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SIDEWALL BETWEEN H V H V. ,
GRID - GRIDS CWL) CWL) (EO) (EO)
r C I 2. 3 5 4 3 2.
A
H
_
V
8,.,
V
2
C
H
V
OL DEAD LOAD
0.02
.. 0.46 i"
0.93 '.
0.00
--0.02
0.46
LL LIVE LOAD':`
0.10
1.38 :'
115
0.00
-0.10
1.38
WLL WIND LOAD LEFT-
-1.24 _
-1.10 :
-1.45
0.00
-0.94
-0.07
WLR WIND LOAD RIGHT
0.94
=0.07
-+1.45
0.00
1.24
-1.10
E0: SEISMIC LOAD
-0.19
-0.16:
0.00
0.00
-0.19
0.16
SLL MIN ,SNOW ,LOAD ,LEFT '_
"0.05
1.48 :
1.58
"0.00
-0.05
+0.10
SLR MIN SNOW LOAD RIGHT
0.05
-0.10<.
1:58
000
=0.05
1.48
EWP EW WINDPRESSURE
e 0.43
-0.72 "
-1.19
1.13
-0.43
=0.72
EWS EW WIND SUCTION
" : 0.43
-0:72
-1':19
: -0.99 i
--0.43
-0.72
MAX.. POS:' REACTION- 1
0.96
1,84
+.08
1.13
1.22
1.84
' MAX. NEG. REACTION
-1.22
-0.65
:-0:52
-0.99
-0.98
�-0.65 '
SIDEWALL BETWEEN H V H V. ,
GRID - GRIDS CWL) CWL) (EO) (EO)
r C I 2. 3 5 4 3 2.
C
8 77
7
A
H,.
V .
DL': DEAD LOAD.:'
0.02
0.46 ':
0:93
D.,
--0.02
0.46
LL LNE LOAD
0.10
1.38 '
J.15
0:00
-0.10
1.38
WLR WIND rLOAD RIGHT
_:0.94
-0.07
1.45 '
0.00
1.24
"' --1.10
WLL WIND LOAD LEFT
-1.24
-1.10 :
„_-.1.45
°:0.00
-0.9t
:-0.07
ED SEISMIC: LOAD'
' 0.19
0.16
0.00: 77775.55
5.00
0,19
X0.16
lt:t MIN- SNOW LOAD RIGHT'
0.05
-0:10
1.58
.._ _ .0.00
* 0.05
1.48
SLL MIN' SNOW. LVAD LEFT
`::'0.05
1.481
1.581'
0.00
-0.05
-0:10
EWP EW WIND PRESSURE "
: 0.43
" --0.72
-].19 .
1.iJ
-0.43
. =0:72'
EWS EW WIND SUCTION
0.43
-0.72
-1619
:-0.99
*0.43
-0:72
MAX: POS. REACTION
-..1,22
1.84 ::
4.03
`1:`13
T.22
1.84
MAX. `NEG 'REACTION
0.96
-0.65
-0.52
=0.99
-0.96
-0.65
SIDEWALL BETWEEN H V H V. ,
GRID - GRIDS CWL) CWL) (EO) (EO)
r C I 2. 3 5 4 3 2.
A
H�t.2
C
DL: DEAD LOAD ::
0.21
1.23 :
►0.21
LL ' LIVEl LOAD
0.82
4.]2
-O.B2 :WLC'
WINO LOAD.LEFT
^2.83
-J 58-1.43
.-
WLR W10'0, LOAD RIGHT
1.43
x1.57
2.83:
-3.58
EO' SEISMIC LOAD
-0.35
-0.30
-0.35 .;
. 0.30
ALL MIN SNOWILOAD LEFT
0.41
3.31
-0.41 :::
1.01
SLR MIH:SNOW' LOM RIGHT
D.+1
1.01 :
':: -0.41
3.31
EWP EW WIND PRESSURE
2:39
-0.87
1.39
-4.28
EWS EW WIND SUCTION
2.39
d-0.87
1.39 :':.
