HomeMy WebLinkAboutSTRUCTURAL CALCS - 96-00030 - Assisted Living Center - New Building4
;OFFMAN
INFERS
SPOKANE; WASHINGTON
MADE BY N � DATE
JOB
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0717
6;7
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o F: 00�7OIry
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.PROJECT
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DESIGN CRITERIA
--Vffm�
DATEPAG
r ti
r
OF
BUILDING CODE-,.
SEISMIC ZONE., 3 Z CFoil-
db-qpsm.� Rv
VVIND LOAD: Basic Wind Speed = ��'D mph Exposure v
SOILS REPORT BY: DLA�t1� �
LOADS:
ROOF
A110w, Soil Bearing
Equivalent Fluid Pressure,
Passive Earth Pressure
Coefficient of Friction
9)0 psf
PCf
ocf
DA'ED:
M.. Footing Depth,
E,xt c r ior
Interl"Or
Win. Footing Width
Decking + Insulation + Tapping (if any)
Roofing f Re -hoofing (if applicable
Llghts'-a Ducts, Ceiling and S r kI
ers
Mechanical(Preferred to use actual equip. leads}
Structure (Beams, girders, Columns)
msela
Snow Load (rood _ j psf
n " 4."
Z psf
psf
psf
— psf
3 psf
Z psf
Total Roof DL _psf
ground Snow =
Lag per ppendix chL .1 W
apter IG division I.
psf
Dcckang or Sheathing -#- Topping
Lights, Ducts, Ceiling and Sprinklers ._ psi
Partitions (typica*lly 24 psi .`_�Psf
Structure (Beams, Girders, Columns}
Insulatisf
on + Flc�oraFinish, cif applicable) �Psf
husc. p
Tr,f.,tommml"���Psf
_ nT
Floor live Load = (�iP psf
Special Loads;
..._,jai 'Floor UL = psf
Max Reducti�n �%
Q
PPL/ICOFFMAN PROJECT (�� � 1 I(jF-:� I'�� V J08
Nos a_� L
CII��t�INEERt --
SPOKANE, WASHINGTON
MADE BY �Lf
DATE �"''� PAGE OF
�i
0.7
11
�1
62
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0.
PPL COFFMAN ENGINEERS
J'r! 0�AN�, WASUIPIGTO�J
TIMBER JC}IST & ReFTrQ nr-efrnu
Description : TYPICAL ROOF HEADERS
.T?,-P:� F_.r., %m^ ++
VI K a I C
Title.-
scope:
dOb
Designer.-
m1fic.
Date:
96312
DLP
Design Data - � 2 3-
Timb�r Section fiAE
6X8 ?gg
Depth �r, : 5.50 ?.SO , 2;
l�iath is : 5.50 5.50 3.5_j
0
L2: Unsupp h: O. CC 0.0 0 0 . 00
fib- Allow psi 12 0 0. 0 0 1200,60 1200 , 00
FV_ Al ow psi 85; 0 a 85.00 85.GQ
Blastic Mod. ksi : 1600.00 600 00 1600,.,00
Load Duration Factor 1.1�
5 1.15 1.15
Stress Ratio -» ; 0..99 1.00 0.93
Center Span
Span Length ft ; 5.25 7.25 1.50
Uniform DL Of 270.00 270.00 405.00
LL
Results Pif 630. H 630.00 945.00
Mmax Cntr
11 k -in 37. 21 70.96 Zq.gi
14 -X -Dist ft 2
Reactions . 62 3.62 1.75
Left: Dead Load # : 708.72 978.71 108 . 72
Live Load # : 1653,b8 2283,,66 1653.68
Right: Dead Load # : 708,72 978,71 708.72
live Load p : 1653.68 228.3.66 1653-68
Stresses
FbIff, Allow psi � 1380.00 13 8 0. 0 0 1380,0
0
Fb.. Actual psi : 1341. 83 1376.13 809,00
FV., Allow psi: 97.7i 97. 5 97.75
FV., Actual
DeflectionsPSI : 96, SS 98.07 91.24
C&NTBR... Dead Load in : -0.03E -0.054 -0.008
X-D4st ft : 2,62 3. 62 1.75
DL Ratio 1666 16,04 5963
Live Load in : -0.098 -0.127 -0.018
X-Djst ;t : 2.662 3.62 1.75
DL Ratio 719 6$7 2341
Total Defl126.-0.151 -0.026
X -Dist. ft : 2.62 3.62 1.75
Ratio 4 500 481 1639
C) 1983-94 EN-ERCALC-En�ql�nee�rn�g�Sof�tw�ar�e
L i c e n S e d
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SPOI�,NE, WgSHIN�T��
PROJECT
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DATE
PAGE
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AILOVVAP,LE UNIFORM +'[}meq'`
7 ii LL�iF
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GENERAL NOTES_
e unifora)
III lit.
