6 3.00 8.07 s #6 3.00 5.60 10 #6 3.00 6.092 7 # 810.14 10.94 6 #8 7.56 7.56 ',13 #6 8.04 9.643 3 #6 5.55 1.00 3 #6 3.87 1.00 13 #6 4.20 1.00
POSITIVE REINFORCEMENT
- COLUMN STRIP * MIDDLE STRIP
I r-or.rc BARs . sHoRT BARS . LoNG BARS . sHoRT BARSsqN *-- BA R ---- *---- BA R ---- *---- BA R ---- ----- BA R ----
NUMBER * NO SIZE LENGTH - NO SIZE LENGTH'NO SIZE LENGTH * NO SIZE LENGTH- (ft) t (ft) . (ft) . (ft)
2 6 # 6 25.59 6 #6 22.59 5 #6 26.09 5 #6 21.94
3 3 #617.75 3 #6 15.75 7 #6 18.25 6 #6',15.30
'iJ.1;1Til,1?3::t?"H:"5l5,ftyfl Iy.?';::::lJ3:3":.'X5*'nssruf; ;e':o
DEFLECTION ANALYSIS
Grrr--rne deflections below must be combined with those of
the analysis in the perpendicular direction. Consult
users manual for method of combination and limitations-
--Spans 1 and 4 are cantilevers.
-Time-dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline'
Deflections are computed as from an average uniform loading
derived from the sum of all loads applied to the span.
-Modulus of elasticity of concrele, Ec = 4287. ksi
* ICOLUMN STRIP-MIDDLE STRIP
' DEAD ' DEFLECTION DUE TO: . DEFLECTION DUE TO:
1?
4
SPAN * LOAD -
NUMBER" leff. * DEAD. LIVE - TOTAL. DEAD'LIVE * TOTAL -
- (in^4) " (in) . (in) . (in) * (in) . (in) ' (in) '
28500. -.035 -.012 -.Q47 -.036 -.012 -.048
27020. .173 .076 .249 .091 .037 .128
28500. .0',19 .011 .029 .000 .o02 .002
28500. -.001 .000 -.001 -.001 .000 -.001
3.',..i,|..1 l.l.I.,i.: -I-ly. 1-l t t
TOTAL QUANTITIES
CONCRETE 42.9 cu.Yd
FORMWORK 1392. sq.ft
RETNFORCEMENT (lN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 1436. lbs
(POSITIVE) 1275. lbs
SUMMARY OF QUANTITIES
CONCRETE .85 cu.ftlsq.ft
FORMWORK 1.02 sq.fVsq.ft
REINFORCEMENT** .... 1.98 lbs / sq.ft
."(IN THE DIRECTION OF ANALYSIS)
* Program comPleted as requested *
12-71-2002 ADoss(tm) ?.0L proprietary software of e0RTLAND cEMENT ASSN. page 104:01:59 PM Licensed tot Monroe and Newe.ll_ Engineers, Inc., Denver, CO
SHEAR ANALYSIS
******************+********
lioTE-- -Af rowabte sh-e-aF stTess iTi sf5b5 : 282.84 psT wFen rat-ioof col,. dirn. (long/short) is Less than 2.0.
--Wide beam shear (see "CODE") is not conputed, check manually.
--After the column numbers, C = Corner, E : Exterior, I = fnterior.
DIRECT SHEAR WITH TRANSFER OF MOMENTAROUND COT,UMNCOI. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEARNO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS
_______jT:l_____. '(kips) (psi) lkipsi (ft-k) (ft-k) (psi)
1E 161. o6 '
'-----;;l;-;--;;-.;;----;-----;;:;----_;;:;-------:;----;;-.;;--
21 276-92 4 299.ay'0f,.1a0.:o* 4 2ss.4 .O .o 340.30*3E 276.92 4 122-? 185.95 4 122."1 68.8 .o 185.95
* - Shear stress exceeded.
- - AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS
(psi ) (kips) lpsi )
1 Not applicable, drop dimensionb not specified.2 Not applicable, drop dimensions not specified.3 Not applicable, drop dimensions not specified,
@
L2-II-20A2 ADOSS (tm) 7.01 Propr:ietary Software of PORTLAND CEMENT ASSN. Page l2
4:01:59 PM Licensed !o: Monroe and Newel-f Engineers, Inc', Denver, CO
DESIGN RESULTS
+**+***********************
Na]T;-__Tha. <nho.lrrl * rtt---... L.-. 1^,., i- ^ -..i^^ f .\r nl-oDer rei nfCI.Cengnt--- - rIVeIl UE llrvY !J a vurss !v! yfv|J!r
r,l ^-emenr and is based on reasonable engineering judgenent,
UnusuaJ" boundary and/or Ioading conditions may requrre
modificatron of this s chedule .
NEGAT]VE REINFORCEMENT
***********+******l.*********++**************
* coLU* LONG BARS
COLUMN*-BAR-LENG
NUMBER * NO SIZE LEFT* (fr)
q T Q T p +M r
SHORT BARS
-BAR._LENGTH-*-B
NO SIZE LEFT RIGHT * NO(fr) (fr)
DDLE STRIP
LONG BARS
AR-LENGTH-
I f i- \ / f | )
MN
TH-
RIGHT(fr)
1**
2
3**
4
B
5
s q rl ?q
# s 8,89
4
I
5
** - Positive re.inforcement required, design manually.
DNqTT'T\/tr B.EINFORCEMENT
*******************************l*+********+*
6 .54
8.89
I. /J
STR* SHORT* ---- B A+ NO SIZE
+ q A)
+ E 11 ?O
# s 6.14
*o
+q
^.>
5.55
6. 15
4 .50
5.15
1.75
4 .9L
1.75
16
16
14
* COLUMN* LONG BARS
SPAN BAR____
NUMtsER * NO SIZE LENGTH* (f r )
IP
BARS
R ----
LENGTH
DLE
R ----
I,ENGTH
* M]D
T LONG* ---- B A* NO S]ZE
STRIP
SHORT BARS
----BAR----
NO SIZE LENGTH(fr)
2
3
8
10
1
10
I
L2
8
T2 +trIt?it
2I .33
28 .34
1,8.90
24.99
2L .83
28.84
18.36
24 .21
C-Olu-,t'*.\'=rrv'-r'-Y = {C't& {\'
iua*i* *-.*".'''? = Z4'O 4+'
t-r:.+-6!.a.r'*-= AA1O,8N\ +-- r=
' \:'-r:.." f;l I \- |
rn^ ilyrT
2 t5fr_L -t.+F-*l7,&4.Zo l- +ddt " .
c,4a.s
{o,ot/to'? = CV-
12-lI-2002 ADOSS (tln)
4 :01:59 PM Licensed
o@
?.01 Proprietary Soflware of PORTLAND CEMENT ASSN' Page 14
to: Monrol and Newell- Engineers, rnc'' Denver' co
DEFLECTION ANAL YS I S
**************************************
NOTES--The- deff ections be-low must be combined r'ri'th thosg- o-f-
tne analysis in the Perpendicular direction' Consult
,""t" .ti,"1 for method of combination and limitati-ons
--Time-dependent defLections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deffectlon. See "CODE" for range of multipliers '
--Deflections due to concentrated or partial loads may be Iarger
at the point of application than those shovrn at the centerJine'
Deflections are computed as from an average uniforrn loading
derived from the sum of all loads applied to the span'
--Spans 1 and 4 are cantilevers
- -Modulus
* DEAD
of efasticity of concrete, Ec = 4287 ' ksL
* COLUMN STRI P
* DEFLECTION DUE TO:
* MI DDI,E STRI P
* DEFLECTTON DUE TO:
+ Tr\nn
*il#*-;?;. * DEAD + LrvE * TorAL * DEAD * LrvE * rorAl *
------ : ll-11 : lll -:--l:1.-:--i::l---:--il:l--:--11:l--:--irl---:
1 33760. -.003 -'oo1 -'oo4 -'003 -'001 -'004
2 2s694. .o-t2 ' 033 ' 105 ' 003 '002 ' 005
3 2s6es. .352 '255 ' 608 '207 ' 108 ' 315
4 33760. --057 -'o2o - 'o'11 -'05? -'02a -'078
OUANTTTY ESTIMATES
*********,.*+****+*********+****+***
TOTAL QUANTITIES
CONCRETE
FORMViIORK
REI NFORCEMENT
(NEGAT IVE )
(POSTTIVE )
(]N THE
54. 5
L]70.
DIRECTION
1570.
2406.
cu. yd
sq. ft
OF ANALYSTS )
l-b s
lbs
SUMMARY OT QUANTITIES
CONCRETE
FORMV,I0RK
REINFORCEMENT+ *
-,1 F" /<.1 ft
sq, ftlsq. ft
lbs / sq. ft
.83
1. 00
2.25
**(IN THE DIRECT]ON OE ANALYSIS)
* Program comPleted as requested *
?3,J3;Tiiii"?'"3!1f,11#1,':J::Xi'ilil;iYil?":'"',":n:ru?cEMENrAssruf set
pppppp
p pc
p pcp pcp pc
p pc
pppppp
p
p
AAA DDDDDAAD D OA AD DO
AAAAAAA D DA AD DO
A AD D OA A DDDDD
ccccc aaaaa
ca a
ca a
ccccc aaaaaa
OOO SSSSS
O S SS SOS SO O SSSSS
OSS
O S SS S
OOO SSSSS
SSSSS
SSSSS
(ttttt mm mm )( t mmmm )SSSSS (tmmm)
a
aaaaaa
aa
Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS
Licensee stated above acknowledges that Portland Cement Association(pCA)
is not and cannot be responsible for either the accuracy or adequacy of the
material supplied as input for processing by the ADOSS(Im) computer program.
Furthermore, PCA neither makes any warranty expressed nor implied with respect
to the correctness of the output prepared by the ADOSS(Im) program- Although
PCA has endeavored to produce ADOSS(Im) error free the program is not and
cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensees. Accordingly, pCA
disclaims all responsibility in contracl, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use
of the ADOSS(tm) program.
Note: Further information and technical support on the ADOSS computer program
is available through the CPCA Web site at; "www.cpca.ca,'.
-
?il3:itiifi,;'":::'f,Ll^::.li::Xiiinruil"":'":in:flffi it'J'o"Qoez
FILE NAME C:\PROGRA-1\ADOSS\DATA\5762SP54.ADS
DJECT ID. 5762v
.PAN rD --;;---
ENGINEER az
DATE 2h9t2001TIME 09:01:44
UNITS U,S. in-IbcoDE ACt318-9s
SLAB SYSTEM FLAT SLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 4
SOLID HEAD DTMENSIONS ; AS tNpUT By ENGINEER
CACRETE FACTORS SLABS BEAMS COLUMNS
USITY(pcf ) 150.00 150.00 1s0.00TYPE NORMALWGT NORMALWGT NORMALWGTfc (ksi) 5.00 5.00 5.00
density factor 1.00 1.00 1.00fr (psi) 530.30 530_30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.25 in OUTER LAYER
ATSLAB BOTTOM = 1]5 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 6
ATSLABBOTTOM= #6
MINIMUM SPACING:
lN SLAB = 6.00 in
* SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 1DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
-" SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 1
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
:lglryo DRop DEprH AT coLUMN 1 cREATER THAN 1/4TH THE suppoRT-DRop EDGEDIS?ANCE, EXCESS DEPTH ON SPAN 1 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
."SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGEDISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
rri} 6hFatl-ll-|'\ a\6a\6 Fr}trll-t I rrr^Tlt I t-t-t I rl-ar -rt IAI|,at -rFar|-tAI| A.rar,.\t I larlt 6
?3,J3;?iii3"""?3!T,f l^:1"',i:Hiin'iHil'":,:ilS"?,::^3'J'nss.rfea
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS
COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P- LOAD
NUM WPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN(f.-kI (ft) (ftI
1 TOTL LEFT TOP -20.6 .525 4 3.000 1BOT .0 .000 0 .000 0
RGHT TOP 47',1.7 .665 4 5.662 2BOT .0 .000 0 .000 0
2 TOTL LEFT TOP -795.7 .665 4 7.550 2BOT .0 .000 0 .000 0
RGHT TOP 598.1 .66s 4 11.000 3BOT .0 .000 0 .000 0
3 TOTL LEFT TOP -65.2 .500 2 9.000 3BOT 37.5 .500 3 .000 0
RGHT TOP 2.3 .175 4 1.000 1BOT .0 .000 0 .000 0
02-19-2004ADOSS(Im) 7
1 0 : 00 : 1 2 AM L icensed,", ,,: l, :J:H".tin;iTil?":t"ti Hroffi:%tJ r AS s ss e +
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS**tlt**************r**rt****i**r***tt**r****t***********
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MAX.I.P. LOADNUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN(ft) (ft:k) (ftI (ft1
2 TOTL 17.931 TOP .0 0 .000 o .oo0 0BOT 473.2 4 12.269 1 12.269 1
3 TOTL 14.500 TOP .0 0 .oo0 o .oo0 0BOT 83.6 4 6.500 2 4.500 4
?6,J3;f iiifl """,?:lT,Ll#i,:J::i"Jilllruil;":'"',,:n:ff ;:t'Jrnssf oes
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS***tt*****+*!a+!t**++t!t**:r+*t***+!t**t******t
COL CROSS TOTAL TOTAL-VERT COLUMN STRIP
NUM SECTN MOMENT DIFFERENCE MOMENT(rk) (ft-k) ( % ) (ft-k)( % ) (ft:k) (o/o) (ft_k) (%)
BEAM MIDDLE STRIP
MOMENT MOMENT
1 LEFTTOP -20.6 .0(0) _1e.8(e6) .0( 0) _.7( 4)BOr .0 .0(0) .0(0) .o(0) o(0)
RGHTTOP 471.7 .0( 0) 455.1(96) .O( 0) 16.6( 4)BOT .0 .0(0) .0(0) .o(o) .o(o)
2 LEFT TOp -795.7 .0 ( 0) _596.8 ( 75) .0 ( 0) _19s.9 ( 25)BOr .0 .0(0) .0(0) .0(0) .0(o)
RGHT TOp 5e8.1 .0 ( 0) 448.5 ( 7s) .O ( 0) 14e.5 ( 25)BOT .0 .0(0) .0(0) .o(0) .0(0)
3 LEFT TOp -65.2 .0 ( 0) _25.6 ( 39) .O ( O) _39.6 ( 61)Bor 37.s .0 ( 0) 14.7 (3s) .0 ( 0) zz.e (ati
RGHT TOp 2.3 .0 ( 0) .9 ( 39) .0 ( o) 1.4 ( 61)lBor .0 .0(0) .0(0) .0(0) .0(o)
\v
17.e3_TOp .0 .0 ( 0) .0 ( 0) .o ( 0) .0 ( 0)Bor 473.2 .0 ( 0) 2s3.e ( 60) .o ( o) ras.g i+o)
14.!0_Iop .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0)BOT 83.6 .0 ( 0) 50.2 ( 60) 0 ( o) 33.4 ( 40)
DISTRIBUTION OF DESIGN MOMENTS IN SPANS**********!rt***!r*t*********lrt**********
SPAN CROSS TOTAL TOTAL-VERT COLUMN STRIP BEAM MIDDLE STRIPNUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT(ft-k) (ft-k)(%) (ft_k)(%) (ft_k)(%) (ft_k)(%)
?3;3:iif,fft'"?:l'fJ"1'fl l"',i:'J:'ii:ruffi'""':n:tr;:tilresstrf, eo
tt-I.F.f.Lni:.1.t.J.:' t r{
TE-Allowable shear stress in slabs = 282'84 psi when ratio
of col. dim. (long/short) is less than 2.0.
-Wide beam shear (see "CODE") is not computed, check manually'
-After the column numbers, C = Corner, E = Exterior, l= Interior'
DIRECT SHEAR WITH TRANSFER OF MOMENT
--.- AROUND COLUMN ---
COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS
(psi) (kips) (psi) (kips) (ft-k) (ft-k) (psi)
'tE 282.84 4 131.8 288.44. 4 131.8 470.3 188.1 756.52.
2t 282,U 4 238.6 391.49* 4 238.6 -217.1 -86.8 558.48.
3E 155.56 1 43J 20.26 2 43.5 -48.9 -7.9 23.53
'- Shear stress exceeded.
-. AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS
(Psi) (kiPs) (Psi)
1E 279.68 4 130.0 130.24
2t 279.68 4 234.4 176.08
3 Not applicable, drop dimensions not specified.
?3,J3;?iif1,"".,'.::'flf l^:1":J:#inruil?S',in:ro?cEMENTASSnlsez
NEGATIVE REINFORCEMENT
*******i********:t*t********t+tt***!r*****t***
.' COLUMN*PATT-LOCATION - TOTAL " COLUMN STRIP " MIDDLE STRIP
NUMBER* NO..@COL FACE. DEStcN * AREA WTDTH " AREA WTDTH. (ft-k) - (sq.in) (ft) . (sq.in) (ft)
1 4 ll R 471.7 12.47 11.5 2.48 11.52 4 Lll -79s.7 17.13 10.0 5.19 13.0
3"" 2 Lll -65.2 2.16 10.0 3.35 15.5
** - Positive reinforcement required, compute manually.
POSITIVE REINFORCEMENT
*****:r:r****t*t****t****t****t***************
SPAN -PATT*LOCATION " TOTAT 'COLUMN STRIP * MIDDLE STRIP
NUMBER- NO.-FROM LEFT- DESIGN - AREA WIDTH * AREA WIDTH
(ft) . (ft-k) " (sq.in) (ft) . (sq.in) (ft)
2 417.9 473.2 8.05 11.5 5.27 11.53 4 14.5 83.6 2.16 10.0 3.35 15.5
(Pt- rlarO
/-\ t,fu a,b\/
(+) onb o,3
* 6 @ to" er * 7 @ b,o" n vle@,3" ror 6co,-
*. u, g tc>" ao? frtlDDLE
t+ a @ a" bot. C-oe .
* b@ lo" bot' flrD
?6,J3.:i'i,ifl'"""?:['fl,f1'f,:"',J:?XTt]itil?,'""'"''i[:fl?f":T'J'ASSN]e 8
DESIGN RESULTS
placement and is based on reasonable engineering judgement.
Unusual boundary and/or loading conditions may require
modification of this schedule.
NEGATIVE REINFORCEMENT
- COLUMN STRIP *MIDDLE STRIP- LONG BARS - SHORT BARS * LONG BARS
COLUMN ".8 A R - L E N G T H- - -B A R - L E N G T H-' -B A R - L E N G T H-
NUMBER " NO SIZE LEFT RIGHT - NO SIZE LEFT RIGHT - NO SIZE LEFT RIGHT- (ft) (ft) . (ft) (ft) . (ft) (ft)
1 8 # 8 3.00 11.59 I #8 3.00 7.95 I #6 3.00 8.682 7 #1012.53 14.26 7 #10 9.42 9.42 12 #6 9.83 13.283*" 4 #610.18 1.00 3 #6 5.68 1.00 10 #610.18 1.00
** - Positive reinforcement required, design manually.
POSITIVE REINFORCEMENT
************************+*****tit***********
* COLUMN STRIP - MIDDLE STRIP- LONG BARS - SHORT BARS - LONG BARS - SHORT BARS
SPAN . --- B A R ---- * --- B A R ---- ----- B A R ---- * ---- BA R --NUMBER * NO SIZE LENGTH - NO SIZE LENGTH - NO SIZE LENGTH - NO SIZE LENGTH- (ft) . (ft) . (ft) . (ft)
2 10 #6 37.U I #6 32.87 6 #6 37.84 6 #6 31.923 4 # 6 19.75 3 #6 17.50 5 #6 20.25 5 #6 17.00
?3il3;?tif,-?"?'"31'f,Ll^3:,.',.J:*Tiltruili":'""ifi:ru?cEMENTAsslo"s
ADDITIONAL INFORMATION AT SUPPORTS*****************************ii***********ti**********rt*****r****
-
* REINF, SUMMARY- ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFERCOLUMN * --------------r
NUMBER - W/O U. MOMENT " MAX.U. *GAMMA* FLEXURAL *PATT* CRITICAL SECTION- REQ'D - PROV'D* MOMENT'-f 'TRANSFER *NO. - SLABW - AREA - R/F
"(sq.in) (sq.in). (ft-k) . * (ft-k) " . (ft) (sq.in;
14.95 16.16 517.4 .60 310.4 4 3.8 s.45 7 #822.32 23.06 -222.2 .60 _133.3 3 3.8 3.62 0 #105.51 7.48 -85.2 .84 -71.5 2 22.5 1.82 o #6
NorE: Zero transfer "cRlIcAL SLABW' indicates no support dimensionsgiven for transfer.
lf beam(s) are present, transfer mode may be due to beam shear
and/or torsion, check manually.
ADDITIONAL INFORMATION FORIN-SPAN CONDITIONS
******tt****lt****t********t!t*t**********:r*tt**:r***
1
2
2
SUMMARY
" TOTAL FACTORED SPAN
AT MIDSPAN * STATIC DESIGN MOMENT
- PROV'D. - (WiO PARTIAL LOADS)
(sq.in) - (ft-k)
- REINF.
SPAN *
NUMBER"* REQ'D.
'(sg.in)
2
?
13.32 13.6,f5.51 7.48
't098.3
325.7
?313:iliif l"'"?:$11,?1"',i:'Jiiilryil:'9"'":n:ff'cEMENTASSN
DEFLECTION ANALYSIS
*****t******ttrt*****t**********t**t**
IbtES--rne deflections below must be combined with those of-
tn" analysis in the perpendicular direction' Consult
users manuat for method of combination and limitations'
--Soans 1 and 4 are cantilevers'
-Time-dependent deflections are in addition to those
tho*tt"iiO must be computed as a multiplier-of the dead
r"iiiiiLl J"tr"ction' See;'coDE" for range of multipliers'
-Deflections due to concentrated or partial loads. may be larger
Xii'" ii'"i"r "pplication
than those shown at the centerline'
Deflections are computed as from an average uniform loading
J"iJ"J ito* the sum of all loads applied to the span'
-Modulus of elasticity of concrete, Ec = 4287' ksi
* *COLUMN STRIP"MIDDLE_S-TRIP
* DEAD . DEFLECTTON OUe fO: - DEFLECTION DUE TO:
Pageo
10
SPAN * LOAD -
DEAD - LIVE - TOTAL '
(in) .- LIVE * TOTAL -
(in) . (in). (in) -NUMBER* leff' * DEAD
* (in^4) ' (in) - (in) '
I
?
4
23000. -.079 -.027 -.106 -.080 -'028
tizeg..e65 -904 1.869 '473 '376
ziia1..o13 .oo7 .o2o -'ooe -'oo2
ziioo. .ooo .ooo .ooo 'ooo 'ooo
-.108
.848
-.011
.000
QUANTITY ESTIMATES
************+*******+:l*t**t*t*****t
TOTAL QUANTITIES
CONCRETE 46'1 cu'Yd
FORMWORK 1497' sq'ft
irEiI.iFiJNCiT"TENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE)
(POSlTlvE)
2742. lbs
2111. lbs
SUMMARY OF QUANTITIES
CONCRETE '85 cu'fUsq'ft
Fonuwonx 1.02 sq.fusq'ft -
hErr.tFonceruENT** ..'. 3.29 lbs / sq'ft
**(lN THE DIRECTION OF ANALYSIS)
* Program comPleted as requested *
I2-Og-2OO2 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN' Page l0
2:34226 PM Licensed to: Monroe and Newelf Engineers, Inc., Denver/ CO
SHEAR ANALYS]S
*******************+*******
NoTE--A11or4rable shear stress in, sl abs . 25?.9Q psi when ratio
of col-. dim. (l-onq/short) is less than 2.0.
--Wide beam shear (see "CODE") is not computed, check manually'
--After the cofumn nunbers, C = Corner, E = ExterioY ' T: Interior'
DIRECT SHEAR WITH TRANSFER OF MOMENT
AROUND COLUMN
COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS
(psr) (kips) lpsi) (kips) (ft-k) (ft-k) lpsi)
31.91 1 36.1 -24.9 .0 31.91
2'76.26*,,/.4 243.0 .0 .0 276.26*
160.96 1.,''4 106.2 -59.8 .O 160.96
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO.
(Psi )
) 1I1r,))
lleinc\ f n<i l
1 r'r^! --^ti^-l-ta ztr.rn dimcnqinnq lot soeCi figd..l t\uL dPPrrec'rrfEr \.i! v}J srrtLsrrJ!vrrJ Ive rtl
2 Not applicable' drop dimensions not specified.
? N.rf rnnl inalrle- clrnn dimansi.rs nof soecified.ayy!!vo uaL,
lZ-Og-2002 ADOSS(trn) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12
2:34:27 PM Licensed to: Monroe and Newell Engineers, Inc., Denver, Co
DESIGN RESU\TS
+*+ ****** *+** *** * * * ** * ** * *:t
NOTE--The scheduf e given beJ-ow is- -a gqi{q for- p-r-oper l9inf orcelgnt
nl:cemenf and is based on reasonabfe engineering judgenent.
Unusual boundary and/or loading conditions may require
modification of this schedule.
NEGATIVE REINFORCEMENT
* * * + * tf * * * * * * ** * * * * *+** * * * * * * * * t * * * * * * * * * * * * +
* COLUMN STRIP *M]DDLE STRIP
* LONG BARS * SHORT BARS * LONG BARS
COLUMN * -BAR- L EN G T H- * -BAR- L E NG TH- * -BAR - L E N GT H_
NUMBER * NO SIZE LEFT RTGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RTGHT
* (ft) (ft) * (ft) (ft) * (ft) (ft)
l** 3,#5 .42 5.34 3 +5 -{2 3.70 1-4 #5 .42 4'03
z L.{ # g 1.3-72 9.04 1 # 9/f -43 6.25 14 # 513-12 1'60
3** 5 # 5 9.04 1.75 5 + 5 6.25 r.15 10 # 5 6-81 1.75
** - Positive reinforcement required, design manually'
2 3 +5 17.33 3 +5 15.40 ? +517.83 t *514.96
3 12 #6 28.84 72 *u€B l-1 +s 2s.34 ll #s 24.70
POSITIVE REINFORCEMENT
***********************+********************
* COLUMN STRIP * MTD DLE STRIP
* LONG BARS * SHORT BARS * LONG BARS * SHORT BARS
spAN * ---- BAR ---- * ---- BAR---- * ---- BAR ---- * ---- BAR ----
NUMBER + NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH
* (fr) * (ft) * (ft) * (ft)
@
L2-09-2002 ADOSS(tn) 7.01 Proprietary software of PORTLAND CEMENT ASSN' Page 14
2:34:21 PM Licensed to: Monroe and Newel1 Engineers, Inc', Denver' CO
DEELECTION ANALYSIS
************+*******+*****************
NOTE$ -The deflections b,e-lgq 3-u9t be combined with those of
the analysis in tne peipendiculii af-iecfion ' ConsDlt
users manual for method of combination and fimitations
--anrne 1 :nd 4 are cant i ]evers
--Tirne-dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load (DL) deflection. See "CODE" for range of multipJ-iers'
--Deftections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline'
Deffections are computed as from an average uniforn loading
derived from the surn of all loads applied to the span'
--Modu.lus of elasticity of concrete, Ec : 3834' ksi
* * COLUMN STRl P * MIDDLE STRI P
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD *----------
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL *
* 1in^4) * (in) * (in) * (in) * (in) * (in) * (in)
1
2
3
28500.
24609.
20412.
28500.
.000
.006
-.070
.000
-.029
.293
-.070
.000 .000
.00s .0r2
.293 .144
_ nrq - nqq
nnn nnn
-. 010 -. 040
,i q] AAA
- .025 -. 096
QUANTITY ESTIMATES
* *** *** /.**** +****** ** J'*** ** * ** ** ***
TOTAL QUANT]TIES
CONCRETE
FORMWORK
RE I NFORCEMENT
(NEGAT]VE )
(POSITIVE)
(IN THE
43.0
r5).!,
DI RECT I ON
I4 5Y.
l-940.
cu.yd
sq. ft
OF ANALYS IS )
lbs
Ibs
SUMMARY OF QUANTITIES
CONCRETE
FORMWORK
RETNFORCEMENT * *
^rr fi / c.r fl-vg.l9lv\1..'