-428
PDE P Delta, nit Stofy S
0.00
-0.44
0.00
D:44
MAX. POST REACTION
2.60
5.55
2.62
MAX.' NEC.•_REACTION
"-2.62
-2.35
-1.64J:05
SIDEWALL BETWEEN H V H V. ,
GRID - GRIDS CWL) CWL) (EO) (EO)
r C I 2. 3 5 4 3 2.
SLA_ SLAB THICKNESS: T=. 4 INCHES
I.
SLAS REINFORCING: WWM
SPACING IN. O.O. AS'- U,026 SQ IN.
UJEIGHT OF SLAB TO RESIST UpL,IFT:
.SLAB Mr = 133% X Fs z'As x,14 $,J/12 :0.112 K- FT
SLAB W1 0.056 KSF
EFFECTIVE SLAB WIDTH r SART(?. x Mr / WT) _ 2;12 FT
,
EFFECTIVE SLAB WEIGHT = WIDTH x Wl += 0,106 K /LF
EI FO 0 1' • 0 ' Q
UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFTS
FOOTINd WT = Wt -0,226 KLF SLAB WTQ-Ws = 0;106 KLF'
TOTAL WT = Wf +.Ws, .' 0.331
END%iALLMrn133%X PsXTOPAsx(d-2jxiI12= 6.40K•FT
EFFECTIVE ENDWALL L = SQRT ('2 x Mr I WT) - 6,22 FT
FOR 2-SIDES -TOTAL WT 2$TLxTOTALWT= 4.12 K ;
100 133% GOVERNS
0.00 1
INTERIOR
0.00 -1.o1 _ . 1,01
BEARING: SOIL PRESSURE
INCREASE FOR WIDTH
INCREASE FOR DEPTH =' 0%
ALLOWABLE _ too KSF ®1009%bll 1.33 KSF (a3133%
EFFECTIVE LLNGTH OF FOOTING FROM POST BASE:
100% STRESS LEVEL MrBO OM AS x,FB XJ X (D-3 X112 = 4.60 K -FT'
WaSPXBV112 1.00 KLF
,'
L = 8QRT (2 X Mf / W) = 3.00 FT EACH SIDE.
MAX VERTICAL LOAQ= 2 x L X W`=, 6.00 If
133°ti STRESS LEVEL,: Mf 'w 03 x BOTTOM As X 6 x Dc (04102' .p A00 -FT
W =,1,3333 X SP X 8/12 = 1,33 KLf '
, rl _ ,
L= SQRT(2xMr/W) _, anrFTEACHSIDE
MASE VERTICAL LOAD = 2 x L x W =. "
100% 133°k . GOVERNS
i
CORNER° , Y ,-5
INTE621 1.401 5:82
TIES TO SLAB
,,
":.
100% 1 133%7 GOVERNS
H �I CORNERS0.371
L51 1. ,
FOR N4 TOTAL OF gem
1 �a As = 033
`
I
100° 1 GOVERN
r -Z � INTERIOR
u OT)0T- �`JOI- _: , 0
FOR 45° HAIRPIN REQUIRED As = 0 Ods SQA f N,
FOR 114 TOTAL OF 1 ->As -0.20 '
RE/,3'D SPREAD FOR SLAB STEEL= 2.3FEET
I
TOTAL REQUIRED HAIRPIN LENGTH = 3,22 FEET
I f
EW 2'
E,r ,, ,�..m^.�_,,�, r ,.,�,v=. ,�w,�..,. �.� .rte_ i,�+�., r .,-gib ,,.-.rrwr-.*w.rx•„�,�.+M finM ,.�.:...
Crandall Enytnegrina
SHEET,
of '(
49197 Road 429
= u t C '9364.