ra �y
" E
If
fl`1 jJ01i H C- r)
02jS ar)(1 1he SIMplo CC)'-l-jjjU()Uj 0 10 IS own we,
PLjous span Con -d o .r"�c.•IR i 41( -3s 1 epf es nj [ ad
�.
VL 3rid 1 � �� � ra,e (IC �� iOC21 code !or c)lh 'f £�f�
i'r�l ^y fJeciion � �-, r ' hd fc f . 'n ;civ„j� ��� , .4, F_.,• f�� 7ci F
r p J
a
excee
}Pq, S
7.8 E W S M I C r 0 M LVL
J-� ` r � .r one
whey lastenec- r V L 106 i 86
53
c: In e Coubie -he v'lues too Ivoeat- s 79-,,L-4- .te� �,
4 eie tMoes 26 and 7 `'' if connection
e a o
3'/z” 2.0E WS PARALLAM'D PSL (For 21v,E.'
a n 7 PE p fd C C n� 1--". 1.4.: I: - .
tow table)
ilowjng mullip1rers10 calCui to thei, W�
e load" 10r -each a C I
beam v---� i
i u1 Dei
� a� idule X
Use values rn tool
SP. values in !able x i
-SP- values in q ae ,
Tat)je s for one 31/,," beam When properly 'as,'eneo, !Cgether doubte ine vajue�, 10f 1 -1
"' 15 W P 1h IDearns are s. v
n
'%-,o
PPS.4FOFFM,AIN
K E E R s
SPOKANE, WASHINGTON
Inimmo
MP--
�5�
MADE BY
T(4(i 5
6I (ice \7c
DATE
iF
PON-
Vw OL
Zoe
P)o,
JOB
l� `'l' �LFi� d �,�j
CO �
Line
Line
dine
Li-ne
Line
1
2
3
4
5
Title
scope
Number
misc
Isncrr
:ASSISTED LIMING
�- :DLP
---------------- Kj
jA-9�
SQUARE FOOTING DESIGN
DESCRIP�'EQI� �r------------------
----------- �� mY�IC'A� SPREAD FOOTI;VGS Pag
e
/
--�- LOA�TNCnn7A
_ _ --
DEAD LOAD �
LIVE 11
SHQRT TERM rr
SEISMIC ZONE
r
k
(0=wind)
OVERBURDEN WT psf
COMBINE LL+ST?. yip
— — FOOTING DATA ----
LENGTH &
THICKNESS
WIDTH fr
# OF BARS
BAR SIZE
COLUMN SIZE
f 11C
Fy
BAR
COVER
in
psi
psi
in
CONCRETE WT. PCf
----- SOIL DATA ----
BASIC ALLOW SP psf
�n�xt TERM MULT.
DEPTH BELOW SOIL
INCREASES.....,
PER FT DEPTH
WHEN BELOW....