^- ct l^- CrDgl. !L/ Jq' !L
'I l-\c / <d fl-
1.00
2 .42
** (TN THE DIRECT]ON OF ANALYSTS)
* Program completed as requested '
O2-1s-2oo4ADOSS(tm) 7.01 Proprietafp"rg of PORTLAND CEMENT nssrrr*e r
'i0:31:41 AM Licensed to: Monroe and NeFell Engineers, Inc., Denver, CO
pppppp ccccc aaaaap pc ca ap pc c ap p c aaaaaap pc ca ap pc ca a
pppppp ccccc aaaaaa
p
p
AAA DDDDD OOO SSSSS SSSSS
A A D D O O S SS S
A AD DO OS S
AAAAAAAD DO O SSSSS SSSSSA AD DO O S S (ffimm mm)
A AD D O O S SS S ( t mmmm )A ADDDDD OOO SSSSS SSSSS (tmmm)
Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS
Licensee stated above acknowledges that Portland Cement Association(PCA)
is not and cannot be responsible for either the accuracy or adequacy of the
material supplied as input for processing by the ADOSS(Im) computer program.
Furthermore, PCA neither makes any warranty expressed nor implied with respect
to the correctness of the output prepared by the ADOSS(Im) program. Although
PCA has endeavored to produce ADOSS(Im) error free the program is not and
cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensees. Accordingly, PCA
disclaims all responsibility in contract, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use
of the ADOSS(Im) program.
Note: Further information and technical support on the ADOSS computer program
ic 2vailable through the CPCA Web site at: "www.cpca.ca".v
?3,1?;1'9Kf ."-""?il'Ll1^::"'#*ixmruffi"::'":n:s"?,:":1il'ASSNoe2
FILE NAME C:\PROGRA-I!ADOSS\DATA\5762SP55.ADS
Qrcr ro. s762
SPAN ID. 55
trN(llNtrtrR ^7
DATE 211912004
TIME 09:01:44
UNITS U.S. in-lb
coDE ACl318-95
SLAB SYSTEM FLAT SLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 5
SOLID HEAD DIMENSIONS : AS INPUT BY ENGINEER
qlcnerr FAcroRS SLABS BEAMS CoLUMNS
ENSITY(pcf ) 150.00 150.00 150.00
ryPE NORMALWGT NORMALWGT NORMALWGT
fc (ksi) 5.00 5.00 5.00
density factor 1.00 1.00 1.00
fr (psi) 530.30 530.30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksl
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.25 in OUTER LAYER
AT SLAB BOTTOM = 1.75 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 6
ATSLABBOTTOM= #6
MINIMUM SPACING:
lN SLAB = 6.00 in
** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 1
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
*"SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 1 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
lEctFtED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE. EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
-- SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
?3;Jl"?Kf i,:":::'fi"l^::"',. j::XTi[,#ffi"""'"".:n:S?,:":13'ASSN]3
v- DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS
t****lit*+*t**+*****i*li****il*t*ttttll******l*******t**t**
COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD
NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN
(ft-k) (ft) (ft)
1 TOTL LEFT TOP -5.9 .350 4 2.000 1
BOT .0 .000 0 .000 0
RGHT TOP .0 .000 0 3.000 3
BOT -30.5 .665 2 .000 0
2 TOTL LEFT TOP -220.9 .665 4 7.500 2
BOT .0 .000 0 .000 0
RGHT TOP 295.6 .665 4 5.000 2
BOT .0 .000 0 .000 0
3 TOTL LEFT TOP -393.2 .665 4 6.250 3
BOT .0 .000 0 .000 0
RGHT TOP 349.2 .665 4 7.200 2
BOT .0 .000 0 .000 0
TOTL LEFT TOP -100.9 .500 3 2.700 3
BOT .0 .000 0 .000 0
RGHT TOP 2.6 .175 4 1.000 1
BOT .0 .000 0 .000 0
o
4
Hi"'ff fft""?::'r,11^::""J:*:ii:#ffi":'"'Jfi13"?,::t=J'AssNO"4
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS
t*l*******t*!rir****l*i****t*t***ttl*****t**t************t
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MAX.I.P. LOAD
NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN
(ft) (ft-k) (ft) (ft)
2 TOTL 10.000 ToP .0 0 .000 0 .000 0
BOT .0 0 7.500 2 -7.000 3
3 TOTL 11.875 TOP .0 0 .000 0 .000 0
BOT 233.3 4 6.875 1 8.125 1
4 TOTL 10.350 TOP .0 0 .000 0 .000 0
BOT 91.3 3 4.950 3 5.850 2
?3,;?;?iifi"""?::'frLl';:,."J:'J:1i:ilru;;*!i,?n:ff ;:%'JrASsNf e5
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS
COL CROSS TOTAL TOTAL-VERT COLUMN STRIP
NUM SECTN MOMENT DIFFERENCE MOMENT
(ft-k) (fr-k)(%) (ft-k)(7o) (ft-k)(%) (ft-k)(%)
1 LEFT TOP -5.9 .0 ( 0) -5.5 ( e4) .0 ( 0) -.3 ( 6)
BOr .0 .0(0) .0(0) .0(0) .0(0)
RGHTTOP .0 .0(0) .0(0) .0(0) .0(0)
BOT -30.s .0 ( 0) -28.8 ( 94) .0 ( 0) -1.8 ( 6)
2 LEFT TOp -220.e .0 ( 0) -165.7 ( 75) .0 ( 0) -55.2 ( 25)
BOT .0 .0(0) .0(0) .0(0) .o(o)
RGHT TOP 295.6
BOT .0 .0 (
3 LEFT TOP -393.2
BOT .0 .0 (
RGHT TOP 349.2lsor .o .o(U
4 LEFTTOP -100.9
BOT .0 .o (
RGHT TOP 2.6
BOT .0 .o (
.0 ( 0) 221.7 (7s) .o ( 0) 73.9 ( 25)0) .0(0) .0(0) .0(0)
.0 ( 0) -2e4.e ( 75) .o ( 0) -e8.3 ( 25)0) .0(0) .0(0) :0( 0)
.0 ( 0) 261.e ( 75) .0 ( 0) 87.3 ( 25)
0) .0(0) .o(o) .o(0)
.0 ( o) -100.5 (100) .0 ( 0) -.3 ( 0)0) .0(0) .0(0) .o(0)
.0 ( 0) 2.6 (100) .0 ( 0) .0 ( 0)0) .0(0) .0(0) .0(0)
BEAM MIDDLE STRIP
MOMENT MOMENT
?6i?,"if^ii""":::'fl,'"1^:i"l. j:H:5ilmil?"""'"',,:il3"?,:',1'J'o"H(}e0
DISTRIBUTION OF DESIGN MOMENTS IN SPANS
SPAN CROSS TOTAL TOTAL-VERT COLUMN STRIP BEAM MIDDLE STRIP
NUM SECTN MOMENT DIFFERENCE._MOMENT MOMENT MOMENT
(ft-k) (ft-k) ( % ) (ft-k)( % ) (ft-k) ( o/o ) (ft-k) ( 7o )
10.00 ToP .0 .0 ( 0) .0 ( 0)BOr .o .0(0) .0(o) .0(
11.88 TOP .0 .0 ( 0) .0 ( 0)
BOT 233.3 .0 ( 0) 140.0 ( 60)
10.3s TOP .0 .0 ( 0) .0 ( 0)
BOT 91.3 ,0 ( 0) 54.8 ( 60)
.0(0) .o( o)0) .0( 0)
.0(0) .0( 0)
.0 ( 0) e3.3 ( 40)
.0(0) .0( 0)
.0 ( 0) 36.5 ( 40)
?3;l?,:ii'#.*i3!'f,L1il."j:H"J1iilrHffi'"',,:n:ro?,:"'.t'J'AssN'oe7
SHEAR ANALYSIS
of col. dim. (long/short) is less than 2.0.
-Wide beam shear (see "CODE") is not computed, check manually.
-Afterthe column numbers, C = Corner, E = Exterior, | = Interior.
DIRECT SHEAR WITH TRANSFER OF MOMENT
-.-- AROUND COLUMN ---
COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS
(psi) (kips) (psi) (kips) (ft-k) (ft-k) (psi)
1E 282.84- 1 4.1 8.92 2 .0 -49.0 -19.6 97.50
21 282.U 4 147.4 24'1.82 4 147.4 106.6 42.6 323.79*
3t 282,84 4 196.7 322.74- 4 196.7 -55.1 -22.0 365.08*
4E 155.56 1 55.0 25.47 1 55.0 -78.8 -12.7 30.93
* - Shear stress exceeded.
- - AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS(psi) (kips) (psi)
1E 279.68 1 1.4 1.39
21 279.68 4 143.2 107.57
3t 279.68 4 192.5 144.6'l
4 Not applicable, drop dimensions not specified.
?3-;i;lKi,""o"?:!R1#1""J::X?i#ru;"::::n:fl?,::til'o"ulea
NEGATIVE REINFORCEMENT
COLUMN"PATT-LOCATION * TOTAL - COLUMN STRIP - MIDDLE STRIP
NUMBER- NO.-@COL FACE. DESIGN . AREA WIDTH * AREA WIDTH
* (ft-k) " (sq.in) (ft) " (sq.in) (ft)
1** 4 t_ll -59 190_-4 t.ga 9.02 4 llR 2e5.6 €'14-59) Let e.q3 4 L ll -3e3.2 D6-T5 4TE34 3 L ll -100.9 2.60 9.0 4.2't 19.5
** - Positive reinforcement required, compute manually.
POSITIVE REINFORCEMENT
SPAN "PATT*LOCATION - TOTAL * COLUMN STRIP -
NUMBER- NO.*FROM LEFT- DESIGN * AREA WIDTH
(fi) . (ft-k) . (sq.in) (ft) . (sq.in) (ft)
10.0 .0 1.08 5.0 1.94 9.0
11.9 233.3 3.85 12.5 3.46 16.0
10.4 91.3 1.94 9.0 4.21 19.5
** - Negative reinforcement required, compute manually.
MIDDLE STRIP- AREA W]DTH
2*03443
t-\
/+)
Cot '
t,21
o.t1
f4rD.
o,z5
o'za
O2-1s-2oO4ADOSS(tm) 7.01 ProprietartJt*are of PORTLAND CEMENT ASSN.Qe 9
1O:.31:41 AM Licensed to: Monroe and New-ell Engineers, Inc., Denver, CO
DESIGN RESULTS
OTE-The schedule given below is a guide for proper reinforcement
placement and is based on reasonable engineering judgement.
Unusual boundary and/or loading conditions may require
modification of this schedule.
NEGATIVE REINFORCEMENT
" COLUMN STRIP *MIDDLE STRIP* LONG BARS - SHORT BARS - LONG BARS
COLUMN ".8 A R - L E N G T H- - -B A R - L E N G T H- - -B A R - L E N G T H-
NUMBER - NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT - NO SIZE LEFT RIGHT
" (ft) (ft) " (ft) (fr) . (ft) (ft)
1** 2 #6 2.00 4.73 2 #6 2.00 3.23 6 #6 2.00 3.752 4 # 810.64 9.39 4 #8 7.56 7.56 6 #6 8.98 6.483 7 # 7 9.16 9.63 7 #7 6.70 6.70 13 #6 7.73 8.684 3 # 6 5.55 1.00 3 #6 3.87 1.00 13 #6 4.20 1.00
** - Positive reinforcement required, design manually.
POSITIVE REINFORCEMENT
* COLUMN STRIP * MIDDLE STRIP
" LONG BARS - SHORT BARS " LONG BARS - SHORT BARS
SPAN .----BAR--------BAR----*----BA BAR----
NUMBER * NO SIZE LENGTH - NO SIZE LENGTH - NO SIZE LENGTH * NO SIZE LENGTH. (ft) . (ft) . (ft) ' (ft)
z',* 2 #6 9.59 2 #6 8.59 3 #6 10.09 3 #6 8.343 5 #6 24.50 4 #6 18.75 6 #6 25.50 5 #6 17.504 3 #6 17.75 3 #6 15.75 7 #6 18.25 6 #6 15.30
** - Negative reinforcement required, design manually.
O2-'lg-2OO4ADOSS(tm) 7.01 Proprieta.ftt*"r" of PORTLAND CEMENT ASSNOge 1O
i0:31 :41 AM Licensed to: Monroe and NeW-ell Engineers, Inc., Denver, CO
ADDITIONAL INFORMATION AT SUPPORTS
_ ****i*tl**i***************t*t******+t**************************t**
- * REINF. SUMMARY-ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER
coLUMN * --------------*
NUMBER * W/O U. MOMENT * MAX.U. *GAMMA'FLEXURAL -PATT* CRITICAL SECTION* REQ'D - PROV'D" MOMENT*-f *TRANSFER *NO. *SLABW -AREA- R/F*/so in) /sn in)* /ft-k) * * Ift-kl * * /ff\ /cn inl
1 3.02 4.40 -47.5 .60 -28.5 2 3.8 .73 0 # 62 8.08 8.96 106.6 .60 63.9 4 3.8 1.67 0 #8
3 12.18 14.12 -66.0 .60 -39.6 2 3.8 1.02 0 #74 6.82 8.36 -125.7 .84 -105.4 3 22.5 2.70 0 #6
NOTE: Zero transfer'CRITICAL SLABW'indicates no support dimensions
given for transfer.
lf beam(s) are presenl, transfer mode may be due to beam shear
and/or torsion, check manually.
ADDITIONAL INFORMATION FOR
IN-SPAN CONDITIONS
- REINF. SUMMARY -
SPAN *- TOTAL FACTORED SPAN
NUMBER- AT MIDSPAN * STATIC DESIGN MOMENT* REQ'D. - PROV',D.. (W/O PARTTAL LOADS)* (sq.in) (sq.in) - (ft-k)
2 3.02 4.40 37.93 7.31 8.80 574.94 6.16 8.36 290.8
i3;?;iKi."3":::T,11,;i,':J::xiitlHil'"".:n:ff ,::t=J'AssNJelt
DEFLECTION ANALYSIS
'OrcS--rne deflections below must be combined with those of
the analysis in the perpendicular direction. Consult
users manual for method of combination and limitations.
--Spans 1 and 5 are cantilevers.
-Time.dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(Dl) deflection. See "CODE" for range of multipliers.
--Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
Deflections are computed as from an average uniform loading
derived from the sum of all loads applied to the span.
-Modulus of elasticity of conciete, Ec = 4287. ksi
t *COLUMN STRIP'MIDDLE STRIP* DEAD ' DEFLECTION DUE TO: . DEFLECTION DUE TO:
SPAN * LOAD -
NUMBER' leff. * DEAD * LIVE . TOTAL * DEAD * LIVE " TOTAL *
* (in^4) " (in) - (in) * (in) * (in) . (in) ' (in) *
14000. .004 .0Q2 .006 .004 .001 .006
13762. -.007 -.002 -.010 -.008 -.003 -.010
3 28500. .119 .055 .173 .061 .026 .0874 28500. .033 .014 .U7 .002 .001 .003
5 28500. -.001 .000 -.002 -.001 .000 -.002
OUANTITY ESTIMATES
TOTAL QUANTITIES
CONCRETE 44.9 cu.yd
FORMWORK 1458. sq.ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 1536. lbs(POSITIVE) 1276. lbs
SUMMARY OF QUANTITIES
CONCRETE .85 cu.fVsq.ft
FORMWORK 1.03 sq.fUsq.ft
REINFORCEMENT** .... 1.98 lbs / sq.ft
--(IN THE DIRECTION OF ANALYSIS)
* Program completed as requested *
L2-09-2002 ADOSS (tn)
2:51:09 PM Licensed
1,0L Proprietary Software of PORTLAND CEMENT
to: Monroe and NeweII Engineers, Inc., Denver,
ASSN. Page
CO
10
SHEAR ANALYSIS
*********************a*****
NOTE--Al-l-owabf e shear stress in slabs = 252.96 psi when ratioof col . din. (long/short) is less than 2.0.
--Wide beam shear (see "CODE") is not computed, check manua.lJ-y.
--After the column numbers, C: Corner, E: Exterior, l: fnterior.
DIRECT SHEAR WITH ER O r.MNMFA1IT
AROUND
T RAN S F
COLUM N
COL. ALLOW. PATT REACTION SHEAR PATT REACTIONNO. STRESS NO. STRESS NO.
(psi )( kips )(psi )( kips )
UNBAL.
MOMENT
JnEfit:' Dtt-trAt(
t .|1.tit\ D ! !\ ) l l1li>D
ffi-Ll /nci \
-1tr Zq t.o)
21 247.65
Jtr z1 I . O1
* - Shear
6+l--L).uJ
25r.6t*
11 q' n?
.0
.0
.0
ei"\6,..ifiarl
<ncn i fi aA
<nan i fi orl
1l-5.03
)q1 6.1'
11s.03
4 4.
,4
15.9
227.4
15 .9
-)1 ? )
.0
43.2
I
exceeded.
- - AROUND
COI,UMN ALLOW.
NUMBER STRESS
(psi)
DROP/SOLID HEAD - -
PATT REACTTON SHEAR
NO.DttLtiJJ
/'lz in<\ /nci \
1
2
3
Nl^r -*^ 1 ,i ^ ^1- t ^rrvL ayPr r\-q!_Ls,
Not appLicabl-e,
Not applicable,
drop dimensions not
drop dimensions not
drop dimensions not
L2-09-2002 ADOSS (tn)
2:51:09 PM Licensed
7.01 Proprietary Software of PORTLAND CEMENT ASSN.
to: Monroe and Newel l Engineers, fnc,, Denver, CO
UIr)ll'l\ 11 E DULIJ
* ** ****+******* * ** *+***** J.*
NOTE--The schedul e given below is a guide for proper reinforcement
olar:emerf and is based on reasonab-le anoi neeri no irrclocmon-
Unusual boundary and/or }oading conditions may require
modification of this schedul-e.
NEGAT]VE REINFORCEMENT
****************************+***************
* coLU* LONG BARS
COLUMN*_BAR-LENG
NUMBER * NO SIZE LEFT* (ft)
STRIP *MI
SHORT BARS *
_BAR-LENGTH-*-B
NO SIZE LEFT RIGHT * NO
(fr) (fr) +
DDLE STRIP
LONG BARS
AR-LENGTI{-
SIZE LEFT RIGHT
(ft) (ft)
MN
TH-
RI GHT
ffi)
1**
2
3+*
8.82
r0 .25
1.75
6.10
6.10
r. t)
4/ # s 7.15
y{ # 8 r.0.25
# 5 8.82
STR* SHORT*----BA
* NO S]ZE
* M]D* LONG*----BA
* NO S]ZE
# 5 1.75 6.64
# 510.25 70.25
# 5 6.64 1.75
STRIP* SHORT BARS*----BAR----
* NO SIZE LENGTH* (ft)
4
8
4
# 5 r)15
* I v/6 .70
# 5 6.10
I
TZ
I
** - Positive reinforcement regrrired, desiqn manuallv.
POSITIVE REINFORCEMENT
**********************************+*********
* COLUMN* LONG BARS
SPAN ' -___BAR--_-
NUMBER * NO SIZE LENGTH* (ft)
IP
BARS
R ----
LENGTH(fr)
DLE
BARS
R ----
LENGTH
28 .09
28 .09
24 .1'l
24 .17
28.59
28 .59
24 .06
zq . uo
,tl #5t/ 7 #5
8 #6I #6
I #6
I #6
o
L2-09-20A2 ADOSS (tm) ?,01 Proprietary Software of PORTLAND CEMENT ASSN. Page l4
2:51:09 PM Licensed to: Monroe and Newelf Engineers, Inc., Denver, CO
DEFLECTION ANALYSIS**************************************
NOTES--The defl-ections below must be combined with those of
the ana.Iysi s in the perpendicular direction. Consul-t
users manual for method of combination and Iimitations.
--Spans 1 and 4 are cantilevers.
- -Time-dependent deffections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multip}iers.
--DefLections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
Deflections are computed as fron an average uniform loading
derlved from the sum of all Ioads applied to the span.
--Modufus of elasticity of concrete, Ec = 3834. ksi
COLUMN STRI P * MI DDLE S TR] P* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
sPAN * LO.a^D *__________
NUMBER * Ieff. * DEAD * LIVE * TOTAL + DEAD * LIVE + TOTAL *
* (in^A) * 1in) * (in) * (in) * (in) * (in) * (in) *
r 22500. - .052 -.019 -. 071 -.052 -.0r9 -.071
2 18768. .298 .189 .487 .175 .092 .266
3 18768. .298 . 189 .48t .r'75 .092 .266
4 22500. -.052 -.019 -.071 -.052 -.019 -.071
QUANTITY ESTIMATES
+*++*******************************
TOTAI QUANTIT]ES
CONCRETE 42.0 cu.yd
FORMWORK 1361. sq. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 1249. Ibs
(POSITIVE) 2039. Ibs
SUMI4ARY OF OUANT]TIES
CONCRETE
FORMWORK
.83 cu. ftlsq. ft
1 nn c^ fl- /<,.r ff
REINFORCEMENT** .... 2.42 lbs / sq.ft
** (IN THE DIRECTION OF ANALYSIS)
* Prr'r;rrm .-.\mnl al- a.l ,1 c ra.!rro<l'c.'l *
O2-1 }-2OO4ADOSS(Im) 7.01 Proprietarfrt*"r" of PORTLAND CEMENT ASSr'r.Qe r
2:09:54 PM Licensed to: Monroe and NewEll Engineers, Inc., Denver, CO
pppppp ccccc aaaaap pc ca ap pc c ap p c aaaaaap pc ca ap pc ca a
pppppp ccccc aaaaaa
p
p
AAA DDDDD OOO SSSSS SSSSSA A D D O O S SS SA AD DO OS S
AAAAAAAD DO O SSSSS SSSSS
A AD DO O S S (tttftmm mm)
A AD D O O S SS S ( t mmmm )A ADDDDD OOO SSSSS SSSSS ( t mmm)
Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS
Licensee stated above acknowledges that Portland Cement Association(PCA)
is not and cannot be responsible for either the accuracy or adequacy of the
material supplied as input for processing by the ADOSS(tm) computer program.
Furthermore, PCA neither makes any warranty expressed nor implied with respect
to the correctness of the output prepared by the ADOSS(Im) program. Although
PCA has endeavored to produce ADOSS(Im) error free the program is not and
cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensees. Accordingly, PCA
disclaims all responsibility in contract, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use
of the ADOSS(Im) program.
Note: Further information and technical support on the ADOSS computer program
is-r,a1;s6;s through the CPCA Web site at: "www.cpca.ca".v
O2-1g-2oO4ADOSS(tm) 7.01 Proprietarltt n"r" of PORTLAND CEMENT ASSrulge Z
2:09:5,4 PM Licensed to: Monroe and Nefr-ell Engineers, Inc., Denver, CO
FILENAME C:\PROGRA-1\ADOSS\DATA\5762SP56.ADS
Orr.t,o. s762
SPAN ID. 56
ENGINEER az
DATE 2t19t2004
TIME 09:Q'l:44
UNITS U.S. in-lb
coDE ACt318-95
SLAB SYSTEM FLAT SLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 4
SOLID HEAD DIMENSIONS : AS INPUT BY ENGINEER
LCRETE FACTORS SLABS BEAMS COLUMNS
CIENSITY(pcf ) 150.00 '150.00 150.00ryPE NORMAL WGT NORMAL WGT NORMAL WGTfc (ksi) 5.00 5.00 5.00
density factor 1.00 1.00 1.00fr (psi) 530.30 530.30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
Ar SLAB TOP -- 1.25 in OUTER LAYER
ATSLAB BOTTOM = 1.75 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
ATSLABTOP = #6
ATSLAB BOTTOM = #6
MINIMUM SPACING:
lN SLAB = 6.00 in
O2-1}-2OO4ADOSS(Im) 7.01 Proprieta.fm"r" of PORTLAND CEMENT ASSNfge a
2:09:54 PM Licensed to: Monroe and NeW6ll Engineers, lnc., Denver, CO
SPAN/LOADING DATA
*tt****n*tt*t****
ISPAN ILENGTH Tslab I WIDTH L2*"*l SLAB IDESIGN COLUMN IUNIFORM LOADS I
INUMBERI L1 | LEFT R|GHT I SYSTEM ISTR|P STRrp..l S. DL L|VE II | (ft) (in) | (ft) (ft) | | (ft) (ft) l(psf ) (psf )l
l----r-------- F-----:- t-----t---------t--------,ttll
1. | 1.5 10.0118.0 9.0 I 2
2 | 28.5 10.0 | 18.0 9.0 | 2
3 I 28.5 10.0 | 14.0 e.0 | 2
4"1 1.5 10.0114.0 9.0 | 2tltrl
tl| 27.0 .0 | 50.0 50.0 |27.0 11.6 | 50.0 50.0 I
23.0 11.5 | 50.0 50.0 |
23.0 .0 | 50.0 50.0 |
o
* -lndicates cantilever span information.*'-Strip width used for positive flexure.*t*-L2 widths are 1/2 dist. to transverse column.
"E"-lndicates exterior strip.
PARTIAL LOADING DATA
PARTIAL LOADINGS ARE NOT SPECIFIED
O2-'lg-2OO4ADOSS(tm) 7.01 Proprietra,lft,,"r" of PORTLAND CEMENT ASSen" O
2:09:54 PM Licensed to: Monroe and NeW-ell Engineers, Inc., Denver, CO
COLUMN/TORSIONAL DATAo"
coLUMN ICOLUMN ABOVE SLAB ICOLUMN BELOW SLAB ICAP|TAL-- ICOLUMN MIDDLEI
NUMBER I C1 C2 HGT I C1 C2 HGT IEXTEN. DEPTHISTR|P* STRtp*l
| (in) (in) (ft) | (in) (in) (ft) | (in) (in) | (ft) (ft) I
1
2
3
18.0
18.0
18.0
I
12.0
12.0
12_0
't8.0
18.0
18.0
12.0
12.0
12.0
.0
.0
.0
n
.0
.0
.0
.0
.U
11.6 15.4
11.5 11.5
11.5 11.5
Columns with zero "C2" are round columns.
* -Strip width used for negative flexure.*'-Capital extension distance measured from face of column.
coLUMN I TRANSVERSE BEAM I DROP PANEUSOLTD HEAD ISUPPORT I
NUMBER IW|DTH DEPTH ECCEN I LEFT RtcHT WTDTH THTCK lFtxtry. I
| (in) (in) (in) | (ft) (ft) (ft) (in) | % |
1
2
I.0 -0 .0.0 .0 .0.0 .0 .0
tl3.0 12.0
3.0 12.0
3.0 12.0
lOOo/o
100o/o
100o/o
1.5
1.5
1.5
1.5
1.5
,|F,
* -Support fixity of 0% denotes pinned condition,
Support fixity of 999% denotes fixed end condition.
o2-1s-2oO4ADOSS(tm) 7.01 Proprietaf*"r" of PORTLAND CEMENT ASSNIS" S
2:09:54 PM Licensed to: Monroe and Newell Engineers, Inc., Denver, CO
LATERAL LOAD/OUTPUT DATA
LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1-3) = 75o/o
LOAD FACTORS:
U=1.40"D+1.70*L
U = .75( 1.40"D + 1.70*L + 1.70-W)
U=.90*D+1.30"W
OUTPUT OPTION(S):
Input Echo
Column Strip Distribution Fac
Shear Table
Reinforcing Required
Bar Sizing
Additional Information
Deflections
I4aterial Quantities
.l}aa'r,=o DRop
'ANEL
LENGTH RrcHT LESS THAN 1/6 oF spAN AT coLUMN 1
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 1
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
**SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 1 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
*-SPECIFIED DROP DEPTH AT COLUMN 1 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
-- SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
-- SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
-* SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
*.SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
-IECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS.