0a h ra A 4
k
STEEL BUILDIG FOUNDATION
job, NO: _
DESIGN'- POST &BEAM ENDWALL
d 1 P 54-
MANUFACTURER::
BUTLER MANUFACTURING CO. ,
BUILDING N0:
DOt-074814
BUILDING GRID:
' GIRD 1(GRIO 6 IDENTICAL)
CLIENT:..
NVBS
LOCATION:
BUTT[ C0CA
Pr
REACTIONS FROM BUILDING MANUFACTURER
LINeA
INEB
H V
H V Y' H V Z H V Z
_ _H V
1
0.08 0.54
0.00
{
CL
LL i
0.29. 1.66
4.06 0.00
SL
WLL :"
-1.37 -1.29
=x.47 0.00.
WLR;
0.82s .0.68
-2.47'
IS
_
,
- IP
�.
EQ
-0.29 -0.15
0.00 0.00
1:
0.14 1.79
2.03r ' 0.00
SLR'
- 0.14: ' -0.13
_ 2,03 � 0.00
EWP
0.33 -1.06
_2.32 1.95•
FvVSi::
0.33 -1,06;
-2.32 -1.70,P-
RKL
100y STRESS LEVEL
CORNER-'
MAX, 0,37 2.43
0.00 0.00
,
MIN: 0.08 0 ,
„
0,00 0,00
iN"ERMAX
-
C.UB 5.52- 0.00,,; 0 00= 0,00 -- 0.00 =- 0.00, ,: 0.00
MIN:
0.00 1,46 0,00 0,00 0.00 0.00 0.00
0.00' 0 00
433% RTI Il.. S LEVEL
CORDER'
MAX: 0,90," 0.64`
0.00 0.00
MIR. -1.29' -0.65'
-1.35 0.00
ANTERIOR
MAX:?
0.00', 1,46, 1.95` 0.00' 0.00'` 0.00 ' 0,00' 0,00, 0.00'
MIN:
0.00 ; -1,01 -1.701 0.00 0.00 0.00 0.0Q 0.00 0.00:
MATERIALS P,ND'ALLOWABLE STRESSES:.
SOIL: BASE BEARING CAP:' 11 1.0 KSF
o ,
WIDTH INSCREASE::' 0/0 ;PER FOOT IN EXCESS OF 1
W
DEPTH INCREASE:: 20% PER FOOT IN EXCESS OF 1`
CONCRETE:
06= 2,5 KSI @ 28' DAYS
WT=, . 0.15 KCF
REINFORCING:
Fa_: 20 KSI
DESIGN CONSTAI
N = 10
J =. 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS)
EW1
E
'I
I
ANCHOR BOLT STRENGTH DESIGN CA ON
i
PE♦? UBC 1925
Fc c 2500 PSI
'
k= 1.0(NORMAL WT CONCRETE)
Fs 60 KSi (A-307 BOLTS)
APPROXIMATE LOAD FACTORS
DEAD LOAD LIVE
'4LOAD.
.FAOTOR.OR. <=1.7 X 2 =
34 �
DEADLOAD+WIND LOAD
t.
FACTOR. --:,75 X 1.4,X'
21
CORNER COLUMNS
EE
B -D E
STEEL: Ps5 =' 16.3 ; V BOLT=
•
65.2, KIPS TOTAL
Vss _ 13.6' ""K / BOLT, A
54A
CONCRETE;
As 169.9, SO.IN.