PER FT WIDTH
WHEN WIDER....
ft
psf
£t
psf
ft
CALCULATED FORCES -
Max static SP psf
Allow Static
Max Short SP
Allow Short Term
1 -Way: Allow
Vu/phi
2 -Way: Allow
Vu/phi
Mn
Mu/phiit
k -
Actual
SSL
psf
11
psi
psi
psi
psi
ft /ft
It
---- REINFORCING -----
Actual Bar Depth in
MIN ALLOW. a STEEL
200 / Fy a
Req'd Per Analysis/
USE .......o
In"'2 Req'd per Foot
Total Req'd In^2
--
RE BAR CHOICES ----
Quantity of: #4
#5
#6
h-
4
Y y Y
Y y
3.5 2
10 g
4 3
S 4
4 4
3, 0:00 3, 000 3, 000 3, aD0 310006000a3, �JOD
�00003 3 60000 60000 60000
145 145 145 143 � �
S 145 14 i
1, 5QQ I, 500
1.33 I.33 1.33
1.33 x.33 1.33
1, S90 1,597
11500 1.500
1,59Q 1,597
1,995 1,995
109.s 109,5
37.9 2.2.9
219.1 219,1
118.8 62.2
11-2292 6.6825
3.5558 0.97813
5. �9
4.75 4.75 4.75
0.0014 0.0014 0 0- 1 4 2 0 .08 0
.0014 0.D014 0.0014 C]_nnia
o.an33 a.00j3
0-0013 0.0007
0.0018 0.0014
0.496 0.16a
4
3
2 - - - - - - - -
2
2
1
Line
1
Line
2
Line
3
Ling
4
Ling
5
S
Title :ASSISTED LIVING
Scope. .
Number:
M1, SC
L)sngr DLP_ Date-- 04 -Jun -36
TEFL
COLUMN DESIGN
» TYPICAT, F.ni'i'Av
- ��•�•�i AVL VI'l1V
COLUMN DATA
.AIS SECTION - - _ _ _ _ >>p4std
TOTAL COLUMN HT. - 16 ft
SUPPORT FIXITY - - » 1 «
1=Pin/Pin, 2=Fix/Fix3=Pin/Fix
4=Fix/Pin, S=Fix/Free
(Bottom/Top)
UNERACED LENGTHS:
X -X AXIS
Y -Y AXIS
-------------------
AXIAL DEAD LOAD _
" LIVE LOAD =
" SHORT TERM =
X - X AXIS MOMENTS,0
TSP
16 f t:
16 ft
DATA
DESIr
Fy
LOAD DURATION FACTOR
ME I NE LL & ST
T
s i nEswAy
X -X AXIS
Y-y
AXIS
-:Restrained..
EFFECTIVE LENGTH FACTORS:
X -X ASIS
Y -Y AXIS - 1
. for X -X MOMENTS
ri Y -y 11
APPLzED Lams
5 kips ECC
12 kips
dins
4
Dead
BOTTOM -
2TWN ENDS
Y -Y AXIS MOMENTS: TOP _
POINT LOADS
UNIFORM:
BOTTOM
BTWN ENDS
(k) X -X _
y.y
(k/f t) X -y
USE P4STD ,
Formula
Formula
Formula
Y -y
36 ksi.
1
N y/n
Live
Short
---------- SUMMARY
-------------
Max S tress Ratio = 0. 9g
Load Comb ,.. » Dead
- la = 0.264
- lb = 0.166
- 2
Actual & Allowable Stresses,,.