-- SPECIFIED DROP PANEL LENGTH LEFT LESS THAN ,I/6 OF SPAN AT COLUMN 3
DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS.
o
LATERAL
O2-'lg-2OO4ADOSS(tm) 7.01 Proprietarfnn"r" of PORTLAND CEMENT ASSNfge O
2:09:54 PM Licensed to: Monroe and NeW6ll Engineers, Inc., Denver, CO
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS
COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD
NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN(ft-k) (ft) (ft)
1 TOTL LEFT TOP -7.3 .262 4 1.500 1BOT .0 .000 0 .000 0
RGHT TOP 243.6 .66s 4 2.8s0 2BOT .0 .000 0 .000 0
2 TOTL LEFT TOP -703.6 .66s 4 7.125 2BOT .0 .000 0 .000 0
RGHT TOP 668.9 .665 4 8.550 3BOT .0 .000 0 .000 0
3 TOTL LEFT TOP -209.6 .665 1 2.850 2
BOT .0 .000 0 .000 0
RGHT TOP 6.2 .262 4 1.500 1
BOT .0 .000 0 .000 0
02-19-2004 ADOSS(Im) 7.01 Proprietarflnr,vare of PORTLAND CEMENT ASSru.Qe Z
2:09:54 PM Licensed lo: Monroe and NewEl Engineers, Inc., Denver, CO
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS
****illl*****i*l*****t**a*t**t*****a**l****tl***:.**t*****
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MAX.I.P. LOAD
NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN
(ft) (ft-k) (ft) (ft)
2 TOTL 12.113 TOP .0 0 .000 0 .000 0
BOT 366.9 4 9.263 1 9.262 1
3 TOTL 16.388 TOP .0 0 .000 0 .000 0
BOT 282.8 4 9.263 2 5.262 1
O2-1g-2oo4ADOSS(tm) 7.01 Proprietary lware of PORTLAND CEMENT ASsN. lG 8
2:09:54.PM Licensed to: Monroe and NewEl'Engineers, Inc', Denver, CO
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS
******,t*t!t******t******l*****i**t****t****
COL CROSS TOTAL TOTAL-VERT COLUMN STRIP
NU[4 SECTN MOMENT DIFFERENCE MOMENT
(ft-k) (ft-k) ( o/o ) (ft-k) ( %) (ft-k) ( % ) (ft-k) ( % )
1 LEFT TOP -7.3 .O ( 0) -7.0 ( e7) .0 ( 0) -'2 ( 3)
BOr .o .o(0) 0(0) .0(0) .0(0)
RGHT TOP 243.6 .O ( 0) 236-3 ( s7) .0 ( 0) 7.3 ( 3)
BOr .o .0(0) .0(0) .0(0) .0(0)
2 LEFT TOP -703.6 .O ( Ol -527 .7 (75) .0 ( 0) -175.9 ( 25)
Bor .o .o(o) .0(0) .0(0) .o(0)
RGHT TOP 668.9 .0 ( 0) 501.7 ( 7s) .0 ( 0) 167 '2 (25\
Bor .o .o(0) .o(0) .o(o) .o(0)
3 LEFT TOP -209.6
BOT .0 .0 (
GHT TOP 6.2
.o ( 0) -202.3 ( e6) .o ( 0) -7.4 ( 4)
0) .0(0) .0(0) 0(0)
.o(o) 6.0(s6) .0(0) .2(4)
BEAM MIDDLE STRIP
MOMENT MOMENT
BOr .O .0(0) 0(0) .0(0) .0(0)
DISTRIBUTION OF DESIGN MOMENTS IN SPANS
:l:r:r***********t*ttt*****t**************
SPAN CROSS TOTAL TOTAL-VERT COLUMN STRIP BEAM MIDDLE STRIP
NUMSECTNMoMENTD|FFERENCEMoMENTMoMENTMoMENT
(ft-k) (ft-k) (% ) (ft-k) (% ) (ft-k) (o/o ) (ft-k) ( % )
12.11TOP .0 .O ( 0) .0 ( 0) .0 ( 0) -0 ( 0)
BOT 366.9 .O ( 0) 220.1 ( 60) .0 ( 0) 146'8 ( 40)
16.3e TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0)
BOT 282.8 .O ( 0) 16e.7 ( 60) .0 ( 0) 113.1 ( 40)
oz-1g-2oo4ADoss(tm) 7.01 proprietaryluare of poRTLAND cEMENT ASSN.Oe s
2'.O9:34 PM Licensed to: Monroe and NewEl Engineers, Inc., Denver, CO
o
NO
SHEAR ANALYSIS
t******t*t****lt*******]r*t*
TE-Allowable shear stress in slabs = 282.84 psi when ratio
of col. dim. (long/short) is less than 2.0.
-Wide beam shear (see'CODE') is not computed, check manually.
-Afterthecolumn numbers, C = Corner, E = Exterior, | = Interior.
DIRECT SHEAR WITH TRANSFER OF MOMENT
---- AROUND COLUMN ---
COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS
(psi) (kips) (psi) (kips) (ft-k) (ft-k) (psi)
1E 282.84 4 122.4 267.73 4 122.4
2t 282.84 4 268.6 440.79* 4 268.6
3E 282.U 4 101.5 222.18 4 101.5
* - Shear stress exceeded.
NUMBER STRESS NO.
(psi) (kips) (psi)
- . AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
261.7 104.7 528.22"
-46.9 -18.8 476.85.
-222.8 -89.1 ,143.88*
STRESS
1E
2l
3E
282.84
279.68
282.U
118.9 127.37
264.0 198.34
98.1 105.07
4
4
4
o2-1g-zoo4ADoSS(tm) 7.01 Proprietaryft*"r" of PoRTLAND qEMENT assnr. le 10
2:09:54'PM Licensed to: Monroe and NewElT Engineers, Inc', Denver, CO
NEGATIVE REINFORCEMENT
t****:lt**t***it**i**liht|}*t***ai***}****t'tl+
LUMN*PATT'LOCATION - TOTAL - COLUMN STRIP - MIDDLE STRIP
MBER'NO.-@COL FACE'DESIGN' AREA WIDTH * AREA WIDTH
" (ft-k) * (sq.in) (ft) '(sq.in) (fl)
1 4 llR 243,6 6'23 11.6 3.32 15-4
', 2 4 t- ll -703.6 14.66 11.5 4.59 11.5
o
co
NU
3 1 L ll -209.6 5.30 11.5 2.48 11.5
POSITIVE REINFORCEMENT
:l********t}'lt***********t***********t***ilt*'*
SPAN *PATT"LOCATION'TOTAL - COLUMN STRIP - MIDDLE STRIP
NUMBER- NO.'FROM LEFT DESIGN' AREA WIDTH * AREA WIDTH
(ft) - (ft-k)'(sq.in) (ft) - (sq.in) (ft)
2 4 12.1 366.9 6.16 11.6 4.03 15.4
3 4 16.4 282.8 4.71 ',t1.5 3.1'l 11.5
Uot-. t?4rD.
(,-) t,La o.5
G) o,s5 o.3
#-b A q" oe b1@ 3f" r"" I Cor-
+1 @ tz oP -* bO b' r>? @ VlrD
+ b@tb" fio{" A Lot-.
-v b@tz" 6a'r e tfbq1
';;L:#i,t?:::':?'"'JJr$5',il,#"?,:::::lJ3:3":,'X5*nssNf
e11
DESIGN RESULTS
*+i********:l******t**ttl***
NOTE-The schedule given below is a guide for proper reinforcement
placement and is based on reasonable engineering judgement'
iJnusual boundary and/or loading conditions may require
modification of this schedule.
ll59ali.Y..l.-.T.5ill-t".9.1.9.F.1f t * t
r COLUMN STRIP -MIDDLE STRIP- LONG BARS - SHORT BARS - LONG BARS
COLUMN * -B A R - L E N G T H- - -B A R - L E N G T H-' -B A R - L E N G T H-
NUMBER - NO SIZE LEFT RIGHT - NO SIZE LEFT RIGHT'NO SIZE LEFT RIGHT
. (ft) (ft) . (ft) (ft) . (ft) (ft)
1 7 #6 1.50 8.82 7 #6 1-50 6.10 10 #6 1-50 6'64
2 10 #810.46 11.17 I #8 7.56 7-56 11 #6 8.82 '10'25
3 6 #6 8.82 1.50 6 #6 6.10 1.50 I #6 6'64 1'50
r..?:.l"ll.Y.F--.*.=.1-|l:..o..T.9".t..11.ttt
- coLUMN srRlP * MIDDLE srRlPt- LoNG BARS - sHoRT BARS * LoNG BARS . sHoRT BARS
SPAN *---- BA R----*---- B AR ---- ---- BA R----*---- BA R ----
NUMBER'NO SIZE LENGTH - NO SIZE LENGTH * NO SIZE LENGTH - NO SIZE LENGTH
* (ft) . (ft) . (ft) . (ft)
2 7 #6 28.09 7 #6 24.77 5 #6 28.59 5 #6 24.06
3 6 #6.28.09 5 #6 24.77 4 #6 28.59 4 #6 24.06
11;l'#ilt?3"'i'.?'"'J".'::"5;5'fi 3ty.ffi ::::lJ3:"'"rMENrASSNiJetz
ADDITIONAL INFORMATION AT SUPPORTS
-* REtNF. SUMMARy. ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER
coLUMN r --------------t
NUMBER * W/O U. MOMENT * MM.U, -GAMMA- FLEXURAL *PATT* CRITICAL SECTION
* REQ'D - PROV'D- MOMENT"-f "TRANSFER -NO. *SLABW .AREA- R/F
*(sq.in) (sq.in)- (ft-k) . . (ft-k) * . (ft) (qq.in)
1 9.55 10.56 304.5 .60 182.7 4 3.8 5.10 8 #6
2 19.25 19.85 -92.3 .60 -55.4 3 3.8 1.44 0 #8
3 7]8 8.80 -259.0 .60 -155.4 2 3.8 4.27 7 #6
NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions
given for transfer.
lf beam(s) are present, transfer mode may be due to beam shear
and/or torsion, check manually.
ADDITIONAL INFORMATION FOR
IN-SPAN CONDITIONS
- REINF. SUMMARY -
SPAN * - TOTAL FACTORED SPAN
NUMBER- AT MIDSPAN * STATIC DESIGN MOMENT* REQ'D, - PROV'D. - (W/O PARTIAL LOADS)
- (sq.in) (sq.in) . (ft-k)
2 10.19 10.56 822.2
3 7.82 8.36 700.4
02.1s_2o*ADoss(tm)1r;.:l5l5.ft"yju|.'ffi ::::ll3:S"rMENrAssN'5"
2:A9'54 PM Licensed to: I
DEFLECTION ANALYSIS
*****i**i1t****!tt**********t*+**t*t*t
MOTES-fte deflections below must be combined with those of
''- th; anatysis in the perpendicular direction' Consult
users manual for method of combination and limitations'
--SPans 1 and 4 are cantilevers'
-Time-dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
rouJtoul deflection' See;'coDE" for range of multipliers'
--Deflections due to concentrated or partial loads may be larger
"t
tn" point of apptication than those shown at the centerline'
Deflections are computed as from an ?vifg: uniform loading
derived from the sum of all loads applied to the span'
-Modulus of elasticity of concrete' Ec = 4287' ksi
T *COLUMN STRIP*MIDDL-E STRIP
* DEAD " oerr-icirorl oue ro' * DEFLECTIoN DUE To:
SPAN - LOAD -
DEAD - LIVE - TOTAL -
(in) '
- LIVE - TOTAL -
(in) - (in) * (in) -NUMBER* leff. * DEAD
* (inn4) * (in) . (in) -
e
3
4
27000. -.025 -.007 -.032 -'025
22842. .280 .089 .368 -147
19428. .251 .075 .327 .119
23000, -.02't -.006 --027 -'021
QUANTITY ESTIMATES
**tt******t******ti*****:l***ttl'*tt
TOTAL QUANTITIES
..UU '.045
.035
-.006
-.032
.192
.154
-.027
CONCRETE 47.3 cu'Yd
FORMWORK 1536' sq'ft
irEir'i'iiincirr,rENr (tN rHE DlREcrloN oF ANALYSIS)
(NEGATIVE) '.1826. lbs
ipostrtve) 1707. lbs
SUMMARY OF QUANTITIES
CONCRETE .85 cu fVsq-ft
FORMWORK 1'02 sq'fUsq'ft -.
hEiHFoncelaENT*' .... 2.35 lbs / sq'ft
*(tN THE DIRECTION OF ANALYSIS)
* Program comPleted as requested *
o
72-09-2002 ADOSS(tn) 7.01 Proprietary Softwar'e of PORTLAND CEMENT ASSN, Page 1O2:56:05 PM Licensed to: Monroe and NewelI Engineers, Inc., Denver, CO
SHEAR ANALYSIS***************************
NOTE--AI- l-owabl e shear stress in slabs = 252.96 psi v,'hen ratioof co1 . dim. (lonq/short) is less than 2.0.
--Wide beam shear (see "CODE") is not computed, check manually.
--After the column numbers, C = Corner. E: Ext6rior, I = fnterior.
DIRECT SHEAR !iITH
AROUND
COL. ALLOW. PATT REACTION SHEAR
NO. STRESS NO. STRESS
(psi )(kips )(psi )
TRANSF
COIUM
PATT REACTION
NO.
( kips )
!!t(ur MOMENT
N
UNBAL .
MOMENT
(fr-k)
SHEAR SHEAR
TRANSFR STRESS
( ft-k) (psi )
lE 144.04
2T 24't .65
JM.! |.63
i - shear
4 140-.06
49.2 32.9226.5 ,092.4 52.2
.0
.0
.0
n^i <na-i f i 6,.1
not speci fied.
n^l- eno/-i f i6A
42 .6.9
257 . 5l+
1
V,4'' 4
42 .69
25'7 . 5I*
140.064
ess exceeded,
0v,COLUMN
NUMBER
AROUND
ALLOW.
STRESS
(psi )
DROP/SOL]D HEAD - -
PATT REACTION SHEAR
NO.STRESS
/lzine\ /nci \\t/v4 /
1
2
3
Not appficable,
Not applicable,
Not applicable,
drop dimensions
drop dimensions
drop dimensions
@i
7.01 Proprietary Software of PORTLAND CEMENT ASSN. page
to: Monroe and Newe1l Engineers, Inc., Denver, CO
DESIGN RESULTS***************************
I212-09-2002 ADOSS (tm)
2:56:05 PM Licensed
* LONG
COLUMN*-BAR_
NUMBER * NO SIZE
COLUMN
BARSr,eNerH-
lJri ! J. J1-L bil l(ft) (ft)
J I Jl. T* SHORT BARS*_BAR.LENGTH-
* NO SIZE LEFT RTGHT* (ft) (fr)
DDLE STRIP
I,ONG BARS
AR-LENGTH-
SIZE LEFT RIGHT(fr ) (fr)
NOTE--The schedufe given below is a guide for proper reinforcementpl-acenent and is based on reasonable engi neering judgernent.
Unusual boundary and/or l_oading conditions may requi renodification of this schedule.
NEGATIVE REINFORCEMENT************+*******************************
*MI
*-B
*NO
f*+
2
3**
.42
11.39
8.89
C C,A
L89
1.75
4.50
O. IJ
.l- . /5
.42
11.39
6.70
4.9L
1 .46
I fq
#8
+q," I34 #s
3
7
4
11
l2
10
** - Positive reinforcement required, design manual.ly.
POSITIVE RE]NFORCEMENT
******************************+*+***********
* COLUMN* LONG BARS
SPAN * ---- BAR_---
NUMBER * NO S]ZE LENGTH* (fr)
S TR* SHORT*----BA
* NO STZE
]P
llAf(->
R ----
IENGTH
(ft)
+ MID* LONG*----BA
* NO SIZE
DLE
BARS
R ----
LENGTH
(f r )
STRIP
SHORT BARS
----BAR----
NO SIZE LENGTH
(fr)
6
10
5
10
5
t-0 9 #s
r)
#6
2L .33
28.34
-Lb. YU
24.99
21. B3
28.84
IO. JO
24 .21
)'2-09-2002 ADOSS(tm) 7.Ol Proprietary Software of PORTLAND CEMENT ASSN. page 14
2:56205 PM Licensed to: Monroe and NewelI Engineers, Inc,, Denver, CO
DEFLECTION ANALYSIS
*****************t *** ** ** **** ***** * ***
NOTES--The' deftections bel-ow must be conbined with Chos; ofthe analysis in the perpendicular direction. Consult
users manual for method of combination and ]imitations.
--Spans 1 and 4 are cantilevers.
- -Time-dependent defl-ections are in addition to those
shown and must be computed as a rnult j.pl-ier of the dead
Ioad (DL) deffection. See "CODE', for ranse of mul_tipliers.
--Defl-ections due to concentrated or partial loads may be Iargerat the point of application than those shown at the centerl-ine.
Defl-ections are computed as from an average uniform loading
derived from the sum of all- Loads applied to the span.
--Modufus of elasticity of concrete, Ec : 3834. ksi
+ * COLUMN STRIP * IvIIDDLE STRIP* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE To:
SPAN * LOAD *----------
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL ** (1n^4) * (in) * (1n) * (in) * (in) * (in) * (in) *
1 25630. -.003 -.001 -.004 -.003 -.001 _.004
2 21946. .060 .026 .086 .007 .004 .0103 19964. .385 .268 .653 .249 .135 .3844 25680. -.064 -.023 -.08? -.064 -.023 _.08?
QUANTITY ESTIMATES
*******************++++************
TOTAL QUANTITIES
CONCRETE 41 . 5 cu. yd
FORMWORK 1344 . sq. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSTSI(NEGATIVE) II11 . lbs(POSITIVE) 1794. tbs
SUMMARY OF QUANTITTES
CONCRETE .83 cu. ftlsq. ftFORMWORK 1.00 sq. ftlsq. fr
REINFORCEMENT** .... 2.21- l-bs / sq.fr
** (IN THE DIRECTION OF ANALYSIS)
* Prorrr:m a.lmr'r lal- a.i re ra.rrract-A.l +
@
12-'l'3-20O2 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 128:54:09 AM Licensed to: Monroe and NeweJf Enoineers, Tnr: - nenver, CO
SHEAR ANALYS]S
******i****t ***************
NOTE--Ali-owable shear stress in slabs : 282.84 psi when ratio
of col . din. (lonq/short) j-s less than 2.0.
--Wide beam shear (see "CODE") is not computed, check manually.
--After the cofumn nunbers, C = Corner, E = Exterior, I = Interior.
DIRECT SHEAR WITH TRANSFER OF MOMENT
AROUND COLUMN
COL. A.LLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
qTDFAE Nl.\
(kips) (psi )
1E 161.06 1 36.7 31 .9L 1 36.'t -24.9 .0 3r.912t 21 6.92 4 243.0 21 6.26 4 243.0 .0 . o 2-76.263E 21 6.92 4 106.2 160.96 4 106.2 -59.8 .0 160.96
- - AROUND DROP/SOLID HEAD - -
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS(psi) (kips) (psi)
I Not applicable, drop dimensjons not specified.
2 Not applicable, drop dimensions not specified.
3 Not applicable, drop dimensions not speci-fied.
NO. STRESS NO.
(psi )
MOMENT TRANSFR STRESS(kips) (ft-k) (ft-k) (psi)
12-13-2002 ADOSS (rn)
8l 54 :09 AM Licensed
7.01 Proprietary Software of PORTLAND CEMENT ASSN. page
to: Monroe and Newell Engineers, Inc., Denver, CO
DESIGN RESULTS
* ****** +*****Jr* * * * ** * * * ** **
NorE--The schedule given below is a guide for proper reinforcementplacement and is based on reasonabl-e engineering judgernent.
Unusual boundary and/or loading conditions may requiremodification of this schedule.
NEGATIVE REINFORCEMENT************************+****++*************
* COLU* LONG BARS
COLUMN*-BAR-LENG
NUMBER * NO STZE LEFT
* /fi\
S T R I P *M I* SHORT BARS*-BAR-LENGTH-*-B
* NO SIZE LEFT R]GHT * NO* {fa1 (ft) *
DDLE STRIP
LO}!G BARS
AR-LENGTH-
STZE LEFT RIGHT
(ft) (fr)
MN
TH-
RT GHT
# s .42
# 9 13.L2
# 5 9.04
9.04
-1 . /f,
3
6
5
+5#9
.42 3.70 t-41.43 6.25 L46.25 1.75 10
# 5 .42 4.03f s 13.12 1.60
# 5 6.81 1.75
** - Positive reinforcement reouired, design manually.
POSITIVE REINFORCEMENT***+****************************************
+ COLUMN* LONG BARS
SPAN *-__-BAR----
NUMBER .I NO SIZE LENGTH* (ft)
S TR* SHORT*----BA
* NO SIZE
IP
BARS
R ----
],ENGTH
* MID* LONG*----BA
* NO SIZE
DLE
Itt\tlJ
R ----
LENGTH
(ft)
STRIP* SHORT BARS
---- b A t( ----* NO SIZE LENGTH
* /t+\
\!L'
2 3 #53 t2 #6
3 #512 #6
'74C 7 #517.33
28.84
15.40
25 .43
17.83
29.34
14.96
24 .10
o 12-1-3-2002 ADoSS (tm) ?.01 proprj-etary software of PoRTLAND CEMENT ASSN. page 168:54:09 AM Licensed to: Monroe and Newefl, Engineers, Inc.r Denver, CO
DEFLECTION ANALYSIS************************+*****+*******
NOTES--The deflections bel_ow must be conbined with those ofthe analysis in the perpendicular direction. Consul-tusers manual for method of combination and limitations,
--Spans 1 and 4 are cantiJ_evers.
- -T ime-dependent deflectj.ons are in addition to those
shown and must be computed as a nuLtipl-ier of the deadload(DL) defl_ection. See "CODE" for range of muftipl-iers.
--Deffections due to concentrated or partial loads may be Iargerat the poinl of application than those shown at the centerl_ine.Defl-ections are computed as from an average uniform Ioadingderived from the sum of al-l loads appl j-ed to the span.
--Modulus of eLasticity of concrete. Ec = 429"1 . ksi
* * COLUMN STRIP * MIDDLE STRIP,' DEAD * DEFLECTION DUE TO: * DEFLECTTON DUE TO:SPAN * LOAD * --- -- -----
NUMBER * Ieff. * DEAD * LIVE r TOTAL * DEAD * LIVE * TOTAL ** (in^4) * (in) * (in) * (in) * (in) * (in) * (in) *
1 28s00. .000 .000 .000 .000 . o0o . o0o2 25325. .00s .005 .o1o _.027 _.009 _.03s3 24110. .370 .263 .533 .250 .136 .3854 28500. -.063 -.022 _.085 _.063 -.022 _.085
QUANTITY ESTIMATES
* ** * ** * * * * i.* ***** ** {**++**+****** **
TOTAL QUANTITIES
CONCRETE 43.0 cu.ydFORMWORK 1394. sq. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)(NEGATTVE) 1392. Ibs(POSITIVE) 194 0. ]bs
SUMMARY OF QUANTITIES
CONCRETE .83 cu. ft /sg. ftFORMWORK 1.00 sq. ftlsq. fr
REINFORCEMENT++ .... 2.39 tbs / sq.ft
** (IN THE DIRECTTON OF ANALYSIS)
* Program conp)eted as requested *
O?-1}-2OO4ADOSS(Im) 7.01 Proprietarfimare of PORTLAND CEMENT ASSN.Qe 1
1'159:53 PM Licensed to: Monroe and NewEl Engineers, Inc., Denver' CO
@
pppppp ccccc aaaaap pc ca ap pc c ap p c aaaaaap pc ca a
p pc ca a
pppppp ccccc aaaaaa
p
p
APIA DDDDD OOO SSSSS SSSSS
AAD D OOS SS S
A AD DO OS S
MAAAAAD DO O SSSSS SSSSS
A AD DO O S S (tttttmm mm)
A AD D O O S SS S ( t mmmm )A ADDDDD OOO SSSSS SSSSS (tMMM)
Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS
Licensee stated above acknowledges that Portland Cement Association(PCA)
is not and cannot be responsible for either the accuracy or adequacy of the
material supplied as input for processing by the ADOSS(Im) computer program.
Furthermore, PCA neither makes any warranty expressed nor implied with respect
to the correctness of the output prepared by the ADOSS(Im) program. Although
PCA has endeavored to produce ADOSS(Im) error free the program is not and
cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensees. Accordingly, PCA
disclaims all responsibility in contract, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use
of the ADOSS(Im) program.
Note: Further information and technical support on the ADOSS computer program
is ^.ailable through the CPCA Web site at: "www.cpca.ca".
-
O2-19-2004 ADOSS(Im) 7.01 Proprietarfn""r" of PORTLAND CEMENT nSSNOge Z
5:59:53 PM Licensed to: Monroe and NewEll Engineers, Inc., Denver, CO
FILE NAME
fr."r,o.
C :\PROGRA- 1 \ADOSS\DATA\5762S P59.ADS
5762
DATE
TIME
UNITS
CODE
SPAN ID.
EIJGINEER az
2t19t2004
09:01'.44
U.S. in-lb
ACr318-95
SLAB SYSTEM FLAT SLAB SYSTEM
FRAMELOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
MOMENTS AND SHEARS NOT PROPORTIONED
NUMBER OF SPANS 5
SOLID HEAD DIMENSIONS : AS INPUT BY ENGINEER
RETE FACTORS SLABS BEAMS
SITY(pcf ) 150.00 150.00 150.00
TYPE NORMALWGT NORMALWGTfc (ksi) 5.00 5.00 5.00
density factor 1.00 1.00 1.00
fr (psi) 530.30 530.30 530.30
REINFORCEMENT DETAILS: NON-PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.25 in OUTER LAYER
AT SLAB BOTTOM = 1.75 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
ATSLABTOP = #6
ATSLAB BOTTOM = #6
MINIMUM SPACING:
lN SLAB = 6.00 in
COLUMNS
NORMALWGT
O2-1}-2OO4ADOSS(Im) 7.01 Proprietarfnrrr" of PORTLAND CEMENT ASSNOge S
3:59:53 PM Licensed to: Monroe and Newell Engineers, Inc., Denver, CO
SPAN/LOADING DATA
**:rt***t*t+ttttt*
INUMBERI L1 | LEFT RIGHT I SYSTEM I STRtp STRtp*.| S. DL L|VE II | (ft) (in) | (ft) (ft) | | (ft) (ft) l(psf ) (psf )ll---l--------l-------l----F--------l--------r
I
1. | 1.0
2 | 25.0
3 | 34.0
4 | 18.0
5" | 1.0
I
10.0
10.0
10.0
10.0
10.0
6.0 3.0 |7.5 e.0 |
19.0 9.0
14.5 6.0
6.0 3.0 I
ttl | 9.0 .0 | 20.0 50.0
| 16.5 8.3 I 20.0 50.0 I| 28.0 13.0 I 20.0 50.0 || 20.5 7.5 | 20.0 50.0 |I e.0 .0 | 20.0 50.0 I
I SPAN ILENGTH Tslab I WIDTH L2*"*l SLAB I DESIGN COLUMN I UNIFORM
2
2
l2l2
2
- -lndicates cantilever span information.
'* -Strip width used for positive flexure.
"**-L2 widths are 112 dist. to transverse column.
"E"-lndicates exterior strip.