At .• 0.0 '
Pc = 14.6 KIPS
Vc= 1L5 KIPSIBOLT= 4o.o KlPSTOTAL
LOADING COMB)NATIONSC;'
100% STRESSL
MAX TENSION = _ _ 0.00 . _
KIPS X LE
AX SHEAR' ' 0 37
a. +
KIPS X LF — 1.26
COM 81NED CONCRETE'_'
O.ODU'
COMBINED STEEL=
O.OD1
133% STRESS LEVEL
MAXTENSIOd 65'
KlPSXLFr- i.,
MAX SHEAR:= 1.36-
KIPS X LF '= 4 yg5,
COMBINED CONCRETE=
0.029'
COMBINED STEEL =
0.005'
BRACEBAY AT 13A,
MAX TENSION = 0
KIPS X LF 0 0
MAX SHEAR = _2 ---LIPS
X LP = 0.00 ;
COMBINED CONCRETE
COMBINEDSTEEL=
0,000
EN/3
i��
Depart' ent .dWyclnp men:. $eryce
.s
g� . �sii
011 '
p �„ n►.. a 7 G'anow CcntctUrivt
Qroville, Ci1,234G5 _
NO W!,2140 FAX
Nan,-Residcnti l CQnstruct 'a+l Requircmcntt
lilriPORTANT
This sect of
plans and spectcatigns1iJST bb kept pin lheob sltc� at;bilimrss anti' it is unlav;{l'ul tp stake
any cltnngtrs!of alterztttons on same. withput woliten permission from lite 13ul,lding P'liviion R Gaumty of
1300,
All materials ani Wtyrkmars tip sitall be in accprdah :O with recognized goo;:' p><;tctices and Oro qual t3!
prescribed for, the specific use,",
sein the, Ca.ifornia,l3uildipg Codo_(1�97l,B.., Xp>1lifornia
Plumbing Cade (19 ? U,1', .), t > ; Calil'orni Mecltanicai Ggde 1 U:MrtC, rind the ,1 Calil'or»ia
Electrical Code (192611 E,C, ar `
% ENERAREQtJ11MMENTS
Exit dbors, Shall stvingln tlra dircctioh df the patlt, O(Olt travel tVhcr4#110 area'. $e�'cd IM tm occupant laid of 3u ortnora
(Unifornt Building %wade sca oa 1003 .1
Uniform IvicchanirW Code, section 3013; McchanlcAl ctluipment In allies shall be provide with the Pollowl'ng:
Gln access opining lnrgc enough to remove the. Largest liiecc of eclulpmenfa but not ics$ tlran,3O lnchrs by 2 tic es,
_ _
An unobstructed passage%xrY-tvldch;
Is iargis thous% to removi the largest plea afequipmcnt but not less than 6 Inches hlgh and 3p lncloes %Vida,
In no marc than, 2Q feet in langur ivhen rneOued along; tha center Ilea of the passageway from ttie iiccess opcuing io;
lira equipment, rind.
Nus continuous solid ilooring not less that 14 Indies wide throughout its tcngiltl add
A level service space at Ic iso 30 inches %rata and 30 Inches �vido.locaicd At the front ar sari`ica silo ot;11, ccqtqpmcnL
R Provide switchesF and rcceptactes for maintenance,orm',Wmnlcal equipmcnt. (Sac 3tlG, tJ.M.0 1
Floors and %galls in Water Closct ComWinefiOnd Shoititks (UBC section $07),
." 1tj ovlda sa fety glazing in all liar"�rdaus locations (V U C; scclion 2406).
e 'pull access to the disabled un►st be provided far the specific arca of remodel. repair ar`ndditian Additlorr,tltyx 261,4aC the
cost of the project must bo toasted in access fcatures far time existing arca ortho bultdinj .
* iJ13C1133B,t3.SbetcCt,�blav%irningsdtha ntousvchictdt►rams IfuvlalkcrosscsCrndaainsp;vchlctil.trsvayfiand .the
walking surfaces arc toot separated try curbs, railings ar oUrer clenrcnts bchsten the pedcstrizrt areas and vctiictrlu urcas,r
rite boundary bcttvccu doe areas simll be defined b a continuous detccOblc %yarning %vh ch is 36 niches wide.