Fa Allowable - 9.3905
f a Actual -- 1.8'9274
Fh:xx a Allow [l. 6 -la] - 23-76
It fl [1--6-1b & 146-2]
- 23.76
f b . xx Actual = 1.8671
Fb:yy Allow [1.6-1a] = 23.76
it 11-6-1b & 1.6-21 2-3. 6
fb : yy Victual �
Live
0.569
0.332
9.23905
ksi
3.78548
ksi
23-.76
ksi
23.75
ksi
3.73443
ksi
23.75
ksi
23.75
G
ksi
D+L
0.982
0.499
9.23905
ksi
5. 67823
ksi
23.76
ksi
23.76
ksi
5.60165
ksi
23.76
ksi
23.76
G
ksi
SLoc
k- f t
k f t
k - f t
k-ft
DL+ST
0.264
0.166
ELoc
f t
f t
f t
9.2390
ksi
1.8927
ksi
23.76
ksi
23.76
ksi
1.8672
ksi
23.76
ksi
23.7
G
ksi
ksi
Max X -X his deflection = -0.203 in @ 9,28 ft frim base
Max Y-�' Axis Deflection = in
f t f rom base
- - - - - - - - - - F - - _ - _ - - STEEL SECTION DATA
DEPTH - 4e50 in I-xx
- --, - --
- - -
. 2
f t
f t
Line
1
Lire
2
Line
3
Lime
4
Line
5
--------------------
WIDTH
FLANGE THICKNESS
WEB THICKNESS
AREA
WEIGHT
r --T
F'ex
(DL+LL)
F'ey
(DL+LL)
Cm:x
(DL+LL)
Cm: y
(DL+LL)
Ch: x
(DL+LL)
Cb:y
(DL+LL)
Tithe :ASSISTED LIVING
scope
Number:
Misc �
Dsngr DSP Date : 04 -Jun - 9 6
STEEL COLUMN DESIGN �-----,.._----___,------_
0.237
^ 3
0
9239_Q
M:y
Cb:
.
17
0.60
10.76
1.75
in S-xx � 3.2 33
R-xx
1.510
- YY = i _ 2300
If inh� S-yy 3.21
R-yy1.51
Ott
INTERMEDIATE STRF.q.q rLr.f--3r7r nmT,-,,,T
9239
^ 3
0
9239_Q
M:y
Cb:
x
0.60
1.75
- 1.75
i n
^ 3
M:y
Cb:
x
* y
s. 111V V AL U L": 5 - - - - - Ps1 F' ex (DL+LL+ST) -- 9239 . n psi
PS-1 F' ev f1�T,.�r.T.�em� _ ,,.,-,.,
Cm.-
M:y
Cb:
x
* y
(DL+
LL+ST }
(DL+LL+ST)
(DL+LL+ST)
(DL+LL+ST)
U psi
0.60
0.60
1.75
1.75
PPlCOFFMAN
F
I N F E A s
SPOKANE, WASHINGTON
PROJECT__
0- -
m
MADE BY
'DATE
JOB NO.
- Z A
PAGE
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15,
PmL r
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PPL��FFMA�fA
I fl E E R S
SPOKANE, WASHINGTON
I
PROJECT
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JOB NOD 121
MADE BY
DATE OF
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SPOKANEi WASHINGTON
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JOB NO. DI I
MADE BY
DAT
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SPOKANE, WASHINGTON
5
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IL
FADE B
DATE PAGE OF
do
a
#-4
23-1-K-1
1994 UNIFORM BUILDING CODE
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uj
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C
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ti
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V�•' a� air
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U -S_ Patent 4,665,672,
HD2A
(HD5A
similar
NolizontalInstallation
Meg
To achieve table
loads
.* mint Lim
601t end distance
Is n bolt
diameters. This
distance is
designod sato
h01do r s. 13 cit
end diStance may
be increaseii
with out elan
load capar
provided the
i c or nus i not
over -torqued,
which Could
Wit the stud -
Typical HD$q
Tie between
Floors
similar}
Typical HD5A with
TB In :ll.ation.
Washers are not
required at base.