PARTIAL LOADING DATA
PARTIAL LOADINGS ARE NOT SPECIFIED
11;:,',.Kt?:::':?,'"T"I":":;5.ftilP"ffi ::::lJ3:1,:iBS"nssNle+
12.0 48.0 12.01 12.0 48.0 12.0 |
18.0 .0 12.0 | 18.0 .o 12.01
18.0 .o 12.01 18.0 .0 12.0 |
12.0 48.0 12.01 12.0 48.0 12.0 |
1
2
3
4
COLUMN/TORSIONAL DATA
*****t****i******!ttt*
UMI'' ICOLTJMN ABOVE SLAB ICOLUMN BELOW SLAB ICAPITEL*tcoLUMN MIDDLEI
NUMBER i C1 C2 HGT I C1 C2 HGT IEXTEN. DEPTHISTRIP* STRIP*I
| | (in) (in) (ft) | (in) (in) (ft)l (in) (in) l(ft) (ft)l
i----r---------- r---------- l--------l------- ItlllI.o .0 | 4.5 4.5 |.0 .0 | 8.3 8.3 I.o .0 | 7.5 13.01.o .0 | 4.5 4.5 |
Columns with zero "C2" are round columns.
* -Strip width used for negative flexure.
'lCapital extension distance measured from face of column.
ffi DRopPANEUSOLIDHEAD ISUPPORT I
NUMBER iWrOrH DEPTH ECCEN I LEFT RtcHT WTDTH TH|CK lFrxlTY. I
1
2I
* -Support fixity of 0% denotes pinned condition'
Support fixity of 9990/o denotes fixed end condition.
ll I.01 100% I
12.01 100% I
12.01 100% |
.0 | 100% |
.0 .0 .0.0 .0 .0.0 .0 .0.0 .0 .0
1.0
1.5
1.5
.0
1.5
1.5
1.5
.0
I
3.0
3.0
3.0
.0
t1-J,:,'#il,1?:"':':?,ho;;:"$5K"1#9.ffi ::::ll3:3"ru5*nsstrJe5
LATERAL LOAD/OUTPUT DATA
********+********ti*****I
L,qYrnnL LoADs ARE Nor sPEclFlED
OUTPUT DATA
pnfrrnf,f LOADINGS: l THRU 4
PATTERN LIVE LOAD FACTOR (1-3; = 75o/o
LOAD FACTORS:
U=1.40"D+1.70*L
U = .75( 1.40*D + 1.70*L + 1.70-W)
U=.90*D+1.30*W
OUTPUT OPTION(S):
lnput Echo
Column Strip Distribution Fac
Shear Table
Reinforcing Required
Bar Sizing
Additional Information
Deflections
Material Quantities
-OP
NOT SPECIFIED AT COLUMN 1v
-*SPEC|FIEDDRoPPANELLENGTHLEFTLESSTHANI/6oFSPANATcoLUMN2
DROP IGNORED FOR TIEiUNNI- DESIGN AND DEFLECTION CALCULATIONS'
--SPEo|FIEDDRoPPANELLENGTHRIGHTLESSTHANI/6oFSPANATcoLUMN2
DROP IGNORED FOR rr-EiUNNL DESIGN AND DEFLECTION CALCULATIONS'
--SPECIF|EDDRoPPANELWIDTHLESSTHANI/3oFSPANATcoLUMN2
DROP IGNORED FOR TIEiUNNI- DESIGN AND DEFLECTION CALCULATIONS'
*SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANcE. EXcESS oiprH ont spnn 2 SIDE IGNoRED FoR REINFoRcEMENT cALcULATIoNS'
*SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANcE, EXcESS oiprH oN SPAN 3 SIDE IGNoRED FOR REINFoRcEMENT cALcULATIONS'
-'SPEC|F|EDDRoPPANELLENGTHLEFTLESSTHANI/6oFSPANATcoLUMN3
DRoP|GNoREDFoRrr-exunnr-DES|GNANDDEFLECT|oNcALcULAT|oNS.
-*SPEC|FIEDDRoPPANELLENGTHR|GHTLESSTHANl/6oFSPANATcoLUMN3
DROP IGNORED FOR TLEiUNNU DESIGN AND DEFLECTION CALCULATIONS'
*SPEC|F|EDDRoPPANELWIDTHLESSTHANI/3oFSPANATcoLUMN3
IIROP IGNORED TON TITiUNAL DESIGN AND DEFLECTION CALCULATIONS'tFSPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE. EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS'
--SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1/4TH THE SUPPORT-DROP EDGE
DISTANCE, EXCESS otprH ON SPAN 4 SIDE IGNoRED FoR REINFoRcEMENT cALcULATloNs'
**l\rt/trrr rl/\? FhFtrlrlrFr 1'l\tal I l"ll /|
,2-1e-2oo4.ADogrll?'^fJ",'"::ffi .ft?-nfl i"::::fi J3:3f iMENrAssN'Ju
3:59:53 PM Licenseo to: t
- ^, ..,-,--r-r^Nre trRoM suPPoRTS
- oESIGN MoMENT ENVELOPES AT,9TIIgIL SECTIONS FROM SUf
**t**ti*t*t**t********tlt****t**tt****t************t{****t
o'iio*ce LoAD MAx'l'P' LoAD
"""n.G'i6iH -PrnH DI'TANcE PrRN
(it)
COL LOAD
NUM TYPE
CROSS DESIGN
SECTN MOMENT
(ft-k) (ft)
TOTL LEFT TOP 9-BoT .0 '000
RGHT TOP 68.6
BOT .0 '000
TOTL LEFT TOP -463.1
BOT .o '000
RGHT TOP 640.6
BOT .0 '000
TOTL LEFT TOP -642.8
BOT .o '000
RGHT TOP 460.4
BOT .0 .000
rorL LT;r r?? 2 -t
luoo
.175
0
.500 3
U
.665
0
.665
1.000 1
0
2.500 3
4
.000
o
4
0
.665
0
.665
U
.500
2
.000 0
4 11.250 t
.000 0
4 6.800 2
.000 0
4 6.800 t
.000 0
4 10.800 2
.000 0
3 8.100 4
.000 0
*nBlrtot .o
-t
.ooottuo
o
.ooJoooo
1
02-19-2004 ADoss(tm) 7.01 proprietafttrn"r" of pSRTLAND cEMENT aggNeg" z
3:59:53'PM Licensed to: Monroe and New-ll Engineers, lnc., Denver, CO
DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS
**a***tra*!rii*******+!r*****t**t+t*****t*t*t*t******j.**tt
SPAN LOAD CRITICAL DESIGN LOAD MAX.I.P. LOAD MM.I.P. LOAD
NUM TYPE SECTION MOMENT P.TRN DIST LEFT PTRN DIST RGHT PTRN
(ft) (ft-k) (ft) (ft)
2 TOTL 9.375 TOP .0 0 .000 0 .000 0
BOT 111.4 3 8.125 2 6.875 3
3 TOTL 16.150 TOP .0 0 .000 0 .000 0
BOT 434.5 4 9.350 1 ',11.050 1
4 TOTL 13.050 TOP .0 0 .000 0 .000 0
BOT 58.0 3 4.950 3 4.050 1
O2-1!-2OO4ADOSS(Im) 7.01 Proprieta,]tt""r" of PORTLAND CEMENT ASSen" ,
DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS
COL CROSS TOTAL TOTAL-VERT COLUMN STRIP
NUM SECTN MOMENT DIFFERENCE MOMENT
(ft-k) (ft-k) (% ) (ft-k) ( % ) (ft-k) (%) (ft-k) (%)
BEAM MIDDLE STRIP
MOMENT MOMENT
1 LEFT TOP -.8 .0 ( 0) -.8 ( 99) .0 ( 0) 0 ( 1)BOr .0 .0(0) .0(0) .0(0) .0(0)
RGHT TOP 68.6 .0 ( 0) 68.2 ( 99) .0 ( 0) .4 ( 1)BOr .0 .0(0) .0(0) .0(0) .0(0)
2 LEFT TOP -463.1 .0 ( 0) -347.3 ( 75) .0 ( 0) -11s.8 ( 25)BOr .0 .0(0) .0(0) .0(0) .0(0)
RGHT rOP 640.6 .0 ( 0) 480.4 ( 75) .0 ( 0) 160.1 ( 25)
BOT .0 .0(0) .0(0) .0(0) .0(0)
3 LEFTTOP -642.8 .0( 0) -482.1 (75) .0(0) -160.7(25)
BOT .0 .0(0) .0(0) .0(0) .0(0)
RGHT TOP 460.4 .0 ( 0) 345.3 ( 75) .0 ( 0) 115.1 ( 25)leor .o .o(o) .o(o) .o(o) .o(o)
-4 LEFT TOP -3.5 .0 ( 0) -3.5 (100) .0 ( 0) .0 ( 0)
BOr 32.2 .0 ( 0) 32.0 (100) .0 ( 0) .1 ( 0)
RGHT TOP .8 .0 ( 0) .8 ( e9) .0 ( 0) .0 ( 1)BOr .0 .0(0) .0(0) .0(0) .0(0)
o2-,tg-2oo4ADOSS(tm) 7.01 proprietaryltr"r. of poRTLAND CEMENT nSSH.oe e
3:59:53 FM Licensed to: Monroe and New'E[ Engineers, Inc', Denver' CO
DISTRIBUTION OF DESIGN MOMENTS IN SPANS
*t*********tt**t*lii***tt****tt***t****
SPAN CROSS TOTAL TOTAL.VERT COLUMN STRIP BEAM MIDDLE STRIP
NUM SECTN MOMENT DIFFERENCE MO.I|/IENT MOMENT MOMENT
(ft-k) (ft-k)(%) (ft-k)(%) (ft-k)(%) (ft-k)(%)
.0(0) .0(0) .0(0) .0(0)
.o ( 0) 66.8 ( 60) .o ( 0) 44.6 ( 40)
.0(0) .0(0) .0(o) .o(0)
.o ( o) 260.7 ( 60) .o ( 0) 173.8 (40)
.0(0) .0(0) .0(0) .0(0)
.0 ( o) 34.8 ( 60) .o ( o) 23.2 ( 40)
9.38 TOP .0
BOT 111.4
16.15 TOP .0
BOT 434.5
13.05 TOP .0
BOT 58.0
o
NO
';;f ,1''3fi ,t?:::'lT],'"1,:r:l5.i#fffi ::::lJ3:3"3.-35*'o"r'rQero
SHEAR ANALYSIS
*****t*****j}********:}******
TE-Allowable shear stress in slabs = 282'84 psi when ratio
of col. dim. (long/short) is less than 2.0.
-Wide beam shear (see "CODE") is not computed, check manually'
-Afterthe column nutbuta, C = Corner, E = Exterior, | = Interior'
DIRECT SHEAR WITH TRANSFER OF MOMENT
- - AROUND DROP/SOLID HEAD -.
COLUMN ALLOW. PATT REACTION SHEAR
NUMBER STRESS NO. STRESS
(psi) (kiPs) (Psi)
1 Not applicable, drop dimensions not specified'
2t 279.68 4 209.5 157.37
31 279.68 4 214.8 161.33
4 Not applicable, drop dimensions not specified'
---- AROUND COLUMN ---
COL. ALLOW- PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR
NO. STRESS NO. STRESS NO' MOMENT TRANSFR STRESS
(psi) (kips) (psi) (kips) (ft-k) (ft-k) (psi)
1E 212.13 4 42.0 57.46 3 417 66-6 19'1 88'27
21 282.84 4 213.7 350.62" 4 213.7 216.7 86'7 517'29'
3t 282.U 4 218.s 359-27. 4 218.9 '218.5 -87'4 527'35*
4E 212.13 3 28.4 38.82 2 11.3 22.1 6.3 54'15
" - Shear stress exceeded.
o
N
';;,:#i,t'":::':13,1';:::1553#"ffi
g::lJ3:3":,=U5"AssNle':1
NEGATIVE REINFORCEMENT
tl:lt*****tt********t***l*********i**a+******
OLUMN-PAfi-LOCATION'TOTAL
- COLUMN.S-TRIP " MIDDLE STRIP
uMBER. No..@coLrncL"bisrcn JnnEn wIDTH " AREA wIDTH
. 1ft-=k;. (sq'in) (ft) . (sq'in) (ft)
't a llR 68.6 1.78 4'5 '97 4'5
; ; ii* 640'6 13.74 8'3 4'21 8'3
i + r'it -042.8 14.00 7 '5 4'17 13'o
i.- s L'il -3.s .s7 4'5 '97 4'5
** - Positive reinforcement required' compute manually'
POSITIVE REINFORCEMENT
*tt****t****t*****t**i***t**t*t*t****t*tl**
SPAN *PATT*LOCATION - TOTAL . COLUMN SJIIP . MIDDLE STRIP
NUMBER*No.*FRoMr-Errl-oesrcN* AREA wIDTH * AREA WIDTH
(ft) '(ft-k) . (sq'in) (ft) . (sq'in) (ft)
2 3 9.4 111.4 1.83 8'3 1'78 8'3
i ; Gr 434.5 7.32 13'o
-a.7.e ,15;oi z ii.r 58-o 1.62 7'5 2'81 13'o
Lot- ' P{rP'
e) l, ao D,8l
&) o,b1 o"73
*-6@b. To? @ bt
&6@ro" ao? @ Mta
+b b8" br.4, be .
* 6@rz" tur'@ HD.
%l;:#f, ,tH::'ill'"*..:f :l5.ft"Y,ty.ffi ::::lJ3:3"ff
MENTASSNJe12
DESIGN RESULTS
*************t*************
\[rg--rr," schedule given below is a guide for proper reinforcement''- pl""mlnt anO is daslO on reasonible engineering judgement.
Unusual boundary and/or loading conditions may require
modification of this schedule'
N EGATIVE REINFORCEMENT
***********t+rl*****ttt**l****t*t*******:l****
* coLUMN sTRIP 'MIDDLE STRIP
. L.NG BARS J'sHont aRns . LoNG BARS
COLUMN - -B A R - L E N 6 1 [-';-g A N - I- T U C T H- * -B A R - L E N G T H-
NUMBER'NO SIZE LEii ni6Hrl No stzE LEIT RIGHT * NO slzE LEFT RIGHT"- ; (n) (ft) ' (ft) (ft) . (ft) (ft)
122636
4** 2
# 6 1.00
#1014.38
#1012.16
# 6 9.15
7.65 2 #6 1.00 5.27 3
12.16 5 #10 9.42 9.42
14.16 5 #10 9.42 9.42
1.00 1 #6 5.10 1.00 3
# 6 1.00 5.74
10 #613.29 8.84
10 #6 8.84 12.84
#6 9.15 1.00
** - Positive reinforcement required, design manually'
POSITIVE REINFORCEMENT
r*i**,r*t*t:r**:t*l*t:r**tl*t*l *tt:l******t+*****
* coLuMN sTRIP * MIDDLE sTRIP
* LONG BARS * ,SiTCJNi
BARS ' LONG BARS - SHORT BARS
spnN
-i---e A R ---- * ---- B A R --- * ---- B A R ---- * --- B A R ----
NUMBER. NO StzE r_Er.roiri:'NO SIZE LENGTH. NO SlzE LENGTH. No slzE LENGTH
'--';-- (ft) . (ft) . (ft) . (ft)
233943
# 6 24.75
# 6 33.50
#6'17.75
# 6 21.88
# 6 25.50
# 6 15.75
#6 25.25
# 6 34.50
#6 18.25
#6 21.25
# 6 23.80
# 6 15.30
3
8
2
J
5
4
3
6
5
ADDITIoNAL lN FORMATIoN AT -q-UPPORTS
*******+*t***t****t**r******r*;**********l**l****t**t****:r******t
Q *r,*,SUMMARY- ADD'L R/F REQ'D DUE TO UNBALANCED (U') MOMENT TRANSFER
R8h'#H.m ; m;;G: 'o^ v,:%lir6::t*x* f*,I-fF#?ft,, ""'o*
02- js-2oo4ADoss(tm)'"tJ#'J:l5K,1#"ii"::::fi J3:3":iMENrAssNUe13
3:59:53 PM Licensed to: I
COLUMN -
1??":yl3-:".}Jl1,?.."tilfi;; r"nnni6i:liNo . sLABw -AREA - R/F
'tu t-\ t, r /5+\ /c.r in\.trqlill-t"q.inl; tn-rl: .-(tt-k).. MI tsc11]
2.75 3.08 88.1 .71 62'8 3 6'5
it.is \s.it zYs .60 149:7. 1 3"9
;;;i; iii.it -zzs.t -60 -135'1 2 3'8';;; z.v zB.4.71 2o'3 2 6'5
NOTE: Zero transfer "CRITICAL SLABW' indicates no support dimensions
given for transfer'
lf beam(s) are presenr, transfer mode may be due to beam shear
and/or torsion, check manually-
ADDITIONAL INFORMATION FOR"- lr.r-sPAN coN DlrloNS
***tt:r*******tl*****t*****:rt:r*****t*l***t**tA*i**t*
* REINF. SUMMARY
SPAN * - TOTALFACTORED-SPAN
NUMBER* nr vttospnni * STATIC DES]GNr'/loMENT''-';' nEb'o. - pRov'D. . (wo PARTIAL LoADS)
' (sq.in) (sq.in) * (ft-k)
tlI
2
J
4
1.62 0 #6
3.83 0 #10
3.67 0 #10
.52 0 #6
2 3.61 5.28 337.5
I tZ.tt 12.32 1075.9
i t.+s 6.16 209z
o2-1s-2oo4ADoss(tm)'"';,::":15K3#"ffi ::::fi l3:3":iMENrAssNU"'o
3:59:53 PM Licensed to: I
DEFLECTION ANALY,.SIS
*-* **** ******* *** *ltt******* tt*******
tbres--rne deflections below must O9 c91uiry! with those of
the analysis i n the perpendicula r direction: -C,ol"'"
users manual tor meinoo of combination and limitations'
-SPans 1 and 5 are cantilevers'
-Time-dependent deflections are in addition to those
shown and *ust oe'"-o-tp'* * : multiplier of the dead
toad(DL) deflection' 6u";cOoe' for range of multipliers'
-Deflectionsduetoconcentratedorpartia||oadsmaybelarger
at the point ot
"pprrcliio"
i-n"n tnot" shown at the centerline'
Deflections ,'"
"o*Jui"o
as from
"n."-u9l?s^:
uniform loading
derived from the sum of all loads applied to the span'
-Modulus of elasticity of concrete' Ec = 4287' ksi
- coLuMN srRlP. ylD-Dlt--:-r^T,X
DEAD
(J L u rvr r\ \' ' '\ ' ' o,'
-. DEFLECTIoN DUE To:' DEFLECTION DUE Ti
SPAN " LOAD '
NUMBER* leff.'DEAD
* (inr4; * (in) . (in) .LIVE - TOTAL '
(in) - (in) - (in) -
DEAD - LIVE - TOTAL '
(in) '
J
3
4
9000. -.005 -.002 -'006
itzss. .081 .031 ''t12
20488. .471 425 896
1un. .oo5 .oo3 'oo8
9000. .000 .oo0 '001
-.005
.016
.275
-.017
.000
-.002
.007
.221
-.005
.000
-.UUO
.023
.497
-.022
.001
OUANTITY ESTIMATES
************t*************tl******r
TOTAL QUANTITIES
CONCRETE 54'7 cu'Yd
ionrrrwonr 1776' sq'ft
l#iiffi;&it ENr (rN rne otnLcrroN oF ANALYSTS)'iruecnrrve) 2994 lbs
ipostrtve) 2025' lbs
SUMMARY OF QUANTITIES
CONCRETE '84 cu'fVsq'ft
FdnrvrWOnr 1'01 sq'fUsq-ft -.
hEir.iiijncirr,rENr*" ...' 2'87 lbs / sq'ft
*(tN THE DIRECTION OF ANALYSIS)
* Program comPleted as requested *
* $rbrr\r4r$Brttic
lll l-0vu ta
t\t>lllNt_ i\17 l)>
lFl-
l-u 12li lm
17u
a\z/
r-1
lr)\s
tr
K
U
^Y,$"\
."L
r'T"+',
FO
te
9,n.d
&
rlt
"o
lt
\
G)A{D)
a-{\E,
6.
AtF )
d
2 rE*=< r---r Zile /-\ OriNr' ;- -irf.>: \.}J F
't z llllllllllll|Iil
ni Z. =!,i
'it '!i i'i z=; ill tii 2fr,2 i qi
;ii rll 5l; iiiiriiii iI; lE Ftti rti *, i1? 111 it! tfii 3 I i;i li '4r :(- '(i ir il ilo'i ! r r< -.-i ' F t
Pt d2 ] PARI< dy
PARKINC CARACtr
VAIL. COLORADO
12-L3-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page l0
8:1-4:58 AM Licensed to: Monroe and NeweLl Engineers, Inc.r Denver, CO
SHEAR ANALYSIS
* ******* :l **** *** ***********
NOTE--Al-lowable shea4 stress i_n_ slabs : 2.82.84 psi when ratio
of col. dim. (Ionq/short) is less than 2.0.
--Wide beam shear (see "CODE" ) is not computed, check manual.Ly.
--After the column nurnbers, C = Corner, E: Exterior, I = Interior.
r-,/r!\!L I )f1 ti A _f(WITH TRANSF
COLUM
COL. ALLOW. PATT REACTTON SHEAR PATT REACTIONNO. STRESS NO. STRESS NO.
(psi)( kips )
AROUND N
ER OF MOMENT
UNBAL. SHEAR SHEAR
MOMENT TRANSFR STRESS
(ft:k) (ft-k) (psi )
1E 161.06
2t 282-84
3E 282.84
1
4
4
SETESS
130.0 70.71
165s. n 397.88+'W 236.sI
exceeded.
Not applicabfe,
Not appJ.icable,
Not appl-icabf e,
drop dimensions
drop dimensions
drop dimensions
.0
.0
.0
nni- enan i fi ari
not speci fi ed .
nnt cnan i fi oA
1
A
130.0
658.0
280 .2
110. I
.0
)aA 1
10.1r
397.88*
236.9I
*-She
A"E**
+'-4'*d-z'x
COLUMN
NUMBER
AROUND DROP/SOLTD HEAD - -
ALLOW. PATT REACTION SHEAR
STRESS NO. STRESS
(psi ) (kips) (psi )
It-at'd\T
1
2
3
L2-T3-2402 ADOSS (tm) 7.01 Proprjetary Software of PORTLAND CEMENT ASSN. page 12B:14:58 AM Licensed to: Monroe and NeweII Engineers, Inc., Denver, CO
DESIGN RESULTS**********************+****
NOTE--The scheduLe given below is a guide for proper reinforcementplacement ard is based on reasonable engineerjng judgement.
Unusual- boundary and/or ]oading conditions may requiremodificati on of this schedule.
NEGAT]VE REINFORCEMENT
*********************+**********,t***********
* LONG
COLUMN+-BAR.-
NUMBER * NO SIZE
COLUMN
BARS
LENGTH-
LEFT RIGHT
(ft ) (fr)
STR]P *MI
SHORT BARS *
_BAR-LENGTH-*-B
NO SIZE LEFT RIGHT * NO(fr) (fr) *
DDLE STRI P
LONG tsARS
AR-LENGTH-
S]ZE LEFT RIGHT(ft ) (ft I
5
6
7
# 5 -42
#11 14.17
# 5 8.19
5.49
8.29
1.75
A
6
6
** - Positive reinforcement required,
1**
2
3**
* coL* LONG
SPAN *----BA
NUMBER * NO SI ZE
* 5 .A2 3.80
#r1 &l 6.54
# 5 F.68 .1.75L luo' ..oesrgn manua-t_Ly.
l9
19
l5
.42
14.t7
6. 18
4.14
B.l7
1 .75
POSITTVE REINFORCEMENT
* * * * * * + * * * J. rf * * * * * * * * * * * * * * * * * * * * * * * * rr. * * * * * + *
UMN
tsARS *
R ____ *
LENGTH *
SHORT
---- B A
NO SIZE
IP
R ----
LENGTH(ft)
* MID+ LONG* ---- B A* NO SIZE
DLE
BARS
R ----
LENGTH
(ft)
STRIP
SHORT BARS
----BAR----
NO SIZE I,ENGTH(fr)
2++ 6 + 6 17.83 6 # 6 151fi 10 # 5 18.33 93 11 # I 25.9s 10 * a o_z.Dq L2 # 6 26.4s 12l1z.',* * - Negati ve re inforcement required, desifrf 'rfanua) Iy.
#6
15.38
22.28
4.D\ttnnr/r6tri[-'s
q LtJ
v,t'Jdl\eqF^? =
Ia) t-.1
I l. --l
|Je.G --+eia+4"
?o* = #get E"
I'JL€P(@r,cb= -+3 -ili (',"
PO+f6,:.rl;' 'r+ S -r { {Y"
o
12-L3-2002 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
8:L4:58 AM Licensed to: Monroe and NeweLl Engineers, fnc., Denver, CO
DEFLECT]ON ANALYSTS**************************************
NOTES--Tbe defl-ectiong b-elow must be combined with those of
the analysis in the perpendj-cular direction. Consul.t
users manual for method of combination and linitations.
--Spans 1- and 4 are cantilevers.
--Time-dependent deflections are in addition to those
shown and must be computed as a multipfier of the dead
load (DL) deflection. See "CODE" for range of multipliers.
--Deflections due to concentrated or partial loads may be larger
at the point of application Lhan those shown at the centerl-ine.
Deflections are computed as fron an average uniform I oading
derived from the sum of all loads applied to the span.
--Modulus of el,asticity of concrete, Ec : 428?. ksi
* * COLUMN STR] P * MIDDLE STRI P* DEAD * DEFLECTION DUE T0: * DEFI,ECTION DUE TO:
sPAN * T,OAD *----------
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL *
* (in^4) * (in) * (in) * (in) * (in) * (in) * (in) *
! 18204. -.001 -. 001 -. 001 -.001 -. 001 -. 0012 '74943. .015 .023 .039 -.007 -.00s -.0123 74943. .168 .299 .466 .109 .146 .2554 78204. -.032 -.030 -.063 -.032 -.031 -.063
QUANTITY ESTIMATES
****+*+****************************
TOTAL QUANTITIES
CONCRETE 57.3 cu. yd
FORMWORK 1321 . sq. ft
REINFORCEMENT (IN THE D]RECTION OF ANALYSIS)(NEGATIVE) 1999. lbs
(POSITIVE) 2893. Ibs
SUMMARY OF QUANTITIES
CONCRETE 1.17 cu. ftlsq- ft
FORMWORK 1.00 sq. ftlsq. ft
REINFORCEMENT** .... 3.69 lbs / sq.ft
+*(IN THE D]RECTTON OF ANALYSTS)
* Program completed as reguested *
t2-I2-2002 ADOSS(tm) 7.01 Proprietary Software of PoRTLAND CEMENT ASSN. Page 10
11:00:12 AM Licensed to: Monroe and Newell Englneers, fnc., Denver, CO
511 !if+r( flNfT! I J-TJ***************************
NOTE- -Allowakrle shear stress in slabs = 282.84 psi when ratio
of co1 . din. (long,/short) is fess than 2.0.
--Wide beam shear (see "CODE" ) is not computed, check manually.
--After the col-umn numbers, C = Corner, E = Exterior, I: Interior.
DIRECT SHEAR WITH
AROUND
TRANSF
COLUM
COL. ALLOW. PATT REACTION SHEAR PATT REACTION
NO. STRESS NO, STRESS NO.
(kips )(psi )( kips )
N
ER O F MOMENT
UNBAL, SHEAR SHEAR
MOMENT TRANSFR STRESS
(ft-k) (ft-k) lpsi)
l-E 282.84
21 282.84
3E 282.84
204.7 l-73.05
4
4
4
364.26*
173.05
204.'7
602 .4
204.1
1?? q
-l- / 5. f
. 0 173.05.0 364.26*
. 0 173. 05
*-She stress exceeded.
- - AROUND
COLUMN ALLOW.