•
UB G 11178, I �Vatcr Votintains (Drinidngj, In new constructlor, tivhcra nniy one drinking Iountaln arca is,providccl on a
iiodr" there shall be a, drinking fountain that is accessible to Individuals oo"ttsa %vhrcichairs in uccorda7ce wiQt Phunbing
Coda Section 15p7,t1;tnd aria zicomibla. to thoscwhu Lava ditriculty bending or stooping" luk dirt ba ttccommodatcd by
he use of "!d•lowti fountains„ of by such other means as Would achieve the required acccssibility;tor each group on'welt,
Poor, Thd Uaterfountains shall be located complctely Mt lin Moves othcrttiisc pasitloncd to at net to cncroiochlnta
pcd�idan yvAys, Thaw altovc Iii which Clic walcr fountain ls, located %l't�ll not be Iess tP.vu32 inches in tv3dltt'and lS itichcs
III dcpd,
al' Stahr Vays -,UBC 1 t 33BA4 Striping rot the VISO ltY lonpalrod, "fhe upper approach and Uro lamtr tre.1d of �►ctt s►airximit
be marked by n stop of cicuty t ontnstingcolarsit least 2 Inches %vide placed Parallel to And not nbta tho t inch fmrn the
nosy orthc sicp or landing to alert did,Oimpaired, rip strip shall Ira of material ilti►t Is at is ist ns slip txsistanins tire'
other trc;tds' of thy` stuir.
• Electrical, ncelianiatl• And phuubing eanstnictlou (not Otani rcticmtd) shall comply tvlilt thesurrcntcttltions dithc
N3tiouat Stat W Code, llnifcrnt Mechanit:ad Codo And WIN* Plumbing Godo
i" dp 1 of 2 Owners Name, A
rid crson
building PermICNumber;
,�"�`
,:;,;,A,:�;::
m
Gl1a
MANUFACTURER: B"utlerMandacturing
BUILDING NO; D01.074813
t,1"
BUILDING: LINES': LINES 2-4
CLIENT: NVBS
LOCATION: ,BUTTE CO, CA
r
REACTIONS;
LINEA
—_
H;
V
H V
DL
0.21:
1.23• e
—
L"
0.8
4;32 +
�*cr`�(�f%N
WLL X2.83
a
WLR
1.43 i
-1:57 ,
a
E7tnGJ,30/0
EQ
-035
0:30
SLL
0.41
331
Ciitlt�
SLR:"
0.41a
1101r
-0:87
EWS
2.391
-0.87'
t 4
CR1
—
PD
0.Ij0
-0.441
1000 `STRESS LEVEL
MAXIMUM
1.03
-
5.55
- ` --
0,00 0.00
MINIMUM
0.21
0:79,
0.00 Q.00,
1,33% STRESS LEVEL
MAXIMUM
2.60
0.93
0,1001 0.00
MINIMUM
-2.62
-2.35
0.0c 0.00
MATERIAL&ANO ALLOWABLE STRESSES:
SOIL: BASE BEARING CAI
10
KSF
WIDTH INCREASE,;
0%
PER FOOT IN EXCESS' OFT
DEPTH INCREASE:
}
0%
PER FOOT IN EXCESS OFT
CONCRETE:
Pc =
2.6
KSI' Q 28"DAYS
WT =
0:15
KCF
REINFORCING:
Fs =
20N,SL
DESIGN CONSTANTS:
N =
10
" . J;;
0.9
(ASSUMED FOR APPROXIMATE MR CALCULATIONS)
RFI
r
OUTTe COONT1
SWILIDI G NPARTM.614�
pq I i
K
r
BENDING STRESSES IA.
�
w+4 A.,,,y,rr, LENGTH = U2 =
1,10 FT
� 4'CNT-= SP OV x L42/2 =
2,06, X -FT Q 100%,
0.2N K- 0.2309
J= 0.9230
is = 2;3 KSI
Ffo=�
n
(c'= 52 081
1'125 1-*gk
NEGATIVE 'MOMENTDUETOPERMITERFTG =
215 K-FTj
MOMENT DUE TOFOOTINGWT=
0.53 K•FT
TOTAL NEG. MOMENT =
2.68,.K -FT.