HD A/HD
LJDW
Hldc)n Lare USed to 111'an-sler ten -s'
ion lo2ds between floors, to lie purlins
O rr1aS,0r1rY or Concrete, etc: The HD2A is an excellentdevice
1, ��
�. eclion t Vertical concrete r masonry, Use H Durnrequf
and c)th r !�fi � �i to trait t loads- �� --�iremenji_
- , -
.
spacing -num 7 boli dia.
from end f wood
1ensuring code.-requilred mini,
. sized for walls. Provides load a tbmember.
tri the HDSL and HOSA and HD I DA's
ai design allows greater in ti Cat► n
An 1 hF J width of �, f p r vides 3..ia '� - 1• I 1' ! L r r •#
ff dark 4x wail.HDA SPECIAL- FEATURES
fng le p -i ce no;l-welded design results in hk her Capa
.�
Load Transfer Flats l'
iminales the need fir
a seat crasher_
Fewer inpe
ion rr_ f*
s M TE R I L, : See table
FfNISH: HD2A, SA. 6A. 8A. 110A—galvanized. HD8A may be ordered HC)G,
impson gray paint
INSTALLAT10N: ■ Use all speo-fied fasteners. See General Noles T `
Ch
Boll hoJes shall be a minimum of '/a2- io a maxirnuftl 01 '/,6- larger
t ars the bot diameter (per 1991 NDS, section ,1 . __ .
Standard washers
q r d e t ern the base plate arid. anchornut
(H 1 only), ars on stud bolts o c.s-�'t
lit a i to the h ido n- The Load Transfer
integral part of the HDA Holdown and no washer is re
Additional Anchc)rage Design for
anchorage ptaQ,_1. The design engineer m ars
y alternate
anchorage cafcutated to rest the tension load fOr your specific job -
Locate
iu rn distance of seven Ott
diameiers trOm the end of the member t the
nterlcne of the fart alt
hole (HDA and IUDs are If -j -r ; r �n
automat- u required distance i
L a Lie double 2x members together, the j,signer Must determine the
fasleners 'I t4
red to bind members to acl a,S one unit tri
CODES- BOCA. , SBOCI Nos. NE -3'93, 1E -469- .
RR 22086, 24818. 25158 (aH Codes are for 2-A, r i I OA
0 and HD 1 c)el.), ,
E L D�3'-2(1 �) J L
DCwN
SVG f L F BOLT U-1 DEFLECTION
so A
HR
EBIOLTS
T
ULT Ill L WOOD MEM2E, T HIGHEST �
QT`S DIS L�` BLE
5/ KtDESIGN ,A j
I 276 1/7 d 1 'i c. I /n n F -3/ f J' R 1, i a -Y r-• �. �. ' J i ,.J ! k.+ 0.058
f
Typical HD15
m illi -lin
SFR
MILMEW
USIM
HESE
I
Standoff seat for
greater values and
automatic self -jigging.
13380!
0.215
I Allowable toads a r e based on the bwer of
the boft values irl accudan.ce miththe
NDS, and () Me inmate Wd an a steel leV
jib' dimmed by 2.5-
2. Atlowable ,ads have been inCfeased 33% 1c)r
;rid or e4arlhquake ioading kh,no further
inc rease. lt d, reduce whefe olher
�}aas govern.
. HC) 15 reqtirres 8 rmnirmim 56 nominal post -
4 USe a Mintmum 4x5 stud fc)r the HD20A.
The wOW member must be S.12ed for [he
load-carrprxg CaPaChy a1 the Graf O l SeClion
reduclN The gross seclion area Jor holes or
01her lenrcyed woGd as speed in the ccde.
HO 2s the required mini urn distance from the
end of t4eSlud to the centef of the first stud
ill hole. End distance may be increased as
necessary J InSWIation_
. The anctl0t enV>NJmen1 and c iQn
mull be sPe&gid See SSTB Anchor Bolts
and Add6f Thor Designs,
8 Lag hafts wil] not dvop 1he tasted loads
HOIdoinslaffed raised of# the mu ll
r'nay have 1,3rger de 4ecwn vats_