NUMBER STRESS
(Psi )
DROP/SOLID HEAD - -
PATT REACTION SHEAR
NO.STRESS
f leinc\ /nci \
1
3
Not
Not
Not
appl-icabl-e, drop dimensions
applicable, drop dimensions
applicable, drop di.mensions
not specified.
not specified.
not specified.
Ra4ouu'ea,'
41x+Y4
XlfP"
&J^-tlm*t-'
o
L2-L2-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12
11:00:12 AM Licensed to: Monroe and NewelI Engineers, Inc., Denver, CO
DES IGN RESULTS
**********+****************
NlnTF.--'lha sr-hcrJrr'l c o'jrzen l-relow is a orride fnr nr.lnFF -Fi nfnrcement
-j-'.'.!v!!]i\'!,\,!
-_,.r r - _r-t r: An.ri naari r,: i11.l.rc-nent.Pldc.crrlvrlL dlllr r5 sri9rrrcsrrrlY JuqYsrL
Unusual boundary and/or loading conditions may requi re
modi fication of this schedul,e.
NEGATIVE REINFORCEMENT
*********** ****************************J.****
* COLU* LONG BARS
COLL'IMI.J*-BAR-LENG
NUMBER * NO SIZE LEFT* {ft1
STRI P
SHORT BARS
-BAR-I.ENGTH-
NO SIZE LEFT R]GHT
(ft ) (fr )
MN
TH-
*M]DDL
* LONG*-BAR-
* NO SIZE
E STRTP
BARS
LF,NGTH-
LEFT RIGHT
(fr ) (ft )
1**
2
3**
b.1u
6.10
1.75
b'
9
6
5
8
5
+ 5 1.75 8.82
#10 10.25 I0.25
* 5 8.82 1.75
# 5 1.75
#10 6. 10,
# 5 6.10
1.75 6.64
r0. 25 10.25
6.64 1.75
STRIP
SHORT BARS
----BAR----
NO S]ZE LENGTH(fr)
11
15
11
#s. #6
#5
** - Positive reinforcernent required, design manuaIIy.
POSITIVE RE]NFORCEMENT
t * * * * * * .J. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* COLUMN* LONG BARS
SPAN * ---- BAR----
NUMBER * NO SIZE LENGTH* (ft)
STR* SHORT*----BA
* NO SIZE
IP
BARS
R ----
LENGTH
(ft)
,t MID* LONG* ---- B A* NO STZE
DLE
t1Atl)
R ----
LENGTH(fr)
9 *6
9 *6
7 #8
7 #8
I #8
I *8
28 .09
28 .09
24.17
24.'17
z6 . )J
28 .59
9 + 6 24.06
9 * 6 24.06
(//4\ +tvif : \l' ) r
rVr'rd.+"{vf't' \\'3
L.{}*6!-r*r.;'.J,
ffu.-==+8o-+ 4"
-/4 T*\tr | fnrD/r
z-l,7B 4 qE-tt tr
I \\,"6 +,15
+ o'ig'
I2-I2-2002 ADOSS(trn) ?.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
11:00:12 AM Licensed to: Monroe and Newell Engineers, Inc., Denver' CO
DEFLECTION ANALYSIS**************************************
NOTES--The defLections below must be cornbined with those of
.'^r ^ in t- h6 nFrnandi r:r:lar direction.. ConsuJ,tL llc dlrd-l-yJIJ I/t!uErrvrvurq!
users manual for method of conrbination and limitations.
--Spans 1 and 4 are cantilevers.
- -Time-dependent defl-ections are in addition to those
shown and must be computed as a multipfier of the dead
Ioad(DL) deflection. See "CODE" for range of multipliers.
--Deflections due to concentrated or partial loads may be larger
at the pojnt of application than those shown at the center.Iine.
Def.lections are computed as from an average uniform Ioading
derived from the sum of all loads applied to the span.
--Modufus of elasticitv of concrete, Ec = 4287. ksi
+ * COLUMN STRIP * MIDDLE STRIP
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD * -------- ---
IiUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL *
* (in^4) * (in) * (in) * (in) * (in) * (in) * (in) *
1 6r-054. -.0s3 -.0t2 -.065 -.053 -.0L2 -.06s
2 38313. . 366 .143 . s09 .200 .06'7 .267
3 38313. .366 .143 .509 .200 .061 .261
4 61054. -.053 -.O12 -.065 -.053 -.0L2 -.065
QUANTITY ESTIMATES***********************************
TOTAL QUANTITIES
CONCRETE 58.2 cu. yd
FORMWORK 7346, sq. ft
RETNFORCEMENT (IN THE DIRECTION OF ANALYS]S)
(NEGATIVE) 2082. Ibs
(POSITIVE) 3549. Ibs
SUMMARY OF QUANTITIES
CONCRETE I.I7 cu. ftlsq. ft
FORMWORK 1. 00 sq. ftlsq. ft
REINFORCEMENT** .... 4.18 lbs / sq.ft
**(IN THE DTRECTIoN OF ANALYSIS)
* Dr^^r.h nnnnl arod :- -6^.,aF+a.l *1- v9! erL' ev.!'y!Lree qD rE:9uE:JLsu
,"" ?z+s l*'r*z-lMonroe & Newell
Englneers, Inc.SHEEl NO.
,"--4A-L{-- oo..CALCULATED
CHECKEO BY
12-L2-2002 ADOSS(tn) 7.01 Proprietary Software of PoRTLAND CEMENT ASSN. Page 10
8:53:53 AM Licensed to: Monroe and Newell- Engineers, fnc., Denver, CO
SHEAR ANALYSIS***************************
NoTE--Alfowabfe shear stress in sl-abs = 282.84 psi when ratio
of col . dim. (long/short) j.s less than 2.0.
--wide beam shear (see "CODE" ) is not computed, check manually.
--After the co.Lumn numbers, C = Corner, E - Exterior, I = Interior.
DIRECT SHEAR WlTH
AROUND
TRANSF
COLUM
REACTION SHEAR PATT REACTION
STRESS NO.
L tl t, I MOMENT
N
COL, ALLOW. PATT
NO. STRESS NO.
t/nci \(kips ) (ps i )
SHEAR SHEAR
TRANSFR STRESS
( ft-k) (psi )( kips )
UNBAL.
MOMENT
aft--k)
1E 161.06
21 282.84
3E 282.84
* - Shear
L26.O
ress exceeded.
.l 244.39
11
4
4
68.50
409.78*
rzo.v
289.r
106. 9
.0
241 .8
68.50
409.78*
244.39
.0
.0
.0
COLUMN
NUMBER
AROUND
A].LOW.
STRESS
(psi)
DROP/SOLID HEAD - -
PATT REACTION SHEAR
NO.
I ,l'rPr ,| \Pr-! /
1
2
3
Not
Not
Not
applicable, drop
applicable, drop
applicable, drop
dirnensions not specified.
dj-rnensions not specified.
dirnensions not specified..
,-l .ll -t. lt .r ri
5J-a *.l>lp nt-O
d,nsp
^P*"^fj
1,2-12-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12
B:53:53 AM Licensed to: Monroe and Newell Engineers, Inc., Denver' CO
IJE)-LUl\ 11 IJ)U!lD
+++************************
NOTE--TI^e sr:heciu le o'--- r- fnr nrc,nFr rei nforr:ement
pl-acement and is based on reasonabfe engineering judgement.
Unusual boundary and/or loading conditions may requi re
modification of this schedule.
NEGATTVE REINFORCEMENT
*******************++***************+*++****
* COLUMN* LONG BARS
COLUMN *.-B A R - L E N G T H_
NUMBER * NO SIZE LEFT RTGHT* (fr) (fr)
1** 5 # 5 ,42 5.49
2 &.r'f #11 15.07 8.29
3** 1 + 5 8.19 1.75
STRIP *MIDDL
* SHORT BARS * LONG*-BAR-LENGTH-*-BAR-
* NO SIZE LEFT RIGHT * NO SIZE* (fr) (ft) *
STRIP
BARS
LENGTH_
LEFT RIGHT
(fr ) (fr )
STR+ SHORT* :---- B A* NO STZE
* MID* LONG*----BA
* NO SIZE
.42 4 .14
15.0? 8.17
6.18 1.75
STRIP* SHORT BARS*----BAR----
* NO SIZE LENGTH
+ / f i \
4 # 5 .42 3.80 19 # 56 +rL rfr2 6.54 20 # 5
6 # 5 5.68 1.7s 15 # 5
** - Positive reinforcement required, design manualfy.
POSIT]VE REINFORCEMENT
* * * * * * ** * * * ****** J.* r. * * * * * * * * * * * * * * * J.* * * * * * Jr *
SPAN *
NUMBER *
coL
LONG
---- B A
NO SIZE
UMN
BARS
R ----
LENGTH
IP
BARS
R ----
!EJt\ u I fl
DLE
BARS
R ----
LENGTH(fr)
2*+
3
o
11
B
11
t"0
l.J l-J #6*6#8#8
J- /. dJ
25.99
15.83
tz2.e4
18.33
26.49
13.56
22.28
** - Negative reinforcernent required, design manually./ ',32 iw"/si- t/ov\+,zB/7D =
?n = *8 d*E*
t$@ = -+S r,,th b"
Ar coe =1il E.a$ 4 "
1.2-12-2002 ADOSS(tn) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
8:53:53 AM Licensed to: Monroe and Newe1I Engineers, Inc., Denver, CO
DEFLECTION ANALYSIS' * * * * * ** * * * * * * ** * * * * * * * * * * * * * * * * ** * * * * *
NOTES--The deflections be.Low rnust be combined with tho.se Qfj-he analvsis in j-ha nFrncndi r:rlar direction. ConsultLrru qrrga -)' J4e
users manual for method of combination and limitations.
--Spans 1 and 4 are cantil-evers'
--Tine-dependent deflections are in addition to those
shown and must be computed as a rnultiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
--Deflections due to concentrated or partial loads may be Iarger
al- fha rl.\ini- of anolicaLion than those shown at Lhe centerLine.
Deffections are computed as from an average uniform Ioading
derived fron the sum of all- l-oads applied to the span'
--Modulus of elasticity of concrete' Ec = 428'l - ksL
* * COLUMN STRI P * MIDDLE STRIP* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD * ----------
NUMBER * Ieff. * DEAD * LTVE * TOTAL * DEAD + LIVE * TOTAL *
* (in^4) * (in) * (in) * (in) * (in) * (in) * (in) *
r 78204 . . 000 -.001 -. 001 .000 -. 001 -. 001
2 71,964 . . 011 .022 . 033 -.Or2 -. 005 -.018
3 71.964. .193 .305 .49'1 .L26 .148 .2't4
4 18204. -.037 -.030 -.06? -.037 -.031 -'068
QUANTITY ESTIMATES***********************************
TOTAL QUANTITIES
CONCRETE 57.3 cu. yd
FORMWORK ]-327 . sq. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 2208. IbS
(POSITTVE) 3005. lbs
SUMMARY OF QUANTITIES
coNcRETE I.L] cu. ftlsq. ft
FORMWORK 1.00 sq.ftlsq.ft
REINFORCEMENT** ... . 3.93 lbs / sq. ft
**(IN THE DIRECTION OF ANALYSIS)
* Program compfeted as requested *
,* ?>N
SHEET NO.--
./\i.r
CALCULATED BY ,4t+'T
CHECKED BY-
L2-L2-2002 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
11:36:05 AM Licensed to: Monroe and Newell Engineers, Inc., Denver, CO
SHEAR ANALYSIS
*********************+*++**
NoTE--All-owable shear stress in slabs : 282.84 psi when ratio
of col . dj-rn. (1ong/short) is Iess than 2.0.
--Wide beam shear (see "CODE") is not computed, check manually.
--After the co.lumn numbers, C = Corner, E: Exteriott I: Interior.
DIRECT SHEAR WITH
UND
TRANSF
COT,UM
SHEAR PATT REACT]ON
STRESS NO.
( kips )
MO M E N T
SHEAR SHEAR
TRANSFR STRESS
(ft-k) (psi)
ER OF
ARO
COL. ALLOW. PATT REACTION
NO. STRESS NO.
/kirT q)lnsi l
N
UNBAL.
MOMENT
rfi--k\
tE 282.84
2T 282.84
3E 282.84
* - Shear
A
4
A
202.5 171.8
618.1 .0
214.0 -181 .0.0
ress exceeded,
- - AROUND
COLUMN ALLOW.
NUMBER STRESS
(Psi)
7'7 7.24
373.75*
180.88
.0
.0
.0
L71. .24
373.75*
180.88
DROP/SOLID HEAD - -
PATT REACTION SHEAR
NO.J t TIEJJ
/leincl /nci \\r?e+,
1
2
3
Not
Not
Not
^-^-.r-:nsionsaPP-L r \-d!ts ' urvy sfn'E
appl-icable, drop dimens j-ons
applicable, drop dimensions
nnt cnoai fi arl
nat cnanifiod
nnt <nani fi ad\Ava-d'r [d'
Ca],.te.?
1.2-12-2002 ADOSS(tn) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12
11:36:05 AM Licensed to: Monroe and NewefL Engineers, Inc', Denver, CO
UE )Ibl\ 11 IJ)UliIJ***************************
NOTtr--1Lo enhedrr'l F .r ': -.^- 1-^r ^.. I l -tr f or nroner rei nforcementc a-|- lr L/sM r> a guruc
pLacement and is based on reasonabl-e engineering judgement.
Unusual- boundary and/or loading conditions may requj-re
modi f icati.on of this schedule.
NEGATIVE RE]NFORCEMENT
+******************************+************
* LONG
COLUMN*_BAR_
NUMBER * NO SI ZE
COLUMN
BARS
LENGTH-
LEFT RIGHT
(ft ) (fr )
*M]DDL
* LONG*_BAR-
* NO SIZE
E STRIP
BARS
LENGTH-
],EFT RIGHT
(fr ) (fr )
STRIP
SHORT BARS
-BAR-LENGTH_
NO SIZE LEFT RIGHT
(fi ) (ft)
5
8
5
** - Positive reinforcement required, desiqn manua1lv.
POSITIVE REINFORCEMENT
***************+*++*+***********Jr***********
2
3**
8.82
8.82
1.75
6. 10
6. 1-0
1.75
6
9
6
# 5 L.15
*10 10.25
# 5 8.82
# 5 1.75
+10 6.1-0
# 5 6.10
# 5 1.75 6.64
# 5 10.25 8.82
# 5 6.64 1.75
STRIP* SHORT BARS*----BAR----
* NO S]ZE LENGTH
* /ff \
11
-LO
1l-
* C OLUMN* LONG BARS
SPAN *----BAR__--
NUMBER * NO SIZE LENGTH- (fr)
STRI P * M]D DLE
SHORT BARS * LONG BARS
---- B A R ---- * ---- B A R ----
NO SIZE LENGTH * NO SIZE LENGTH
(fr) * (ft)
'rd
ep,Bkr a.o+r,b&O,UZ7+
*a a* 4"
T
f
8
8
'7
B
s
fr
8
I
9
I
6
1
28.09
28.09
24.11
24.'77
z6 . aY 24.06
24.06
9 +6
7 #1
t\r47,
w',
co{. e'hnp= \t' \
nri\d+V\P' i\'3
Len4bcri^ il'D4u o,q1
+Jor*"
l--\lAJL -T (.-F-T
D,u4i-. t , ll
i1+': $ r1-1 \5
-*6 4*
l,-'tlIIJ
|v,45
zQ +6cC*
Pd:e df 4} *-* ig:l' r ., ,r
.,:,+r.c; A,1-C"OL =tl f ''le:* aL
Ptr,n-r c,or.. +b aI4"
+Be+L-o\r,frV
o
t2-12-2002 ADOSS (tn) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
11:36:05 AM Licensed to: Monroe and Newel-l Engineers' fnc., Denver' Co
DEFLECTION ANALYSIS**************************************
NOTES--The deflections below must be combined with those of
the analysis in the perpendicular direction. Consult
users manua] for method of combi.nation and fimitations.
--Spans 1 and 4 are cantilevers.
--Tima-rlancndent deffections are in addition to those++r!!e vvrvr.ee
shown and must be computed as a multjpfier of the dead
load(DL) deflection. See "CODE" for range of multiplrers.
*-Deflections due to concentrated or partial loads may be Iarger
at the point of application than those shown at the centerl-ine.
DefIections are computed as from an average uniform loading
derived from the sum of all loads applied to the span.
--Modul-us of elasticitv of concrete, Ec = 4287. ksi
* * COLUMN STRIP * MIDDLE STRIP
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD *- -- ----- ---
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL *
* 1in^4) * (in) * (in) * (in) * (in) * (in) * (in) *
1 61054 . -.050 - .0r2 -. 063 -.051 - .OL2 -. 063
2 401-42. .339 .146 .485 .181- .068 -249
3 36296. .420 . 138 . 558 .235 .06s - 300
4 61054 . -. 060 - .0r2 - .012 -. 060 - .0r2 - .012
QUANTITY ESTIMATES***********************************
TOTAL OUANTITIES
CONCRETE 58.2 cu. Yd
FORMWORK L346. sq. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 2023. Lbs
(POSTTIVE) 3790. Ibs
S UMMARY OF QUANTITIES
CONCRETE 1.17 cu. ftlsq. ft
FORMWORK 1.00 sq' ftlsq. ft
REINFORCEMENT** .... 4.32 lbs / sq.ft
** (TN THE DIRECTION OF ANALYSIS)
* Dr^^T.m nannl at-o^ rc ra^rrcef a.i *
r rvY!qlr evr!,Ff veve
o
Monroe & Newell
Englneers, Inc.
,"" Pzr+ |
SHEET NO,
0srt
CHECKED BY
CALCULATED BY
Monroe & Newell
Enqineers, Inc.
JOB
,. e>a-s?*+ri\
SHEET NO.
"or"uro-ro."--24!L- oo..
CHECKEO BY
Monroe & Newell
Engineers, Inc.
OATE
12-L2-2002 ADOSS (tm) 7.01 Proprietary Software of PoRTLAND CEMENT ASSN. Page 12
7t31 :40 AM Licensed to: Monroe and Newell Engineers, Inc./ Denverf CO
SHEAR ANALYSIS***************************
NOTE--AIlowable shear stress in sl-abs = 282.84 psi when ratio
of col. dim. (1ong/short) is Iess than 2'0.
--wide beam shear (see "CODE") is not computed, check nanually.
--After the column numbers, C: Corner, E: Exteriot, I = Interior.
WITH ER O F MOMENTDIRECT SHEAR TRANSF
COLUM NAROUND
COL. ALLOW. PATT REACTION SHEAR. PATT REACTION
NO. STRESS NO. STRESS NO.
(ps:- )( kips )
UNBAL. SHEAR SHEAR
MOMENT TRANSTR STRESS
( ft-k) ( ft-k) (psi )
1E
2T
JI-
Lbr.uo
282.84
282.84
* - Shear st
1
4
51. 99
370.48*
ZZJ.UL
r.00. 9
649.2
281.1
89.0
.0
239.1
I
4
.0 51. 99
.0 370.48*
.0 225.0L
ss exceeded.
- - AROUND
COLUMN ALLOW.
NUMBER STRESS
(Psi )
DROP/SOLID HEAD - -
PATT REACTION SHEAR
NO. STRESS
(kips ) (psi )
l- Not
2 Not
3 Not
applicable, drop dimens j-ons
appficable, drop dimensions
applicable, drop dimensions
not speci fied.
not speci fied.
h^r- cr\a/.i f i a.l
wz 6\d' x gL 3"Y \L t='(
dj,.ayy*e
I2-L2-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
7:3'lz40 AM Licensed to: Monroe and NeweLL Engineers, Inc'r Denver' CO
DESIGN RESULTS
***+***********************
NOTE--The schedul"e given below is a guide fo4- p3:oper.g-9i-nf orcement
nl er:ement and is based on reasonable engineering judgenent.
Unusual boundary and/or loading conditions may require
modification of this schedule.
NEGATIVE RE]NFORCEMENT
*******************+************************
* COLU* LONG BARS
.OT,I]N4N*-BAR-T-ENG
NUMBER * NO SIZE LEFT
* aff\
q r R T P +M I
SHORT BARS *
-BAR-LENGTH-*-B
NO SIZE LEFT RTGHT * NO
(ft ) (fr) *
DDLE STR] P
LONG BARS
AR-LENGTH-
SIZE LEFT RIGHT
(fr ) (ft )
MN
TH-
RI GHT
r f | \
1**
2
SPAN *
NUMBER *
E ,il o
L2 .10
_1 . /tr
A)
14 .38
Aq)'e
+1d\ d=
4,14
1.73
t. /f
1,1>
tr Jl c. ia
1 *rr 76.02? f 5 9.19
# s .42 3.80 19 # s
*rr 11 .27 rr.27 2r * 5
# 5 6.35 1.75 14 * 5
** - Positive reinforcement requ i r ed,
POSITIVE REINFO.RCEMENT
***+******+******************+**************
,/ry,
COL
LONG
---- B A
NO SIZE
STR* SHORT*----BA
+ NO SIZE
* MID* LONG* ---- BA* NO SIZE
STRIP
SHORT BARS
----BAR----
NO SIZE LENGTH(fr)
UMN
BARS
R ----
LENGTH(fr)
IP
R ----
LENGTH(fr)
DLE
BARS
R ----
LENGTH(fr)
2**
3
5
I2
5
11
10
10
9
l-0
#s
#'7t+?#5
#8#8
17.83
29.34
If,.dJ
25 .87
IU.55
29.84
15.38
25.1.2
** - Negative reinforcement reguired, design manually'
L2-L2-2002 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
7:37:40 AM Licensed to: Monroe and Newell Engineers, Inc., Denver, CO
DESIGN MOMENT ENVELOPES AT.CRITICAL, SECTIONS ALONG SPANS
********+******r|.****************************************
SPAN. NUM
tOAD
TYPE
TOTL
TOTL
CRITICAL DESIGN
SECTION MOMENT
(fr) (ft-k)
5.850 TOP -9.8
BOT 282.5
1.7.106 TOP .0
BOr 1516. I
LOAD MN(. I.P. LOAD MAX. I.P. LOAD
PTRN DIST LEFT PTRN DIST RGHT PTRN
(ft) (fr)
r nnn
0 .000
4 11.156
0 .000 0
1 4.950 3
0 .000 0
L 12.644 1
L2-L2-2002 ADOSS(tm) 7.01" Proprietary Software of PORTLAND CEMENT ASSN. Page 10
8:02:A4 AM Licensed to: Monroe and Newell- Engineers, Inc., Denver, CO
SHEAR ANALYSIS
***+***********************
NOTE--Atlowable shear stress in slabs = 282.84 psi when ratio
of col-. dim. (long/short) is less than 2.0.
--Wide beam shear (see "CODE") is not conputed' check manua1ly.
--After the column numbers, C = Corner, E: Exterior, I: lnterior.
DIRECT SHEAR WITH TRANSF
COLUM
PATT REACTION
NO.
( kips )
ER OF MOMENT
SHEAR SHEAR
l|(fI!\>I11 )TllLDJ
(ft-k) (psi )
AROUND
COL. ALLOW. PATT REACTION SHEAR
NO. STRESS NO. STRESS
N
UNBAL,
MOMENT
rfr-kl
L!, zoz. aL)
21 282.84
Jr, zoz. a9
4 196-1 165.8e
4 OV4PJT;) 34e.os'+
4 196.2 165 . 19
_ _ AROUND
COLUMN ALLOW.
NUMBER STRESS
(psi )
DROP/SOLID HEAD - -
PATT REACT]ON SHEAR
NO.STRESS
/lzincl /nci \\E el
',
.0
.0
.0
nnt <nan i fi ad
na|. enaa i fi arl
nnt <ncn i fi cri
4
4
4
LYO.I
r96. Z
LOO . Z
.0
166 .2
165.89
349.05*
-L bf, . u v
* - Shear stress exceeded.
1
2
J
Not applicable,
Not applicable,
Not appl icable,
drop dimensions
drop dinensions
drop dirnensions
1,2-12-2002 ADOSS(tn) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12
8202:44 AM Licensed to: Monroe and Newell Enqineers, Inc.' Denver, CO
DESIGN RESULTS***************************
NOTE--The schedul"e given below is a guide for proper. reinforcemqnt
placement and is based on reasonable engineering judgement.
Unusuaf boundary and/or loading conditions may require
modi fication of thi-s schedule.
NEGATIVE REINFORCEMENT********************************************
COLUMN *
NUMBER *
COLU
LONG BARS
-BAR-LENG
NO SIZE LEFT
I f i \
STRIP
SHORT BARS
-BAR-LENGTH-
NO SIZE LEFT R]GHT(fr) (fr)
*MIDDLE STRIP* LONG BARS*-BAR-LENGTH-
* NO SIZE LEFT RIGHT* (ft) (fr)
MN
TH-
SPAN *
NUMBER *
COL
LONG
NO SIZE
UMN
BARS
R ----
LENGTH
(ft)
STR* SHORT* ---- B A* NO SIZE
IP
iJAtl5
R ----
LENGTH
* MID* LONG* ---- B A* NO SIZE
11
20
11
DLE
BARS
R ----
LENGTH(fr)
l**
2
3**
o
8
o
5
I
5
# 5 1.75 8.82
#10 10.2s L0.25
# s 8.82 7.75
#10 6. 10
# s 6.10
# 5 1.75 6.64
# s 10.2s 10.25
# 5 6.64 1.75
STRIP* SHORT BARS*----BAR----
* NO SIZE LENGTH
" (ft)
6. 10
6. 10
1.75
** - Positive reinforcement required, design nanually.
POSITIVE REINFORCEMENT
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * r( * * * * * * t :l
10
10
I *6
8 *6
9 #69 #6
#1
#'7
+Bo*
28.09
28 .09
24.7'l
24.71
28 .59
26. )>
24.06
24 .06
\Jtrr?,o\.,w- [t.z+-I,
ffl\d4'b,iF-* \\,z. +t.
lpr-"n,\re,"n-u ' nfrZ/ \\' 3 * O'gf i\''i4+
\q,!eb
7Z+
4n
Po+
LOrnc,\oc,,tA- = b'Oi twz
-- + ba.* Ao
NEG = *F- S €c* g'
/1rt-
u5r-:
Af CDL-) = if, Boj 4"
IZ-I2-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
8:02t44 AM Licensed to: Monroe and Newell Engineers, Inc.' Denver, co
?.:,,1.1.:.:*T*l *:*l** * *t.T-1.:.:.:.1.:
NOTES--The deflections below must be conbined with those of
the analysis in the perpendicular direction' Consult
users manual- for method of combination and limitations'
--Spans 1 and 4 are cantilevers.
--Time-dependent deflections are in addj.tion to those
shown and must be computed as a muttiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers'
--Deffections due to concentrated or partial loads may be larger
atthepointofapplicationthanthoseshownatthecenterline.
Defl-ections are computed as from an average uniform loading
derived from the sum of all loads applied to the span'
--Modulus of eLasticj-ty of concrete, Ec = 4287' ksi
. * * COLUMN STRIP *-M]DDLE STRIP
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD "----------
NUMBER * Ieff. * DEAD * LM * TOTAL * DEAD * LIVE * TOTAT k
* (in^4) * (in) + (in) * (in) * (in) * (in) * (in) *
1 61740. -.042 -.018 -.060 -.o42 --018 -.060
2 5r5]? . .239 .2L6 .455 .140 .101 '24L
3 51517'. .239 .2L6 ' 455 .140 . l-01 .241'
4 617 40. - .042 -. 018 -. 060 -.042 -. 018 - ' 060
OUANTITY ESTIMATES***********************************
TOTAL QUANTITIES
CONCRETE 58.8 cu. Yd
FORMViIORK 1361. sq. ft
REINFORCEMENT (TN THE DIRECTION OF ANALYSIS)
(NEGATIVE) 1960. lbs
(POSITIVE) 3411. lbs
SUMMARY OT QUANTITIES
CONCRETE 1' 1? cu. ftlsq. ft
FORI"TWORK 1.00 sq. ftlsq. ft
REINFORCEMENT** .... 3.95 lbs / sq.ft
+* /T\I 'T IJF' NTPF.r.TTON OF ANALYS]S)\f rr frr!