P = 0.2704 K = 0,2309
J = 0.9230''
fs;= 2.9 KSI F5 r
ta= A8 PSI,fc=
1125 0.
HARM ANGLEATT051DEWALL= 45 DEG
TENSION TO SLAB:
SIDE 100% 133% GOVERNS
LEFT 1.03 2.6
1.95
RIGHT1 0 1 0 1
r
0.00
REQ'D As = 0.14 SO IN TOTAL =
0.07 SQ;;IN/LEG
STEEhi 1l4 TOTAL OF'
1 —> As = 0.20{'
REQ'D SPREAD FOR SLAB TO'TIE FRAMES =
3.5 FEET
TOTAL REQUIRED HAIRPIN LENGTH =,'
4.94'. FEET
RF3
M1
11
Lir
Crap a I Enpjppnrinn SHEET.
of )�
49197 Road 420
Oakhu►st,CA'"93844., JQp:NOt
PT.. B I ISDI�FPINAL
G'11�SG�,
MANUFACTURER; BUTI;ER MANUFACTURING CO"
MILDING N0: 001.074013
BUILDING GRID: GIRD I (GRID'6 IDENTICAL)
CLIENT: N H S
t OCATION; By
UTTE CO, CA;.
REACTIONS FROM BUILDING MANUFACTURER
LINEA '�u EB
UVJ}_ H V Z V z M V Z'
H V
_ 6.03
CL
LL 0,10" 1,38 31b E
SL -
WLL .1.24 •4.10 -1:45 0:00'
-'WLR .' 0.94, ,07 .1'.45 .:0.00 00
IS.
EQ -0.19 =0.16 0.00 ; -0,00
SLL 0.05 ' 1:48 1,5E 0.00
SLR 0,05 -0.10 t;58 + 0.00
EWP 0:43 •0.72 -1:19 1.13,0
E ' 0.43 -0.72 :1:17 -0.99
KL
RKL .
CORNER STRESS LEVEL' G�
MAX: 0.12 1,04,
0,00 0.00
MIN: 0.02' 0.30,
0,00 0,pp'
OR
INTER_
LL MAX 0,00. V d.08 0 00 0 00 O.Op 0,00 0,00 0,00 01001
MIN, 0,00, 0.93, 0100 0, 01 0,000,00) 0.00" 0.00 0,00
133V. STRE$5 LEVEL
cORNER..
MAX: 0,961 0.46
0,00 0,00
MIN:. -1.22 464
4.35 0.00
INTERIOR,
MAX:: 0,00 0.83 1:13' 0,00 0.00 0,00 0,00 0.00 0,00'
MIN: 0,001 -0.52 -0,99; 0,0p O,QO" 0.00 0.00 0.00 0.00
MATERIALSrANP ALLOWA8LIi6TRESSES,
SOIL: BAsthEARINGCAP„ 1.0 KSF
WIDTH INSCREASE 0% PER FOOT IN EXCESS OF 1"
DEPTH INCREAM 20% PER"FOOT IN EXCESS OF 1"
CONCRETE, rc 2,5 814 26 DAYS
Wri- "0«15 XCF'
REINFORCING; Fs=" 20 RM;
OEMGNCONGTAI N= 10
J� 0;9W8UMEbFQRAPPROXIMATEMRCALCUL4ITIONS}
EW1`
orp
frtw Fab '1o1C t bClLt a 80.E r!Cip� `1`Oi�1L'
�
1iu w 13 O rt i f3C�L1 �
I 64,4
•,,
CONCRETE:
1>.�►* 1ii�i r;Ca.ItJ.�0�t01i:r:Jl9'�;*irMOi=pM��J'1"
At 0,0' $CON
p8 10.i Kipa,.
vow ��, itipSlCC#�« 4610,00616TAL:
i.�xbrNc� �aM�rw►x�trJa:.
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mt6sio4tc
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MAXEHEl t 0,00
KIPS V'i 0.00
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PART NAME
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