* Program completed as reguested *
oMonroe & Newell
Engineers, Inc.
?3tu-s O-*-*''
SH€ET NO,
"o."r*r.o ," CAI'{ oot, I
CHECXEO 8Y
oF_
DATE
L2-12-2002 ADOSS (tm) 7.01 Proprietary Software of PoRTLAND CEMENT ASSN. Page 10
9:50:48 AM Licensed to: Monroe and Newel] Engineers, Inc., Denver' CO
SHEAR ANALYSIS***************************
NoTE--Al-l-owable shear stress in slabs = 282.84 psi when ratio
of cof. din. (]ong,/short) is Iess than 2.0'
--Wide beam shear (see "CODE") is not computed, check manual-ly'
--After the cofumn nurnbers, C: Corner' E: Exteriot, I = fnterior.
DIRECT SHEAR WITH
AROUND
ER OF MOMENTTRANSF
COLUM N
COL. ALLOW. PATT REACTTON SHEAR PATT REACTION
NO. STRESS NO, STRESS NO,
(ps.i )
UNBAL.
MOMENT
lft-k.|
SNLAK SNLt{l(
TBANSFR STRESS
/ft- -L) /n<i \
lt1 -Lo-1 .uo
21 282.84
3E 282.84
* - Shear
1
4
4
I
4
4:2 26r.0L
LLL.Z -v:).:)
618.4 .0
284.2 18s.0
.0
.0
.0
nnt cnoni fi od
-^r-.^-^ifiar{
-nr cnan i fi aA
60.44
46L.97*
50.44
467.97*
zot.ut
!;tres s exceeded,
- - AROUND
COLUMN A],LOW.
NUMBER STRESS
(Psi )
DROP/SOLID HEAD - -
PATT REACTION SHEAR
NO.STRES S
rLinc\ /nqi t
Itqul,'"G
I lr ..-\, t.,rl ,{t5'-b"K?-lr"ttlo
Not
Not
Not
applicable, drop dirnensions
appticable. drop dimensions
applicable, drop dimensl ons
I2-lZ-2002 ADOSS(tm) 7.01 ProprieEary Software of PORTLAND CEMENT ASSN. Page l2
g:50:48 AM Licensed to: Monroe and Newell Engineers, Inc., Denverr co
DES]GN RESULTS***************************
NOTE--The schedul-e. given belord iS a guide for proper reinforcement
rll a.ement and is based on reasonable engineering judgement'
F+Yvv.!!vrr v e__-
Unusual boundary and/or loading conditions may requ.ire
modification of this schedule '
NEGATIVE REINFORCEMENT
*********************+***+******************
* COLUMN* LONG BARS
COLLTMN*-BAR-LENGTH-
NUMBER * NO SIZE LEFT RIGHT* (fr) (ft )
STRIP "M
* cu.lDT! RLaq *
*-BAR-LENGTH-*
* NO qT ZE T,F,FT RTGHT *
* (ft) (ft) )t
DDLE STRIP
LONG BARS
AR-].ENGTH-
SIZE LEFT R]GHT
(ft ) (fr )
I
-B
NO
_L*- )
lo
# 5 .42 5.34
#14 13.79 11.90
# s 9.04 1.75
4 # 5 .42 3.70 20
s #l-4 10.31 10.31 23
7 # 5 6.25 1.75 14
# 5 .42 4.03
+ 51r.37 7.60
# s 6.81 1..15
ATPTP
* SHORT BARS*----BAR----
* NO SIZE LENGTH* (ft)
** - Positive reinforcement required, design nanually'
POSITIVE REINFORCEMENT
************+******L******+********++*******
* COLUMN* LONG BARS
qpLNI*----RAR----
NUMBER * NO S]ZE ],ENGTH* (f r )
STR* SHORT*----BA
* NO SIZE
IP
BARS
R ----
LENGTH
/fi-)
* MTD* LONG*----BA
* NO SI ZE
DT,E
BARS
R ----
LENGTH(fr)
2 6 #5
3 L2 +8
1 / . JJ
28.84
6 +5L2 +8
15.40
25.43
10 # s
LL * '7
17. B3
29.34
10 #510 #'7 24 .'7 0
l.\EG;ffi#tr-lli:'
\-on6\=eurrr. = \44b iw"
l,Le4rn'/*
+q eb b]
LatElLc.,'r.r = q.4Z iwzu
I, o?2 i*=/4+
{aac*,
A-!o-y-
*& o*4"
Mrb L-"I-i I
2z 2b*le*4,o=(2 3,o\inil O,fu)&
4.zo 4,eo
G,r4
?Qru,,
tte_4
.v-l, llr,
1,2-12-2002 ADOSS (tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14
9:50:48 AM Licensed to: Monroe and Newelf Engineers, fnc., Denver' CO
DEFLECTTON ANALYSIS
*****:r.*************** ********+********
NOTES-:-Ihe def-lections be]-ow must be combined with those of
the analysis in the perpendicular dj rection- Consult
users manual- for rnethod of combination and limitations.
--Spans I and 4 are cantilevers.
--"f imo-denen.lent defleccions are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers'
--Deflections due to concentrated or parLial Ioads may be Iarger
at the point of application than those shown at the centerl-ine.
Deflections are computed as from an average uniform Ioading
derived from the sum of aLl .l-oads applied to the span.
--Modu.Lus of elasticity of concreter Ec : 4287. ksi
* * COLUMN STRI P * MI DDLE S TR] P
* DEAD + DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD *-----------
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL *
* (in^4) * (in1 * (in) * (in) * (in) * (in) * (in) *
r t8204. -.001 .00r . 000 -.001 .001 . 000
2 6s1 62- .024 -.006 .018 -.01,5 -.016 -.031
3 41 968. .4IA .264 . 678 .254 .744 .398
4 18204. -.0s9 -.025 -.084 -.059 -.025 -.085
QUANTITY ESTIMATES***********************************
TOTAL QUANTITIES
CONCRETE 60.2 cu. yd
FORMWORK 1"394. sq. ft
REINFORCEMENT (IN THE DIRECTION OF ANALYS]S)
(NEGATIVE) 2825. lbs
(POSITIVE) 3450. lbs
S UMMARY OF OUANTITIES
CONCRETE 1-.L7 cu. ftlsq. ft
FORMWoRK 1.00 sq, ftlsq. ft
REINFORCEMENT** .... 4.50 lbs / sq'ft
**(IN THE DIREC?ION OF ANALYSIS)
* D.^^.^m anmnl ol-ad >- 'a^,'6-+^^ *+ !v9!qlr vv".r,re!uv dr rcYUErLsv
Monroe & Newell
Engineers, Inc.
JOB
SHEET NO.
"o."u*r.o ""---CA-H-- o^r. I
CHECKED BY
SCALE
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Monroe & Newell
Enplneers, Inc'SHEET NO.
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SCALE
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CHECKED BY
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Monroe & Newell
Engineers, Inc.LSHEET NO,
CALCULATED BY CA\)
CHECKED BY
SCALE
tn la J ,'.^ .^D^rE_lc+_J+_g_e{-_
OATE
Monroe & Newell
Engineers, Inc.
,", i%&s&tpi)
SHEET NO. \/
CALCULATED BY
CHECKED BY
SCALE
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DATE
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EnAineers, Inc.SHEET NO,
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CHECKED BY
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Engineers, Inc.;{
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CHECKEO BY
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Drrqineers, Inc'a"aa, *o. -4
CALCULATED BY cA&
CHECKED BY
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Engineers, Inc.
,." pz|J (b+uz])
SHEET NO.
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SCALE
f
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver. Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www. mon roe-newel l.com
Title :
Osgnr:
Description :
Scope :
Job #
Date: 1'1:00AM, 12 APR 04
usca:91ft,"." Concrete Rectangular & Tee Beam Design
Description Uoturned Beam
Beam Weight Added Internally
fc
Fy
Concrete Wt.
Seismic Zone
End Fixity
5,000 psi
60,000 psi
145.0 pcf
1
Pinned-Pinned
Live Load acts with Short Term
General Information.- Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Reinforcing
Rebar @ Center of Beam...
Count Size
oq
Rebar @ Lett End of Beam...
Count Size 'd' from ToP
2 I 2.00 in
2 I 11.00 in
2 9 20.00 in
2 I 29.00 in
Short Term
Rebar @ Right End of Beam...
Count Size 'd' from Top
#1 2 I 2.00 in
#2 2 I 11.00 in
#3 2 9 20.00 in
#4 2 I 29.00 in
#3
'd' from Top
62.00in
60.00 in
58.00in
56.00in
#1
#2
#3
Dead Load
0.200 k
Maximum Deflection
Max Reaction @ Left
Max Reaction @ Right
22.000 29.333
Not Req'd Not Req'd22j00 22.100
End
44.000 ft
Beam Design OK
-0-2271 in
43.41 k
43.41 k
Span = 44.00ft, Wdth= 12.00in Depth = 64.00in
Maximum Moment: Mu 741.16 k-fi
Allowable Moment : Mn.phi 1,943.68 k-ft
Maximum Shear : Vu
Allowable Shear ; Vn-phi
Shear Stirruos...
Stlrrup Area @ Section 0.400 in2Reoion 0.000 7.333
Mai. Spacing 22.000 22.000
Max Vu 60.371 45.278
60.37 k
120.96 k
14.667
Not Req'd
22.639
Mu, Eq. 9-1
741 .16 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq..9-1
60.37 k
59.83 k
44,000 ft
22.000 in
59.832 k
Bending...
@ Center
@ Left End
@ Right End
Shear...
Mn*Phi .
1,943.68 k-ft
474.08 k-ft
474.08 k-tt
Vn'Phi
120.96 k
120.96 k
Mu, Eq. 9-2
555.87 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. 9-2
45.28 k
44.87 k
Mu, Eq. 9-3
247.32 R-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. 9-3
20.15 k
19.97 k@ Left End
@ Right End
DL + [Bm Wt]
DL + LL + [Bm Wtl
DLrLL+ST+[BmWt]
Reactions...
DL + [Bm Wt]l
DL + LL + [Bm Wt]
DL+LL+ST+[BmWt]
0-0000 in
0.0000 in
0.0000 in
21.413 k
43_413 k
43.413 k
0.0000 ft
0.0000 fr
0.0000 ft
@ Rioht
21.413 k
43.413 k
43.413 k
-0.0777 in
-0.2271 in
-0.2271 in
22.0000ft
22.0000ft
22.0000ft
Bending & Shear Force Summary
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 6236602
www.monroe-newell.com
Title:
Dsgnr:
Description:
Scope :
Job #
Date: 11:004M, 12 APR 04
[iii**;g*3;E#ff ]ii"g"",l;?Bi*." Concrete Rectangu|ar & Tee Beam \siq1
Description Upturned Beam
Evaluate Moment Capacity...
X : Neutral Axis
a=beta-Xneutral
Comoression in Concrete
Sum lsteel comp. forces]
Tension in Reinforcing
Find Max As for Ductile Fallure...
X-Balanced
Xmax=Xbal ' 0.75
a-max=beta'Xbal
Comoression in Concrete
Sum lsteel Comp Forcesl
Total Compressive Force
AS N4ax = Tot Force / Fy
Actual Tension As
Center
11.760 in
9.408 in
479.808 k
0.000 k
-480.000 k
36.694 in
27 .520 in
29.355 in
't,122.833 K
0.000 k
't,122.833 k
18.714 in2
8.000 0K
Left End
6.150 in
4.920 in
250.920 k
108.915 k
-360.000 k
17.163 in
12.872 in
13.731 in
525.196 k
128.310 k
653.506 k
10.892 in2
0.000 0K
Rioht End
6.150 in
4.920 in
250.920 k
108.915 k
-360.000 k
17.1633 in
12.872 i^
13.73'1 in
525.196 k
128.310 k
6s3.s06 k
10.892 in2
0.000 0K
ACI Factors (per ACl, applied intemally to entered loads)
Neutral Axis
l9ross
lcracked
Elastic Modulus
Fr = 7.5' fc^.s
Z:Cracking
Eff. Flange Width
ACt 9-1 & 92 DL
ACI 9-1 & 9-2 LL
ACr 9-1 & 9-2 ST
....seismic=ST*:
'19.475 in
26?144.0Q in4
119756.60 in4
4,030.5 ksi
530.330 psi
76.429 ksi
12-00 in
Mcr
Ms:Max DL + LL
R1 = (Ms:DL+LLyMcr
Ms:Max DL+LL+ST
R2 = (Ms:DL+LL+STyMcr
l:eff... Ms(DL+LL)
l:eff... MS(DL+LL+ST)
0.750
0.900
1.300
362.04 k-ft
477 .55 k-lt
0.758
477 .55 k-ft
0.758
181799-106 in4
181799.106 in4
UBC 1921 .2.7 "1.4" Faclol
UBC 1921.2.7 '0.9" Factor
1 .400
1.700
1 .700
1.100
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
oMonroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www.mon roe-newel l.com
User: KW{60365. Ver 5.5.1_
(c)l 983-2002 ENERCALC E
Description Typ. Core Column
16
16,000
Title :
Dsgnr:
Description:
Scope :
Rectangular Concrete Column
Fc
Fy
Seismic Zone
psi
60,000.0 psi
LL & ST Loads Act Seoaratelv
Job #
Date: 11:00AM, 12 APR 04
Page 1
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
1
11.000
1.000
2.000 in
8.000 in
14.000 in
Dead Load
250.000 k
Eccentricitv
inAxial Loads
16.00 x 16.00in Column, Rebar:
Applied : Pu : Max Factored
Allowable : Pn * Phi @ Design Ecc.
M-critical
Combined Eccentricity
Magnification Factor
Design Eccentricity
Magnified Design Moment
Po * .80
P: Balanced
Ecc : Balanced
Actual kLu/t 27.500
Neutral Axis Oistance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Et / 1000
Pc: pi^2 E l/(k Lu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + l\4oments
Design Ecc = Ecc . Delta
3-#7 @2.00in,247
ACI 9-1
605.00 k
759.14 k
54.45 k-ft
1.080 in
1.00
1.080 in
54.4s k-ft
1 ,084.48 k
415.83 k
7.793 in
Elastic Modulus
ACI Eo. 9-l
17.9350 in
0.7000
34.0000
0.5785
1.0000
0.00
0.00
0-0000
1 .0000
1.080
1.080
@ 8.00in, 3-#7 @ 14.00in
ACt 9-2
262.50 k
759.14 k
23.62 k-tt
1.080 in
1.00
1.080 in
23.6?k-ft
1.084.48 k
415_83 k
7.793 in
Column is OK
ACr9-3
225.00 k
759.14 k
20.25 k-ft
'1.080 in
1.00
1.080 in
20.25 k-ft
1,084.48 k
415,83 k
7.793 in
4,030.5 ksi
ACI Eo. 9-2
17.9350 in
0.7000
34.0000
'1 .0000
1.0000
0.00
0.00
0.0000
1.0000
1.080
1.080
Beta
Ar:l tr^ O-?
17.9350 in
0.7000
34.0000
1.0000
1.0000
0.00
0.00
0.0000
'1.0000
1.080 in
1.080 in
General Information catcrt"tioni ii
sf enderness per Act 318-s5 Section 10.12 & 10.13
ACt 9-1 & 9-2 DL
ACr 9-1 & 9-2 LL
ACr 9-1 & 9-2 ST
....seismic=ST':
'1.400
1 .700
1.700
1.100
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
AUt Y-J Snon term Factor
0.750 UBC 1921.2.7 "1.4" Factor0.900 UBC 1921 .2.7 "0.9" Factor
1.300
1.400
0.900
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Golorado 80202
P: (303) 6234927 F: (303) 623'6602
www.monroe-newell.com
Tlfle :
Osgnr:
Description:
Scope :
Job #
Date: 10:17AM, 12 APR 04
Liii,, xwlobros, ve' s 6 1. 25-ocl'2002
rcl1983-2002 ENERCALC Enqrneerino Soflware
Circular Concrete Column
Description COLUMN B-14
General Information C"i"ui"tion" are designed ioACt 3't8-95 and 1997 UBC Requirements
Diameter
Number of Bars
Bar Size
Total Rebar Area
Reblr Percent
Bar Cover
18.000 in
10
10
12.700 i^2
4.991%
2.000 in
Fy
Seismic Zone 1
LL & ST Loads Act Separate
Spiral Ties Used
Live Load
215.000 k
Total Height
Unbraced Length
Eff. Length Factor
Column is BMCED
5,000.0 psi
60,000.0 psi
12.000 ft
12.000 ft
1.000
Dead Load
530.000 kAxial Loads
Actual kLu/r 32.000
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Et / 1000
Pc:pi^2Ell(kLu)^z
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc' Delta
ACr 9-1 & 9-2 DL
ACr 9-1 & 9-2 LL
ACr 9-1 & 9-2 ST
---.setsmlc=51-:
Elastic Modulus
ACLE!.-9:1
18.6790 in
0.7500
34.0000
0.6700
1.0000
0.00
0.00
0.0000
1 .0000
1.1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
18.6790 in
0.7500
34.0000
i.oooo
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
Beta
ACI Eo. 9-3
18.6790 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
1 .400
1 .700
1.700
1.100
ACI 9-2 GrouD Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
0.UBC 1921.2.7 ''1 .4" Factor
UBC 1921.2.7 "0.9' Factor0.900
1.300
Column Diameter= 18.00in, with 10 #10 Bars
Column is OK
Act 9-3
477.00 k
1,107.51 k
45.3'l k-ft
1.1400 in
1 .00
1.1400 in
45.31 k-fi
1,521.09 k
449.06 k
'r0.3508 in
Applied Pu : Max Factored
Allowable Pn t Phi @ Design Ecc.
M-critical
Combined EccentricitY
Magnification Factor
Design EccentricitY
Magnified Design Moment
Po * .80
P : Balanced
Ecc: Balanced
ACr 9-l
1,107.50 k
1,107.61 k
'105-21 k-ft
1.1400 in
1.00
'1.1400 in
105.21 k-ft
1,521.09 k
449.06 k
10.3508 in
ACI 9-2
556.50 k
1,107.61 k
52.87 k-ft
1.1400 in
'1.00
1.1400 in
52.87 k-ft
1,521.09 k
449.06 k
10.3508 in
Slenderngss per Act 318-95 section 10.12 & 10.13
ACI Factors (per ACl, applied intemally to entered loads)
Spiraf Tie Requirements peteT uBc 1s10'e3
Spiral Tie Bar Size #
Gross Area of Column
Core Area Wthin Spirals
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
254.47 inz
153.94 in2
0.024
15.400 in
Monroe & Newell Engineers, Inc'
1701 Wynkoo.p Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623'6602
www.monroe-newell'com
Tltle :
Dsgnr:
Description :
Scope :
Job #
Date: 10:17AM, 12 APR 04
tlser: KW{50365, Ver 5.6 '1,
(c)1983-2002 ENERCALC El
Circular Concrete Column
Description COLUMN E-P1
General Information Iulatlon" "t" designed to ACI 31s-95 and 1997 uBc Requlrements
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
Bar Cover
18.000 in
6
6.320 inz
2.484 %
2.000 in
5,000.0psi
60,000.0 psi
12.000 ft
12.000 ft
1.000
IC
Fy
Seismic Zone
LL & ST Loads Act Separate
Spiral Ties Used
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
1
Dead Load
360.000 k
Live Load
110.000 k
Eccentricitv
1 .000 in
Axial Loads
Actual kLu/r 32,000
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Er / 1000
Pc:pi^zEll(kLu)^2
atpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc . Delta
9-1 & 9-2 DL
ACI 9-1 & 9-2 LL
ACI 9-1 & 9-2 ST
....seismic=ST':
Elastic Modulus
ACI Eo. 9-1
17.9490 in
0.7500
34.0000
0.7294
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
1.400
1.700
1,700
1.100
9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
|JBC 1921.2.7 "1.4" Factor
VBC 1921.2.7 "0.9" Factor
4,030.5 ksi
ACI Eo. 9-2
17.9490 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1 .1400
0.0000
0.750
0.900
1.300
Beta
ACI Eo. 9-3
17-9490 in
0.7s00
34.0000
'1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
Column Diameter= 18.00in, with
Applied Pu : Max Factored
Allowable Pn * Phi @ Design Ecc.
M-critical
Combined E ccentricity
Magnification Factor
Design Eccentricity
Magnitied Design Moment
Po ' .80
P : Balanced
Ecc : Balanced
B #8 Bars
ACt 9-1
691.00 k
899.52 k
65.& k-ft
1.1400 in
1.00
1.1400 in
6s.64 k-ft
1 ,214.76 K
435.88 k
7.5858 in
ACr 9-2
378.00 k
899.52 k
35.91 k-ft
1.1400 in
1.00
1.1400 in
35.91 k-ft
1,218.76 k
435.88 k
7.5858 in
Column is OK
ACI 9-3
324.00 k
899.52 k
30.78 k-ft
'1.1400 in
I .00
1 .1400 in
30.78 k-ft
'1,218.76 k
435.88 k
7.5858 in
sf enderngss Der ACI 318-95 Section 10.12 & 10.13
ACI Factors (per ACl, applied internally to entered loads)
Spiral Tie Requirements per 9z uBc 7970 9'3
Spiral Tie Bar Size #
Gross Area of Column
Core Area Within Spirals
l\ilin. Spiral Reinforcement Ratio
Max Spiral Tie SPacing
3
254.47 inz
153.94 in2
0.o24
15.400 in
Monroe & Newell Engineers, Inc.
170'l Wynkoop Street, Sulte 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www,monroe-newell,com
Title:
Dsgnr:
Description :
Scope :
Job #
Date: 10:17AM, 12 APR 04
Circular Concrete Column
Description COLUMN E-3
Calculations are desigried tci ACi 3i8-95 ano''i 997 UBC Requirements
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
Bar Cover
18.000 in
I
7
4.800 in2
1.886 %
2.000 in
5,000.0psi
60,000.0 psi
12.000 ft
12.000 ft
1.000
fc
Fy
Seismic zone
LL & ST Loads Act SeParate
Spiral Ties Used
Live Load
120.000 k
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
Dead Load
400.000 k
Eccentricitv
1.000 in
o
Axial Loads
Actual kLu/r 32.000
Neutral Axis Distance
Hnl
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Et / 1000
Pc:pi^2Ell(kLu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc' Delta
9-1 & 9-2 DL
ACt 9-1 & 9-2 LL
ACI 9-1 & 9-2 ST
....seismic=ST.:
Elastic Modulus
ACI Eq. $1
17.7390 in
0.7500
34.0000
0.7330
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
17.7390 in
0.7s00
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
Beta
ACI Eo. 9-3
17.7390 in
0.7500
34.0000
I .0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
1 .400
1 .700
1 .700
1.100
0.
0.900
1.300
9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
uac 1921.2.7 "',|.4
IJBC 1921.?.7 "0.9" Factor
Column Diameter= '18.00in, with
Applied Pu : Max Factored
Allowable Pn * Phi @ Design Ecc.
M-critical
Combined Eccentricity
Magnification Factor
Design Eccentricity
Magnified Design Moment
Po ' .80
P : Balanced
Ecc:Balanced
8 #7 Bars
Acl 9-1
764.00 k
850.42 k
72.58 k-ft
1.1400 in
1.00
1.1400 in
72.58 k-ft
1,146.73 k
435.00 k
6.8723 in
ACt 9-2
420.00 k
850.42 k
39.90 k-ft
1.1400 in
1.00
1 .1400 in
39.90 k-ft
1,146.73 k
435.00 k
6.8723 in
Column is OK
ACI 9-3
360.00 k
850.42 k
34.20 k-ft
1.1400 in
1 .00
'1.1400 in
34.20 k-ft
1,140.73 k
435.00 k
6.8723 in
slenderness per Acl 318-95 section 10.12 & 10.13
ACI Factors (per ACl, applied internally to entered loads)
Spiral Tie Requirements per 97 UBC 1910 9 3
Spiral Tie Bar Size #
Gross Area of Column
Core Area Wthin Spirals
?
254.47 inz
153.94 in2
0.024
15.400 in
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
Monroe & Newell Engineers, lnc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www. monroe-newell.com
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 10:17AM, 12 APR 04
o
User: KW-060365, Ver 5.6.1, 25-Ocl-2002
lc)1983-2002 ENERCALC Enqineedno Software Circular Concrete Column
Description COLUMN G-6
'r
oiameier 18.000 in fc 5,000.0psi Total Height 17'000 ft
Number of Bars I Fy 60,000.0 psi Unbraced Length 17 000 ft
Bar Size 10 Seismic Zone 1 EtL Length Factor 1 .000
Total Rebar Area 10.160 in2 LL & ST Loads Act Separate Column is BRACED
Rebar percent 3.993 % Spiral Ties Used
Bar Cover 2.000 in
Dead Load
430.000 k
Live Load
140.000 k 1.000 inAxial Loads
Actual k Lu/r
Neutral Axls Distance
Phi
Max Limit kl/r
Bela = M:sustained/M:max
Cm
Et / 1000
Pc: pi"2 E l/ (k Lu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc. Delta
ACt 9-1 & 9-2 DL
ACt 9-1 & 9-2 LL
ACt 9-1 & 9-2 ST
..,.seismic=ST':
Elastic Modulus
ACI Eo. 9-1
15.2590 in
0.7500
34.0000
0.7167
0.6000
6,6?4.77
1,571 .12
Q.7129
2.0896
1.1400
0.0000
1 .400
1 .700
1 .700
1 .100
ACI 9-2 Group Factor
ACI 9-3 Dead Load Facior
ACI 9-3 Short Term Factor
UBC 1 1.4" Factor
UBC 1921.2.7 "0.9" Factor
4,030.5 ks
ACI Eo. 9-2
18.1290 in
0.7500
34.0000
1 .0000
0.6000
c.ooo.zo
1,348.55
0.4464'
1.0838
1.1400
0.0000
0.750
0.900
1.300
ACI Eo. 9-3
18.4090 in
0.7500
34.0000
1.0000
0.6000
5,686.26
1,348.55
0.3826
1.0000
1.1400 in
0.0000 in
Column Diameter= 18.00in, with
Applied ?u : Max Factored
Allowable Pn " Phi @ Design Ecc.
M-critical
Combined Eccentricity
Magnification Factor
Design Eccentricity
Magnified Design Moment
Po ' .80
P : Balanced
Ecc : Balanced
I #10 Bars
ACI 9-1
840.00 k
a47 .02 k
79.80 k-ft
1.1400 in
2.09
2.3a22 in
166.75 k-ft
1 ,400.73 k
438.10 k
9.3755 in
ACt 9-2
451.50 k
1,009.74 k
42.89 k-fl
1.1400 in
1.08
1.2356 in
46.49 k-ft
1,400.73 k
438.10 k
9.3755 in
Column is OK
ACt 9-3
387.00 k
1,023.44 k
36.76 k-ft
1.1400 in
1_00
1.1400 in
36.76 k-ft
1 ,400.73 k
438.'r 0 k
9.3755 in
slenderness per ACt 318-s5 section 10.12 & 10.13
ACI FaCtOrS (per ACl, applied intemally to entered loads)
Spiral Tie Bar Size #
Gross Area of Column
Core Area Within Spirals
3 Min. Spiral Reinforcement Ratio
254.47 inz
153.94 in2 Max Spiral Tie Spacing
0.o24
15.400 in
Monroe & Newell Engineers, Inc.
17Ol Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www.monroe-newell.com
Tltle :
Dsgnr:
Description:
Scope :
Job #
Date: 10:17AM, 12 APR 04
user: KW460365, ver 5 6.
icl1983-2002 ENERCALC
Circular Concrete Column
Description COLUMN G-8
Calbulatioritdre-d€aifiriecf to ACi 31 8:95' and 1997 UBC Requiremenis
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
Bar Cover
18.000 in
6
10
10.160 in2
3.993 %
2.000 in
5,000.0 psi
60,000.0 psi
12.000 ft
12.000 ft
1.000
fc
Fy
Seismic Zone
LL & ST Loads Act SeParate
Spiral Ties Used
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
1
Column Diameter= 18.00in, with
Applied Pu : Max Factored
Allowable Pn * Phl @ Design Ecc.
M-critical
Combined EccentricitY
Magnification Factor
Design Eccentricity
Magnified Design Moment
Po - .80
P:Balanced
Ecc: Balanced
B #10 Bars
ACI 9-1
1,006.00 k
'l,023.44 k
95.57 k-ft
1 .1400 in
1.00
1.1400 in
95.57 k-tt
1,400.73 k
438.10 k
g-3/ 55 tn
ACI 9-2
525.00 k
1,023.44 R
49.87 k-ft
1.1400 in
1.00
1 .'t 400 in
. 49.87 k-ft
1,400.73 k
438.10 k
9.3755 in
Golumn is OK
ACt 9.3
450.00 k
1,O23.M k
42.75 k-ft
1 .1400 in
1.00
1.1400 in
42.75 k-ft
1,400.73 k
438.10 k
9.3755 in
Sf enderness per Act 318-95 Section 10.12 & 10-13
Dead Load
500.000 k
Live Load
180.000 k
Short Term
k
Eccentricitv
1.000 inAxial Loads
Actual kLu/r 32.000
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Er / 1000
Pc:pi^zEll(kLu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc' Delta
Elastic Modulus
ACI Eo. 9-1
18.4090 in
0.7500
34.0000
0.0958
1.0000
0.00
0.00
0.0000
1.0000
1_1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
18.4090 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
Beta
ACI Eo. 9-3
18.4090 in
0.7500
34.0000
'1.0000
1.0000
0.00
0.00
0.0000
1 .0000
1.1400 in
0.0000 in
ACI Factors (per ACI' aPplied internally to entered loads)
ACt 9-1 & 9-2
ACI 9-1 & 9-2 LL
ACt 9-1 & 9-2 ST
....seismic=ST':
1.400
't .700
1 .700
'1 .1 00
ACI 9-2 Group Factor
ACI 93 Dead Load Factor
ACI 9-3 Short Term Factor
VBC 1921.2.7 "1.4' Factol
UBC 1921.2.7 "0.9' Factor
0.750
0.900
1.300
.400
0.900
Spiraf Tie Requirements per e7 UBC 1e10 e 3
Spiral Tie Bar Size #
Gross Area of Column
Core Area Wthin Spirals
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
254.47 i^2
153.94 in2
0.o24
'15.400 in
Monroe & Newell Engineers, lnc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234s27 F: (303) 623'6602
Description COLUMN H.12
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 10:17AM, 12 APR 04
Circular Cgncrete Column ,ecw:Calculation
General Information Calcrl"tioiis aa6designed.io ACi 3i6-35 and i997 UBC Requirements
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
Bar Cover
18.000 in
8
11
12,480 in?' 4.904 %
2.000 in
fc
Fy
Seismic zone
LL & ST Loads Act SeParate
Spiral Ties Used
Live Load
218.000 k
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
5,000.0 psi
60,000.0 psi
1
13.000 fr
12.000 ft
1 .000
Dead Load
520.000 k
Short Term
Axial Loads
Actual kLu/r 32.000
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Er / 1000
Pc:pi^zEll(kLu)^z
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc * Delta
Elastic N4odulus
Act Eo. 9-1
18.6590 in
0.7500
34.0000
u.ooz/
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
18.6590 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1 .0000
'1 .1400
0.0000
Beta
ACI Eo. 9-3
18.6590 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
Column Diameter= 18.00in,
Applied Pu : Max Factored
Allowable Pn ' Phi @ Design Ecc.
M-critical
Combined Eccentricity
Magnitication Faclor
Design EccentricitY
Magnified Design Moment
Po' .80
P : Balanced
Ecc : Balanced
8 #1 '1 Bars
ACI 9-1
1,098.60 k
1,098.83 k
104.37 k-fi
1.1400 in
1.00
1.1400 in
104.37 k-ft
1,510.67 k
439.,14 k
10.4480 in
ACI 9-2
546.00 k
1,098.83 k
51,87 k-ft
1.'1400 in
't .00
1.1400 in
51.87 k-ft
1,510-67 k
439.44 k
10.4480 in
Column is OK
ACI 9-3
468.00 k
1,098.83 k
44.46 k-fr
1.1400 in
1 .00
1.1400 in
44.46 k-ft
1,510.67 k
439.44 k
10.4480 in
slenderness per Acl 318-95 Section 10.12 & 10.13
ACI Factors (per ACl, applied internally to entered loads)
ACt 9-1 & 9-2
ACI 9-1 & 9-2 LL
ACt 9-1 & 9-2 ST
....seismic=ST.:
1.400
1.700
1.700
1.100
0.750
0.900
'1.300
1.400
0.900ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
UBC 1s21.2.7 "1.4' Factor
UBC 1921.2.7 "0.9" Factor
Spiral Tie Requirements pereT UBC 1e10e 3
Spiral Tie Bar Size #
Gross Area of Column
Core Area Within Spirals
3
254.47 inz
153.94 in2
o.024
15.400 in
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Golorado 80202
P: (303) 6234927 F: (303) 623-5502
www,monroe-newell.com
Description UMN H-16
Title :
Dsgnr:
Description :
Scope :
o
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
Job #
Date: 10:17AM, 12 APR 04
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
' Bar Cover
18.000 in
10
10
12.70Q in2
4.991 %
2.000 in
fc
Fy
5,000.0 psi
60,000.0 psi
Dead Load
460.000 k
Seismic Zone
LL & ST Loads Act Separate
Spiral Ties LJsed
Live Load
227 .500 k
Short Term
KAxial Loads
Actual kLu/r 34.667
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Et / 1000
Pcl. pi 2E l/ (k Lu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc' Delta
ACI 9-1 & 9-
ACt 9-1 & 9-2 LL
ACr 9-1 & 9-2 ST
....seismic=ST*:
Tie Bar Size #
Gross Area of Column
Core Area Within Spirals
Elastic Modulus
ACI Eo. $1
18.5090 in
0.7500
34.0000
0.6248
0.6000
8,110.10
3,289.10
0.4178
1.0307
1 .'1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
18,6790 in
0.7500
34.0000
1.0000
0.6000
0.2410
1.0000
1 ,1400
0.0000
0.750
0.900
1.300
Beta
ACI Eo. 9-3
18.6790 in
0.7500
34.0000
1 .0000
0.6000
2,672.O4
0.2066
1.0000
1.1400 in
0.0000 in
0.800
'1 .400
1 .700
1.700
1.100
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
UBC 1921.2.7 ''1 .4' Factor
I.JBC 1921.2.7 "0.9" Factor
a
254.47 inz
153.94 in2
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
0.024
15.400 in
o
iii"i, -xivoeoses, ver s.6.1, 25€ct-2002
(c)1983-2002 ENERCALC Engineenng Software
Circular Concrete Column
General Information Caliulatlolrs ard Oesign-ed to ACi 318:95 and 1997 UBC Reqijiiemeiiis
Column Diameter= 18.00in, with
Applied Pu : Max Factored
Allowable Pn * Phi @ Design Ecc'
M-critical
Combined Eccentricity
Magnification Factor
Design Eccentricity
Magnified Design Moment
Po' .80
P : Balanced
Ecc : Balanced
10 #10 Bars
ACI 9-1
'1,030.75 k
1,101.9E k
97.92 k-ft
1.1400 in
1.03
1 .17 49 in
100.92 k-ft
1,521.09 k
449.06 k
'10.3508 in
Column is OK
ACI 9'3
414.00 k
1,107.61 k
39.33 k-ft
1.1400 in
1 .00
1.1400 in
39.33 k-ft
a 4?1 nqk
449.06 k
10.3508 in
ACI 9-2
483.00 k
1,107.61 k
45.88 k-ft
1.1400 in
1.00
1.1400 in
45.88 k-ft
1,521.09 k
449.06 k
10.3508 in
sf enderness per ACI 918'95 section 10.12 & 10.13
ACI Factors (per ACl, applied internally to entered loads)
Spiral Tie Requirements per 97 uBc 1e10 e3
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623.6602
Title :
Dsgnr:
Description :
Scope :
Job #
Date: 10:17AM, '12 APR 04
Circular Concrete Column
UMN D-16
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
Bar Cover
18.000 in
8
10
10.160 in2
3.993 %
2.000 in
5,000.0psi
60,000.0 psi
'|
12.500 ft
12.500 ft
1 .000
Fy
Seismic Zone
LL & ST Loads Act Separate
Soiral Ties Used
Live Load
224.000 k
Total Height
Unbriced Length
Eff. Length Factor
Column is BMCED
Dead Load
400.000 k
Ecce ntricitv
inAxlal Loads
Actual kLu/r 33.333
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustained/M:max
Cm
Er / 1000
Pc:pi^2Ell(kLu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc' Delta
Elastic Modulus
ACI Eo. 91
18.4090 in
0.7500
34.0000
0.5952
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
18.4090 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1 .1400
0.0000
Beta
ACI Eo. 9-3
18.4090 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
Column Didmeter= 18.00in, with 8 #10 Bars
ACI 9-l
940.80 k
1,023.44 k
89.38 k-ft
1.1400 in
1.00
1.1400 in
89.38 k-ft
1,400.73 k
438.10 k
9.3755 in
Column is OK
ACt 9-3
360.00 k
1,023.4 k
34.20 k-ft
1.1400 in
1.00
1.1400 in
34.20 k-ft
1,400.73 k
438.10 k
9.3755 in
Applied Pu : Max Fac{ored
Allowable Pn * Phl @ Design Ecc.
M-critical
Combined Eccentricity
Magnification Factor
Design Eccentricity
Magnified Design Moment
Po ' .80
P : Balanced
Ecc : Balanced
ACt 9.2
420.00 k
1,023.114 k
39.90 k-ft
1.1400 in
1.00
1.1400 in
39.90 k-ft
1,400.73 k
438.10 k
9.3755 in
slenderness Det Acl 918-95 section 10.12 & 10.13
ACI Factors (per ACl, applied intemally to entered loads)
ACI 91 DL
ACt 9-1 & 92 LL
ACt 9.1 & 9-2 ST
,...seismic=ST*:
1.400
1 .700
1.700
1.100
Factor
ACI 93 Dead Load Factor
ACI 9-3 Short Term Factor
1921 .2.7 "1.4"
0.900 UBC'1921.2.7 "0.9" Factor
1.300
1.400
0.900
Soiral Tie Bar Size #
Gross Area of Column
Core Area Wthin Sgirals
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
3
254.47 in2
153.94 in2
0.024
'15.400 in
Monroe & Newell Engineers, lnc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 6236602
www. mon roe-newell. com
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 10:17AM, 12 APR 04
User: Kw{60365. V€r 5.6.1. 25oct-2002
(c)1983-2002 ENERCALC Enoineedng Sofi.Jare Circular Concrete Column
Descr:iption COLUMN B-16
eC nequiretents !
-D'"rn"t* --- 18.000 in fc 5,000.0psi Total Height 19 999 Il
Number of Bars e Fy 60,000 0 psi Unbraced Length 12 000 ft
Bar Size 10 S'eismic Zone 1 Eff. Length Factor 1 000
Total Rebar Area 10.160 in2 LL & ST Loads Act Separate Column is BRACED
Rebar Percent 3'993 % Spiral Ties Used
Bar Cover 2.000 in
Axial Loads
Actual k Lu/r
ACr 91 & 9-2 DL
ACt 9-1 & 9-2 LL
ACt 9-1 & 9-2 ST
....seismic = ST' :
Spiral Tie Bar Size #
Gross Area of Column
Core Area Wthin SPirals
Neutral Axis Distance
Phi
Max Limit kl/r
Beta = M:sustiained/M:max
Cm
Et / 1000
Pc:pi^2Ell(kLu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc . Delta
Elastic Modulus
ACI Eo. 9l
18.4090 in
0.7500
34.0000
0.5996
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
4,030.5 ksi
ACI Eo. 9-2
18.4090 in
0.7500
34.0000
1.0000
1.0000
0.00
0,00
0.0000
1.0000
1 .1400
0.0000
0.750
0.900
1.300
Dead Load
429.600 k
1.400
1.700
1.700
1 .100
Live Load
236.250 k
Beta
ACI Eo. 9-3
18-4090 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
UBC 1921.2.7 "1.4" Factor
UBC 1921.2.7 "0.9" Factor
3
254.47 inz
153.94 in2
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
Column Diameier= 18.00in, with 8 #10 Bars
ACt 9-1
1,003.07 k
1,023.44 k
95.29 k-ft.
'1.1400 in
1.00
1.1400 in
95.29 k-ft
1,400.73 k
438.10 k
9.3755 in
Column is OK
ACt 9-3
386.64 k
r ,023.44 k
36.73 k-ft
'r.'r400 in
1.00
'1.1400 in
36.73 k-ft
1 ,400.73 k
438.'r0 k
9.3755 in
Applied Pu : Max Factored
Allowable Pn . Phi @ Design Ecc.
M-critical
Combined EccentricitY
Magnification Factor
Design EccentricitY
Magnified Design Moment
Po . .80
P.: Balanced
Ecc : Balanced
ACt 9-2
451.08 k
1,023.44 k
42.85 k-ft
1.1400 in
1.00
'r.1400 in
42.85 k-ft
1,400.73 k
438.10 k
9.3755 in
Sf enderness per Acl 318-s5 section 10.12 & 10.13
ACI Factors (per Acl, applied intemally to entered loads)
Monroe & Newell Engineers, lnc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www.monroe-newell,com
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 10:18AM, 12 APR 04
User: KW-060365, Ver 5-6.'1,
{c)l 983-2002 ENERCALC El
Circular Concrete Column
Description Column F-13
Calcuiations are desigh:63 tb ACI 318-95 and 1997 UBC Requirements
Diameter
Number of Bars
Bar Size
Total Rebar Area
Rebar Percent
Bar Cover
18.000 in
6
10
'10.160 in2
3.993 %
2.500 in
5,000.0psi
60,000.0 psi
1
Total Height
Unbraced Length
Eff. Length Factor
Column is BRACED
18.000 fi
'12.000 ft
1 .000
Eccentricity
in
0.800
Fy
Seismic Zone
LL & ST Loads Act SeParate
Spiral Ties Used
Live Load
193.300 kAxial Loads
Actual kLu/r 32.000
Neutral Axis Distance
Phi
Max Limit kllr
Beta = M:sustained/lv:max
Cm
Er / 1000
Pc:pi"2Ell(kLu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc * Delta
ACt 9-1 & 9-2 DL
ACI 9-1 & 9-2 LL
ACt 9-l & 9-2 ST
....seismic=ST*:
Elastic Modulus
ACI Eo. 91
18.1590 in
0.7500
34.0000
0.6445
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
1.400
1.700
1.700
1.100
ACI 9-2 Group Factor
ACI $3 Dead Load Factor
ACI 9-3 Short Term Factor
UBC 1921.2.7 "1 .4" Factor
UBC 1921.2.7 "0.9' Factor
4,030.5 ksi
ACI Eo. 9-2
18.1590 in
0.7500
34.0000
1.0000
1 .0000
0.00
0.00
0.0000
1.0000
1 .1400
0.0000
0.750
0.900
1.300
Beta
ACI Eo. 9-3
'18.1590 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1.1400 in
0.0000 in
Column Diameter= 18.00in, with I #10 Bars
ACt 9-1
924.3'l k
1,016.74 k
87.81 k-ft
1.1400 in
1.00
1 .1400 in
87.81 k-ft
1,400.73 k
399.94 k
9.7128 in
Column is OK
ACI 9-3
382.95 k
1,016.74 k
36.38 k-ft
1.1400 in
1.00
'1.1400 in
36.38 k-ft
1,400.73 k
399.94 k
9.7128 in
Applied Pu : Max Factored
Allowable Pn ' Phi @ Design Ecc.
M-crilical
Combined EccentricitY
Magnitication Factor
Design Eccentricity
MagniRed Design Moment
Po ' .80
P : Balanced
Ecc : Balanced
ACt 9-2
446.78 k
't,016.74 k
42.44 k-'.tt
1.1400 in
1.00
1.1400 in
42.44 k-ft
1,400.73 k
399.94 k
9.7128 in
SlenderneSS per Acl 31\-ss section 10.12 & 10.13
ACI Factors (per Acl, applied internally to entered loads)
Spiral Tie Requirements per e7 uBc 1910 9'3
Spiral Tie Bar Size #
Gross Area of Column
Core Area Wthin Spirals
?
254.47 i^2
132.73 i^2
0.034
11.809 in
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver. Colorado 80202
P: (303) 6234s27 F: (303) 623-6602
www.monroe-newel l.com
Title :
Dsgnr:
Description :
Scope :
Job #
Date: 10:18AM, 12 APR 04
User: Kw460365. Vrr 5.6.1, 25oct-2002
ic)1983-2002 ENERCALC Enqineeing Software Circular Concrete Column
Description Column C-2
Di"r"t* -_-
18.000 in fc 4,OOO.0psi Total Height 11 999 ft
Number of Bars 12 Fy 60,000 0 psi Unbraced Length 10 000 ft
Bar Size a Slismic Zone I Eff' Length Factor 1 000
Total Rebar Area 9.480 in2 LL & ST Loads Act Separate Column is BRACED
Rebar Percent 3'725 ok Spiral Ties used
Bar Cover 2.500 in
Axial Loads
Actual kLu/r 26.667
Neutral Axis Distance
Phi
Max Limit klir
Beta = M:sustained/M:max
Cm
Er / 1000
Pc: pi^? E l/ (k Lu)^2
alpha: MaxPu / (.75 Pc)
Delta
Ecc: Ecc Loads + Moments
Design Ecc = Ecc ' Delta
Acr 9-1 &
ACr 9-1 & 9-2 LL
ACr 9-1 & 9-2 ST
....seismic=ST':
Elastic Modulus
ACI E0. 9-1
18.2890 in
0.7500
34.0000
0.678'l
1.0000
0.00
0.00
0.0000
1.0000
1.1400
0.0000
Dead Load
404.700 k
I .400
1.700
1.700
1 .'100
Live Load
158.200 k
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
UBC 192'1.2.7 "1 .4" Faclor
UBC 1921 .2.7 "0.9" Factor
3,605.0 ksi
ACI Eo. 9-2
18.2890 in
0.7500
34.0000
1.0000
1.0000
0.00
0.00
0.0000
1.0000
1 .1400
0.0000
0.750
0.900
'1.300
Beta
ACI Eo. 9-3
18.2890 in
0.7500
34.0000
1 .0000
1.0000
0.00
0.00
0.0000
1 .0000
1.1400 in
0.0000 in
Column Diameter= 18.00in, with 1 2 fl8 Bars
ACt 9-l
835.52 k
863-81 k
79.37 k-ft
'1.1400 in
1.00
1 .1400 in
79.37 k-ft
1,191.50 k
353.42 k
9.6928 in
Column is OK
ACt 9-3
364.23 k
863.81 k
34.60 k-ft
1.1400 in
1 .00
'1.1400 in
34.60 k-ft
1,191.50 k
353.42 k
9-6928 in
Applied Pu : Max Factored
Allowable Pn * Phi @ Design Ecc.
M-critical
Combined Eccentricity
Magnification Factor
Design Eccentricity
Magnified Design Momenl
Po ' .80
P : Balanced
Ecc : Balanced
ACt 9-2
424.94 k
863.81 k
40.37 k-ft
1.1400 in
1.00
'1 .1400 in
40.37 k-ft
1,'191.50 k
353-42 k
9.6928 in
SlenderneSS per ACI 318-95 section 10.12 & 10.13
ACI Factors (per Acl, applied internally to entered loads)
Sphal Tie Bar Size #
Gross Area of Column
Core Are3 \Mthin Spirals
t
254.47 in?
132.73 inz
0.028
14.761 in
Min. Spiral Reinforcement Ratio
Max Spiral Tie Spacing
Monroe & Newell Engineers, lnc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www.monroe-newell.com
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 1 1:00AM, 12 APR 04
User: KW-050365, Vor 5-6.1, 25ocl-2002
(c)1983-2002 ENERCALC Enqineedng Software Combined Footing Design
Description Perimeter Footing
r Gerieial lnformation Calculations are designed to ACI 318-95 and 1997 UBC Requirements ff--.
Allow Soil Bearing 7,000.0 psf fc 4'000.0 psi
Seismic Zone 1 FY 60'000.0 Psi
Concrete Wt
Overburden
145.0 pcf
0.00 psf
Short Term Increase 1.33
Min As Pct 0.0014
Distance to CL of Rebar 3.50 in
Live & Short Term Load Combined
Footing Size...
Distance Left
Dist. Betwn Cols
Distance Right
Footing Length
width
Thickness
3.58 ft
17.50 ft
0.50 ft
14.00
12.00
12.00
12.00
#1 : Square Dimension
...Height
#2 : Square Dimension
...Height
tn
tn
in
in21.58 ft
7.50 ft
38.00 in
Vertical Loads...
Dead Load
Live Load
Short Term Load
@ Left Column
430.000 k
140.000 k
k
@ Rioht Column
303.600 k
57.000 k
k
Soil Pressure @ Left
Dead + Live
Dead+Live+Short Term
Soil Pressure @ Right End
Dead + Live
Dead+Live+Short Term
Stability Ratio
Actual Allowable
6,890.8 7,000.0 psf
6,890.8 9,310.0 psf
5,525.3 7,000.0 psf
5,525.3 9,310.0 psf
999.0:1
tr^ q-1
tr^ A-2
ACI Factored
10,052.4 psf
7,539.3 psf
4,986.0 psf
8,060.3 psf
6,045.3 psf. 3,997.9 psf
Eccentricity
0.396 ft
0.396 ft
-0.396 ft
-0.396 ft
trd q-'l
Eq.9-2
Eq.9-3
Footing Design OK
Length = 21.58ft, Wdth = 7.50ft, Thickness = 38.00in, Dist. Left=358ft, Btwn. = 17.50ft, Dist. Right=0.50ft
Maximum Soil Pressure 6,890.81 psf
Allowablc 7,000.00 psf Steel Req'd @ Lef 0.580 in2lft
Max Shear Strest 103.35 psi Steel Req'd @ Cente 1.925 inzft
Allowabl( 215.03 psi Steel Req'd @ Righ 0'580 in2lft
Min. Overturnino Stabilil 999.000:1
Moments...
Mu @ Col #1
Mu Btwn Cols
Mu @ Col #2
One Way Shears...
Vn : Allow' 0.85
Vu @ Col #1
Vu BWn Cols
Vu @ Col #2
Two Way Shears...
Vn:Allow.0.85
ACr 9-1
41.93 k-fvft
-286.62 k-ttlft
0.00 k-fuft
107.517 psi
2.839 psi
100.604 psi
0.000 psi
215.035 psi
103.346 psi
63.508 psi
ACt 9-2
31.45 k-fuft
-214.96 k-fuft
0.00 k-fvft
107.517 psi
2.129 lsi
75.453 psi
0.000 Psi
215.035 psi
77.510 psi
47.631 psi
ACt 9-3
20.37 k-Wft
-138.78 k-wft
0.00 k-fvft
'107.517 psi
1.380 psi
48.298 psi
0.000 psi
215.035 psi
53.486 psi
33.958 psi
Vu @ Col #1
Vu @ Col #2
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Golorado 80202
P: (303) 623-4927 F: (303) 623-6602
www,monroe-newell.com
Title:
Dsgnr:
Description :
Scope :
Job #
Date: 1 1 :00AM, 12 APR 04
Combined Footing Design
Description Perimeter Footing
@ Lefi Edge of Col #l Between Columns @ Right Edge ol Col #2
ACt 9-1
ACt 9-2
ACt 9-3
ACt 9-1 & 9-2 DL
ACt 9-1 & 9-2 LL
ACt 91 & 9-2 ST
.-..seismic=ST':
Ru/Phi
39.14 psi
29.35 psi
19.02 psi
As Req'd
0.580 in2lft
0.580 in2lft
0.580 in2/ft
KU/t,nl
267.56 psi
200.67 psi
'129.55 psi
As Req'd
-1.9?5in2ln
-1.428in21fi
-1.212in2lft
Ru/Phi
0.00 psi
0.0Opsi
0.00psi
UBC 1921.2.7 "1 .4" Factor
UBC 1921.2.7 "0.9" Factor
As Req'd
0.580 inzft
0.580 inZft
0.580 inzft
1.400
1.700
1.700
1 .'t00
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
0.750
0.900
1.300
Monroe & Newell Engineers, Inc.
'l701 Wynkoop.Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-5602
www. monroe-newell,com
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 1 1:00AM, 12 APR 04
User: Kw460365. Ver 5.6.1. 25oct-m02
(c)1983.2002 ENERCALC enqineednq Software Combined Footing Design Page 'l
Description COMBINED FOOTING
General Information Calculations are dasiqned to ACI 318-95 and 1997 UBC Reouirements
Allow Soil Bearing
Seismic Zone
Concrete Wt
Short Term Increase
Overburden
9,000.0 psf
1
145.0 pcf
1.33
0.00 psf
fc
Fy
Min As Pct
4,000.0 psi
60,000.0 psi
0.0014
Distance to CL of Rebar 3.50 in
Live & Short Term Load Combined
Dimensions
Footing Size...
Distance Left
Dist. Betwn cols
Dislance Right
Footing Length
wdth
Thickness
3.75 ft
13.50 ft
3.75 ft
#1 : Square Dimension
...Height
#2 : Square Dimension
...Height
14.00
12.00
'14.00
12.00
In
in
in
in21.00 ft
7.50 ft
36.00 in
Loads
Vertical Loads...
Dead Load
Live Load
Short Term Load
@ Left Column
425.000 k
160.000 k
k
_@BtShLCp]umn
425.000 k
160.000 k
k
*gggnf-F Footins Desisn oK
Length = 21.00ft, Wdth = 7.50ft, Thickness = 36.00in, Dist. Left = 3.75ft, Btwn. = 13.50ft, Dist. Right = 3.75ft
Maximum Soil Pressure 7.863.57 osfAllowabl( 9,000.00 psf Steel Req'd @ Lef 0.546 in2lft
Max Shear Stres! 1 16.08 psi Steel Req'd @ Cente 1 .300 in2lft
Allowabk 215.03 psi Steel Req'd @ Righ O.546 in2lft
Min. Overturning Stabilil 999.000:1
Soil Pressures
Soil Pressure @ Left
Dead + Live
Dead+Live+Short Term
Soil Pressure @ Right End
Dead + Live
Dead+Live+Short Term
Stability Ratio
Actual Allowable
7,863.6 9,000.0 psf
7,863.6 11,970.0 psf
7,863.6 9,000.0 psf
7,863.6 11,970.0 psf
999.0 :1
ACI Factored
'11,618.5 psf
8,7j3.9 psf
5,248.6 psf
1 1 ,618.5 psf
8,713.9 psf
5,248.6 psf
tr^ a-1
tr.a a-)
trn O-1
tr^ a-)
Eccentricity
0.000 ft
0.000 ft
0.000 ft
0.000 ft
Moment & Shear S ( valuesfot moment are given per unit width of footing )
Moments...
Mu @ Col #1
l/u Btwn Cols
Mu @ Col #2
One Way Shears...
Vn : Allow' 0.85
Vu @ Col #1
Vu Btwn Cols
Vu @ Col #2
Two Way Shears...
Vn : Allow' 0.85
ACt 9-1
55.20 k-fvft
-173.40 k-t!ft
55.20 k{Vfi
107.517 psi
12.939 psi
100.968 psi
12.939 psi
2'15.035 psi
1 '16.077 psi
116.077 psi
ACr 9-2
41.40 k-f!ft
-130.05 k-fuft
41.40 k-fvft
107.5'17 psi
9.704 psi
75.726 psi
9.704 psi
215.035 psi
87.058 psi
87.058 psi
ACr 9-3
24.35 k-wtl
-76.50 k-fvft
24.35 k-fvft
107.517 psi
5.708 psi
44.545 psi
5-708 psi
215.035 psi
58.241 psi
51.21 0 psi
Vu @ Col #1
Vu @ Col #2
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 6236602
www. mon roe-newel l.com
Title :
Dsgnr:
Description:
Scope :
Job #
Date:11:00AM, 12 APR 04
User: KW{60365. Ver 5.5.1,
{c)1983-2002 ENERCALC Er Combined Footing Design Page 2
Description COMBINED FOOTING
Reinio ' ( vaiues given per unit width of footing )
@ Left Edge of Col #1 Between Columns @ Right Edge of Col #2
ACt 9-1
ACr 9-2
Ru/Phi
58.07 psi
43.55 psi
25.62 psi
As Req'd
0.$6 in2lft
0.540 in2/ft
0.546 in2lft
Ru/Phi
182.41 psi
136.80 psi
80.47 psi
KU/tsnl
58.07 psi
43.55psi
25.62psi
As Req'd
0.gO in2lft
0.546inzft
0.546in21ft
ACI 9-2 Group Factor
ACI 9-3 Dead Load Factor
ACI 9-3 Short Term Factor
As Req'd
-1.300 inzft
-1 .207 inztl
-0.704 in2lft
0.750 UBC 1921.2.7 "1.4" Factor'
0.900 UBC 1921 .2.7 "0.9" Factor
1.300
ACt 9"'1 & 9-2 DL
ACt 9-1 & 9-2 LL
ACr 9-1 & 9-2 ST
....seismic = ST. :
1.400
1.700
1 .700
1 .100
ACI Factofs (per ACl, applied internally to entered loads)
Monroe & Newell Engineers, Inc.
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www, monroe-newell.com
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 11:00AM, 12 APR 04
r KW46(
983-2002 l;3i":o#;1033,**" Square Footing Design
Description MAXIMUM INTERIOR FOOTING
General lnformation Calculations are designed toACl 318-95 and 1997 UBC Requirements
Live Load
Short Term Load
Seismic Zone
Overburden Weight
Concrete Weight
LL & ST Loads Combine
Load Duration Factor
Column Dimension
220-QQQ k
0.000 K
1
0.000 psf
145.00 pcf
1.330
36.00 in
Thickness
# of Bars
Bar Size
Rebar Cover
Fy
Allowable Soil Bearing
24.00 in
20
3.250
4,000.0 psi
60,000.0 psi
7,000.00 psf
Reinforcin
Rebar Requirement
Actual Rebar "d" depth used
200lFy
As Req'd by Analysis
Min. Reini % to Req'd
20.188 in
0.0033
0.0037 in2
0.0037 %
0.887 in2
9.755 in2
0.0014
As to USE per foot of Wdth
Total As Req'd
Min Allow % Reinf
11.00ft souare x 24.0in thick wiih 20- #9 bars
Max. Static Soil Pressure
Allow Static Soil Pressure
Max. Short Term Soil Pressure
Allow Short Term Soil Pressure
Mu : Actual
Mn * Phi :Capacity
6,570.99 psf
7,000.00 psf
6,570.99 psf
9,310.00 psf
77.96 k-ft / ft
154.20 k-ft / fl
Vu : Actual One-Way
Vn'Phi : Allow One-Way
Vu : Actual Two-Way
Vn'Phi : Allow Two-Way
Alternate Rebar Selections...
49 # 4's 32 # 5's
17 # 7's 13 # 8's
Footing OK
93.23 psi
'107.52 psi
212.80 psi
215.03 psi
23 # 6's
10 # 9's I # 10's
Monroe & Newell Engineers, Inc.
1701 WynkooP Street, Suite 200
Denver, Colorado 80202
P: (303) 623-4927 F: (303) 623'6602
www.monroe-newell'com
Description Pavillion Wall
Height
Thickness
Rebar Size
Rebar Spacing
Rebar Location
Grouted Cells W Bars
Uniform Eccentric Load...
Dead Load
Live Load
EccentricitY
Roof
Concentric Load.'.
Dead Load
Live Load
Roof
Title :
Dsgnr:
Description:
Scope:
fm
Wall Wt Multiplier
Medium Weight Block
Fr=2.5-(fm)^.5
Seismic Factor
Job #
Date:10:04AM, 12 APR 04
1,500.0 psi
60,000.0 psi
1.00
2.50
0.300
0.00 lbs
0.00 ft
0.00 *vft
0.00 ft
0.00 ft
15.00
8,0 in
5
48 in
200.00 #/ft
1 ,000.00 #/ft
0.00 in
0.00 #/ft
0,00 #/ft
Lateral Loads...
Point Load
@ height
Seismic
Distributed Load
Dist. to ToP
Dist. to Bottom
Seismic
Slender Masonry Wall
Cai"ulitions are designed to 19-67 UBC Requirements
Wall Design OKummary
t S.OOft nign, 8.00in thick wi #5 bars at 48 00in on center at ' MedWt Block
f m = 1,500.0psi, Fy = oo,ooo.opsi, specia| |nspection Req,d, Grout @ Rebar only
;;;..;;"fi;;, ' lfino rcaa coverns service Load Deflection : \Mnd Load Govems
Maximum lteraled Moment : Mu '13'909 42 in-# Maximum lterated Deflection 0'217 in
Moment capacity
*
15"zAA qS in-# Deflection Limit l 260 in
Seismic Wnd
Mn'Phi : Moment capaciry 15'268'5 in-# 15'268'5 in+
Mu: (0.9D+1.0E),(1 .2D+1 .3Wrf1'L+'5Lr) 6'986'0 in+ 13'909 4 in+
Mu: i1.2D*f1'L+'1.0E),(1.2D+1.61r+'8w) 6:9s6'0 il-t 8'259'3 in+
' Overstress Precentage u uv
Allow Deflection: 0.007' Height 1 260 in 1-260 in
Max lterated Service Load Deflection 0'042 in 0217 in
Rctuii oeftection Ratio 4,270'4 830'8
Actual Reinforcing Percentage
erro*aULe rr,rar. Rlinr. Perceht = 0.5 ' Rho Bal
Actual Axial Stress : (Pw + Po ) / Ag
Allowable Axial Stress = 0.04 ' !m
0.0017
0.0053
10.28psi
60.00
0.0017
0.0053
10.28 psi
60.00
Factored Load Analysis
Basic Moment without P-Delta
Basic Deflection without P-Delta
Moment in excess of Cracking Moment
Max. lterated Wall Deflection
Max. lterated Wall Moment
Service Load AnalYsis
Basic Moment without P-Delta
Basic Deflection without P-Delta
Moment in excess of Cracking Moment
Max. lterated Wall Deflection
Max. lterated Wall Moment
Seismic
6,945.75 in-#
0.06 in
0.00 in-#
0.06 in
6,985.98 in-#
Seismic
4,961.25 in-#
0.04 in
0.00 in-#
0.04 in
4,985.'17 in-#
wind
13,'162.49 in+
0.55 in
4,151.52 in+
0.63 in
13,909.42 in-#
Wind
10,125.00 in-#
0.20 in
1,114.02 in-#
0.22 in
10,247.95 i^-#
Monroe & Newell Engineers, Inc'
1701 WYnkooP Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
www.monroe'newell.com
Description
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 10:04AM, 12 APR 04
Slender Masonry Wall
Vertical Load Summary...
DL @ Max. Mom Loc.
LL @ Max. Mom Loc.
0.9 ' Dead Load
1.05 . Dead Load
1.275 ' Live Load
Wall Weight
Wall Weight' Seismic Factor
567.50 Ibs
0.00 lbs
510.75 lbs
595.88 lbs
0.00 lbs
49.00 Psf
20.58 psf
1.3 . Wnd Load
1.7 ' \ryind Load
Seismic Factor ' Wall Wt.
1.43 ' Seismic Weight
'1.87 ' Seismic Weight
Rebar "d' Distance
39.00 psf
51.00 psf
20.58 psf
29.43 psf
38.48 psf
3.81 in
Phi
Equivalenl Solld Thickness
Gross Atea
A-steel
As - Percent
As-Effective = (Pu +As- FY) /FY
As-eff : Wnd
As-eff : Seismic
'a' : ComPression Block
'a' : \Mnd
'a' : Seismic
ffi = Fni ' As-etf' Fy' (d-al2)
\Mnd
Seismic
Em=750'fm
n=29E6/Em
Fr = 2.5' (fm)".s
Soross
Mlracking=Sgross'Fr
FGross
l-Cracked - Wind
FCracked - Seismic
Phi: \Mnd
Phi: Seismic
0.80 .
4.60 in
55.20 in
0.08 in2
0.0017
0.087 in2
0.087 in2
0.34 in
0.34 in
15,268.48 in#
15,268.48 in-#
1125000.00 Psi
z).t o
96.82 Ps
93.06 in
9,010.97 in
354.81 in4
26.42 in4
?6.42 in4
0.800
0.800
Monroe & Newell Engineers, lnc'
1701 WynkooP Street, Suite 200
Denver, Golorado 80202
P: (303) 62s4927 F: (303) 623-6602
www,mon roe-newell.com
Description Pavillion Wall
13.00
Title :
Dsgnr:
DescriPtion:
Scope :
Job #
Date:10:04AM. 12 APR 04
0.00 ft
8.0 in
5
40 in
3.810 in
0.3300
750.00
1 .330
1.000
Factor
Calc of Em = fm '
Duration Factor
Wall Wt Mult.
@ Center
fm
FS
Soecial lnsPection
Grout @ Rebar OnlY
Medium- Weighl Block
Eouivalent
Solid Thickness 4.700 in
psl
psiWall Height
Parapet Height
Thickness
Rebar Size
Rebar SPacing
Depth to Rebar
l'.iru,Y.tlll**ll3l;3,'";T;?33**Masonry Wall Design
-C"i"uf"ti*" are designed to 1-o97 UBC Requlrements
Concentric Axial Load
Dead Load
Live Load
Roof Load
Wind Load 30.000 psf
Uniform Load
Dead Load
Live Load
Load Eccentricity
Roof Load
En: Es/Em
Wall Weight
200.000 #/ft
1,000.000 *f/fl
'r .000 in
0.000 #/ft
0.000 #/ft
1,125,000 psi
25.778
53.000 Psf
Rebar Area
Radius of Gyration
Moment of lnertia
0.093 inz
2.521 in
358.350 in4
301.72 psi
495-00 Psi
24,000.00 Psi
0.05244
0.?7562
0.90813
7.99050
)2lkt
Max Allow Axial Siress = 0.25 fm (1-(h/140r)^2) t Splnsp
Allow Masonry Bending Stress = 0'33 fm ' Splnsp =
Allow Steel Bending Stress =
to"d CotUination & Stress Dell!:Sgmg
Top of Wall
DL+LL
DL+LL+WNd
DL+LL+Seismic
Between Base & ToP of Wall
nl +ll
DL+LL+Wind
DL+LL+seismic
Moment
in-#
1,200.0
200.0
200.0
600.0
4,534.3
Axial
Load
lbs
1,200.0
200.0
200.0
1,544.5
544.5
*4.5
Stqel
psl
621.5
621 .5
1,864.6
23,945.2
14,091.3
7 ,722.64
17,016.91
Masonry
psl
55.U
9.2
9.2
zt.c
t5J.+
208.0
Bending Stresses Axial
Compression
psi
21.28
5.tf,
5. J3
zt .co
9.65
9.65
fb/Fb + fa/Fa
f.?Fi
0.1817
0.0303
0.0303
0.1464
0.9977
0.5871
Wall Weight moment @ Mid Ht
Dead Load Moment @ ToP of Wall
Dead Load Moment @ Mid Ht
Live Load Moment @ ToP of Wall
LiveLoad Moment @ Mid Ht
200.00
100.00
1,000.00
500.00
Total Dead Load
Total Live Load
tDs
lbs
in-#
in-#
in-#
in-#
200.00
1,000.00
Maximum Allow Moment for Applied Axial Load =
il;;i;;rn Allow Axial Load for Applied Moment =
in-#
lbs
Wall Design OK
13.00ft high wall with 0.00fi parapet, Med wi Block w/ 8.00in wall W/ #5 bars at 40'00ino'c' at center
Governing Load comblnation is" ' Dead + Live-+^Wind Between Top & Bottom
Masonry Bending Stress 353'44 Psi
Steel Bending Stress 23,945'17 Psi
H,f"ronw AxiJt Stress 9'65 Psi
Combined Stress Ratio 0'9977 < 1'3300 (allowable)
Wnd Moment @ Mid Ht
Seismic Moment @ Mid
7,605.00
4A33.72
Tltle :
Dsgnr:
Description :
Scope :
Job #
Date:10:04AM, 12 APR 04Monroe & Newell Engineers, Inc'
1701 WYnkooP Street, Suite 200
Denver, Gotorado 80202
P: (303) 62s4927 F: (303) 623-6602
www.monroe-newell.com
Description Lintel at Masonry OPening
Masonry LintelDesign
General Information
fm
FS
Em=fm'
Special InsPeclion
Seismic Factor
Wall Wt Mult.
Block Type
#1
Wind Load
1,500.0 Psi
24,000.0 PSi
750.00
0.015
1.000
Medium Wt
Clear Span
Lintel Depth
Thlckness
End Fixity
Bar Spacing
Live Loads Not Included with Wind/Seismic
0.00 k/ft
c"l
-crl"ti"".'*
designed to 1997 uBc Requlrements
6.00 Rebar o
1
4.000 in
4.000 in
2
1 .330Load Duration Factor
2.00 ft
8.00 in
F rx-Flx
3.000 in
# Bars E/F
Top Clear
Btm Clear
# Bar Sets
End X
0.000 ft
1.50 k/ft
30.00 psf
Moment
Actual - Allowable
4.97 22 50 k-ft
4.97 22 50 K'It
Shear
Actual Allowable
Vertical Loads
DL OnlY
DL+LL
DL+Wind/Seismic+(LL)
Lateral Loads
\Mnd
Seismic
Equiv. Solid Thick
0.18
0.01
7.600 in Wall Wt
37 90
37.90
1.60
0.06
E 1125,000.0 Psi
38.73 psi
38.73 psi
51.51 psi
51 .51
51 .51
n
495.00 Psi
24,000.00 Psi
38.73 PSi
29.92 k-ft
7.46 k-ft
7.46 k-ft
78.00 Psf
psi
psi
25.7774
Vertical Strength
k:(np^2+2nP)^.5-nP
np
i=1-U3
tra:mas=Fb k.i b d^2/2 ' LDF
M:Stl = Fs As j d
Lateral Strength
As
k:(np^2+2nP)^.5-nP
np
i='1 -k/3
M:mas=Fb k jb d^2/2. LDF
M:Stl = Fs'As.j'd'LDF
Allowable Stresses
Masonry Fb.
0.33 f m (.5 if w/o sP insp)
Steel
Masonry Fv
fm^.5 * (.5 i{ o sP insp)
0.8800 in2
0.42
0.1490
0.861
22.50 k-ft
30.25 k-ft
0.88 in2
0.44
0.17
7.46 k-ft
10.99 k{t
Soan= 6.00ft, DePth=
Using Z bar sets of 1- #6
Combined Stress Ratios
DL+LL
DL + Wind (+ LL)
DL + Seismic (+ LL)
Combined Stress Results '
DL+LL
DL + Wind (+ LL)
DL + seismic (+ LL)
(shear governs)
(shear governs;
(shear governs)
fb/Fb
fb/Fb
ID/FO
1.00
1.00
1.00
Combined
0.2208
0.9785
0.1901
0.7667
0.1669
0.7369
1 oq7ft Thick= B.o0inMedium Weight Block' Special Inspectton
o"-ti toa"eO 3 000in apart, Ends are Fix-Fix
0.9785 .
0.7667 '
0.7369 |
Lateral i
0.0241
0.0310
0.0009
0.0012
Monroe & Newell Engineers, Inc'
1701 WynkooP Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623'6602
www. monroe-newel l.com
Description ROOF BEAM
Title :
Dsgnr:
Description:
Scope :
Job #
Date: 10:O4AM, 12 APR 04
i: iivioooles, ver s.o t ' 25-od'2002 .
983-2002 ENERCALC Engineenng >onware
General Timber Beam
General lnformation ffits*d to 1ee7 NDS and 1"1!99!::51;
Section Name 6x12
Beam Width
Beam Depth
Member TYPe
Bm Wt. Added to Loads
Load Dur. Factor
Beam End Fixity
Wood Density
5.500 in
11.500 in
Sawn
1.150
Pin-Pin
30.000 Pcf
Center SPan
Left Cantilever
Riqht Cantilever
Do.-uglas Fir - Larch, No.1
Fb Base Allow
Fv Allow
Fc Allow
E
10.00 ft
2.50ft
ft
'I,350.0 psi
85.0 psi
625.0 Psi
1,600.0 ksi
0.00 ft
0.00 ft
0.00 ft
Full Uniform Loads
Center
Left Cantilever
Right Cantilever
Center SPan".
Deflection
...Location
@ Center
@ Left
@ Right
...Length/Defl 3,817'9
Camber ( using 1.5 ' O.L. Oefl ) "'
Deflection
...Length/Defl
Right Cantilever.'.
. Deflection
...Length/Defl
Sxx 121 .229 in3 Area
cl 0.000
Sxx Reo'd
97.62 in3
24.96 in3
0.00 in3
@ Right SuPPort
6.19 k
63.332 in2
97.75 Psi
Bearing Length Req'd
Bearing Length Req'd
DL
DL
DL
170.00 #/ft
170.00 #/ft
#1ft
#tft
#1ft
#1ft
LL
LL
LL
8s0.00
850.00
Dead Load
-0.031 in
5.100 ft
0.047 in
0.030 in
0.000 in
Total Load
-0.203 in
5.000 ft
591.48
0.020 in
2,970.4
0.154 in
389.9
0.000 in
0.0
0.000 in
0.0
Bending
ck
cf
Analysis
26:035
1.000
@ Center
@ Left SuPPort
@ Right SuPPort
Shear AnalYsis
Design Shear
Area Required
Fv: Allowable
Bearing @ SuPPorts
Max. Left Reaction
Max. Right Reaction
0.000 ft
0.000
Max Moment
12.63 k-ft
2 2? ll-fl
0.00 k-ft
@ Left SuPPort
o./o
^69.165 in2
97.75 Psi
8.07 k
5.11 k
Rb Allowable fb
1,552.50 Psi
1,552.50 Psi
1,552.50 Psi
2.348 in
1 .486 in
ffi*ru"*ant= 2.50ft, Beam width = 5 50oin x Depth = 11'sin' Ends are Pin-Pin
Max Siress Ratio 1 oe4 ' 1
Maximum Moment 12 6 k-ft Maximum Shear *
Allowable 1s.7 k-ft Allowable
Max. Positive Moment 12'63 k-ft at ! q?9 L Shear:
ii,ili. u"!"tiu" r',ro."nt -0 s7 k-ft at 0 000 ft
Max @ Left support -3.23 k-ft camber:
uax 6 nignt support o oo k-ft
Max. M allow 15 68 Reactions..
fb 1 ,250.20 psi fv 106 89 psi Left DL 1 43 k
Fb 1 ,552.50 psi Fv 97'75 pt'
-
x'9ht5---0 86 i
1.5
@ Left
@ Risht
@ Left
@ Center
@ Right
Max
Max
Overstressed in Shear !
6.8 k
6.2 k
5.49 k
5.11k
0.030in
0.047 in
0.000 in
8.07 k
5.11 k
63.250 in2
Title :
Dsgnr:
DescriPtion :
Job #
Date:10:04AM, 12 APR 04Monroe & Newell Englneers, lnc'
1701 WYnkooP Street, Suite 200
Denver, Colorado 80202
P: (303) 6234s27 F: (303) 623'6502
www.monroe'newell'com
DescriPtion
frfJ A O @ Sp""ified Locations Moment
-3.23 k-ft
0.00 k-ft
-3.23 k-ft
Shear
5.49 k
0.00 k
5.49 k
Deflection
0.0000 in
0.0000 In
0.0000 in
@ Center SPan Location =
@ Rlght Cant. Location =
@ Left Cant. Location =
0.00 ft
0.00 ft
0.00 fi
Monroe & Newell Engineers, Inc.
'f 7Ol Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 6236602
www.monroe-newell'com
DescriDtion ROOF BEAM
Title :
Dsgnr:
Description :
Scope :
Job #
Date: 10:04AM, 12 APR 04
General Timber Beam
C"l"rlution. aredesigned io 1997 NDS and 1997 UBC Requirements
Section Name 6x12
Beam Wdth
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur. Factor
Beam End Fixity
Wood Density
5.500 in
'11.500 in
Sawn
1.150
Pin-Pin
30.000 pcf
Center Span
Left Cantilever
Right Cantilever
Douglas Fir - Larch, No.1
Fb Base Allow
Fv Allow
Fc Allow
E
8.50 ft
2.50ft
ft
1,350.0 psi
85.0 psi
625.0 psi
1,600.0 ksi
0.00 ft
0,00 ft
0.00 ft
Center
Left Cantilever
Right Cantilever
Center SPan...
Deflection
...Location
...Length/Defl
@ Center
@ Left
@ Right
ck 26.035cf 1 .000
@ Center
@ Left SuPPort
@ Right SuPPort
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ SuPPorts
Max. Left Reaction
Max. Right Reaction
Dead Load
-0.0'15 in
4.381 ft
6,663.5
Total Load
-0.105 in
4.294 fl
973.35
tL
LL
DL
DL
DL
170.00 #/ft
170.00 #lft
#fit
850.00
850.00
#lfr
#tft
#tft
Camber ( using 1.5 ' D.L' Defl ) .-.
Deflection
...Length/Defl
Right Cantilever..'
Deflection
...Length/Defl
Sxx 121.229 i^3 Area
cl 0.000
Sxx Reo'd
69.93 in3
24.96 in3
0.00 in3
@ Right SuPPort
5.06 k
51.760 in2
97.75 Psi
Bearing Length Req'd
Bearing Length Req'd
0.010 in
5,887.8
0.000 in
0.0
0.094 in
640.0
0.000 in
0.0
LE
Rb
0.023 in
0.0'15 in
0.000 in
0.000 ft
0.000
Max Moment
9.05 k-ft
3.23 k-ft
0.00 k-ft
@ Left SuPPort
5./5 K
58.622 in2
97.75 psi
7.35 k
4.3? k
63.250 inz
Allowable fb
'1,s52.50 Psi
1,552.50 psi
1,552.50 psi
2.139 in
1.258 in
So"* A.sOft, Left Cant= 2 soft, Beam Wdth = 5 500in x Depth = 11 sin' Ends are Pin-Pin
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left SuPPort
Max @ Right SuPPort
Max. M allow
fb 895.49 Psi
Fb 1,552.50 PSi
0.927 '. 1
9.0 k-ft
15.7 k-ft
9.05k-ft at-0.57k-ft at
-3.23 k-ft
0.00 k-ft
15.68
Maximum Shear *
Allowable
4.294 ft Shear:
0.000 ft
Camber:
Reactions...
Left DL 1.30 k
Right DL 0.71 k
Beam Design OK
3./ K
6.2 k
4.77 k
4.32R
0.015 in
0.023in
0.000 in
7.35 k
4.32k90.60 psi
97.75 psi
'1 4
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
Bending Analysis
Title :
Dsgnr:
Description :
Job #
Date: 10:04AM, 12 APR 04Monroe & Newell Engineers, lnc'
1701 Wynkoop Street, Sulte 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623'6602
www.monroe'newell'com
DescriPtion
GeneralTimber Beam
lrt, V, a O @ SPeclfled Locations Moment
-3.23 k-ft
0.00 k-ft
-3.23 k-ft
Shear
4.77 k
0.00 k
4.77 k
Deflectlon
0.0000 in
0.0000 in
0.0000 in
@ Center SPan Location =
@ Right Cant. Location =
@ Left Cant. Location =
0.00 ft
0.00 ft
0.00 fl
Monroe & Newell Engineers, Inc'
17Ol Wynkoop Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 623-6602
Description MFTER - TYP.
General lnformation
3xg Center Span
Left Cantilever
Right Cantilever
Douglas Fir - Larch, No.1
Fb Base Allow
Fv Allow
Fc Allow
E
12.00ft ....
3.00ft ....ft ....
1,350.0 psi
85.0 psi
625.0 psi
1,600.0 ksi
Job #
Date:10:04AM, 12 APR 04
ReDetitive Member
Title :
Dsgnr:
Description:
Scope:
Cilculations are deaignedio-1997 NDs and 1997 UBC Requirements
Section Name
Beam Wdth
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur. Factor
Beam End Fixity
Wood Density
0.00 fr
0.00 ft
0.00 ft2.500 in
7 .250 in
Sawn
1.150
Hrn-Htn
30.000 pcf
iiiii,'xW-b;lsos, v", s.5.1, 2s'oct-2002
1cl1983-2002 ENERCALC Enqrneedng Sofiware
General Timber Beam
Center
Len Cantilever
Right Cantilever
Span...
Deflection
...Location
@ center
@ Left
@ Right
Bending Analysisck 26.035cf 1.200
@ center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ SuPPorts
Max. Left Reaction
Max. Right Reaction
Dead Load
-0.098 in
6.120 ft
0.147 in
0.094 in
0.000 in
Total Load
-0.685 in
6.000 fl
210.13
DL
DL
DL
27 .50 #|ft
27 .50 #lft
#tft
160.00
160.00
Deflection
...Length/Defl
Right Cantilever...
Deflection
...Length/Defl
LL
LL
LL
#tft
#tft
#tft
...Length/Defl 1,473.8
Cambet ( using 1.5 ' D.L. Defl ) ..'
0.063 in
1,146.6
0.000 in
0.0
0.521 in
138.2
0.000 in
0.0
Le
Rb
0.000 ft
0.000
Max Moment
3.37 k-ft
0.86 k-ft
0.00 k-ft
@ Left Support
1.66 k
16.951 in2
97.75 psi
1.79 k
1.14 k
Sxx 21.901 in3ct 0.000
Sxx Reo'd
18.89 in3
4.82 in3
0.00 in3
@ Right SuPPort
1.53 k
15.670 in2
07 76 ^ca
Bearing Length Req'd
Bearing Length Req'd
Area 18,125 i^2
Allowable fb
2,142.45 Psi
2,14?.45 Psi
2,142.45 psi
1 .148 in
0.727 in
Sp"t= fzoOtt, Left Cant= 3.00ft, Beam Width = 2 500in x Depth=725in' Endsare Pin-Pin
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right SuPPort
Max. M allow
fb 1,848.11Psi
Fb 2,142.45 Psi
at 6.060 ft
at 0.000 ft
Reactions. .
91.42 psi Left DL 0.29 k
97.75 psi Right DL 0.'18 k
Beam Design OK
1.7 k
1.8 k
'1.22k
1.'l4k
0.094 in
0.147 in
0.000 in
1.79k
1.14 k
0.935 : 1
3.4 k-ft
3.9 k-ft
@ Left
o
Monroe & Newell Englneers, Inc'
1701 WynkooP Street, Suite 200
Denver, Colorado 80202
P: (303) 6234927 F: (303) 523'6602
wwwmonroe.newell.com
Description
Title :
Dsgnr:
Descrlption :
Job #
Date: 10:04AM, 12 APR 04
GeneralTimber Beam
Query Values
try, a O @ SPecified Locatlons
@ Center SPan Location =
@ Rlght Cant. Location =
@ Left Cant. Location =
0.00 ft
0.00 ft
0.00 ft
Moment
-0.86k-ft
0.00k-ft
4.86k-ft
Shear
1.2? k
0.00 k
1.22 k
Deflection
0.0000 in
0.0000 in
0.0000 in