HomeMy WebLinkAboutCOMCHECK & FOUNDATION DESIGNS - 04-00095 - Eagle Rock DentalffiitNrr*b.t
Envelope Compliance Certificate
checkedBi/Date
2001 IECC ',,--:^- o < Release 1 ^, --.-^-+c\o?leasle rock dental energy
i:yifi*";ltgf.*tt.:l;irt'fffi;'ntar\40
constructionDocuments\e'leagrerock
analYsis'cck
Section 1: Proiect Information
ProiectName:
Deiigner/Contractor:
Document Adhor:
Section 2: General Information
Building Location (for weather data):
^rt-^+^ a ^ne'
it#ffi;U;e DaYs (base 65- degr'* ?i
ffiiffi;;A;" Puv' Oase 65 degrees t;:
Project TYPe:
ft 3f"tTIif"S. Associate s
Richard Dodge
Idaho Falls, Idatto
15
7918
306
New Constructron
Bldg.
Dept.
Use Airleakage,c?'1"^T*1":i*,liLdllarui,J.T;,'*:A:$i"i:#:Tffi iseseared
1. All joints and Peneu;wffi ;*,''*"*'d#i'-H5"iffJfl f;T::lTF'.Takagerequirements
3. ComPonent R-v.atue
+. i"P,i.t"*der installed'
t1t1t1t1
Offtce
-l
Climate-SPecific Requirements
Component N ame/Descriotion
Gross CavttY
Area R-Value
6723 0.0
t746 19.0
60
63
2123 19.0
19.0
30.0
Cont. ProPosed
R-Value U-Factor
30.0 0.032
0.0 0.114
0.480
0.700
0.0 0.114
0.480
0.700
0.0 0.114
0.480
0.920
3_l 1-0"
Budget
U-Factor
0.050
0.072
0.520
0.117
0.072
0.520
0.117
0.072
0.520
0.520
0.040
Roof l: Metal Roof with Thermal Blocks
Exterior Wall ends: Metal Frame' 16" o'c'
W;d"* l: Vinyl Frame, Double Pane with Low-E
Clear, SHGC 0.63
Door 1: Solid
Exerior Wall F/B: Metal Frame' 16" o'c'. - -
Ifriinil* 2: Vinyl Frame, Double Pane with Low-E
Clear, SHGC 0.63
Door 2: Solid
Exterior Wall vest': Metal Frame' 16" o'c',
WinJo* 3: Vinyl Frame, Double Pane with Low-E
Clear, SHGC 0.63
Door 3: Glass, Clear, SHGC 0'87
Floor l: All-Wood Joist/Truss
Floor 2: Unheated Slab-On-Grade
180
2l
941
158
42
6200
82
: : :: : not code requirements.
(a) Budget U'factors are uslE6tord for softtryare baseline calculations ONLY' and are
Envelope PASSES: Design l'TYobetter thancode
Section 4: ComPliance Statement
t"quit..*ointheRequirementsChecklist' -{-*----
The proposed envelope desigr r-eplgsented i:r this document is consistent with the building plans' specifications and
other calculations suomitted-wittr-this p.r-i, uppiiJ""ti"il-'itt" pr"po_sed envelope system has been designed to meet
the 2001 IECC, Chapter 8, requirements '^COi;;;;;-EZV"ttioit Z.S n"it*" I and to comply with the mandatory
NOTES:
3.
4.
FOUNDATION DESIGN FOR EAGLE-ROCK DENTAL BUILDING
For Teton West Constructtott
Foundation confrguration provided by John Bagfey of reton west
Construction.
Foundation loads from VP Buildings Reactions Package for Eagle Rock Dental
dated l2l 22t 03 (UnstamPed)'
Horizontal rigid frame loads to be resisted by floor joiss and soil on exterior of
building.
Exact anchor bolt locations to be determined from VP Drawtngs'
Concrete28daystrengthshaltbe2500psiminimum,slumpshallbe3.4.5in
Reinforcement uars straiib€ AsrM A6l5 with Fv = 40'000 pst'
6. Concrete construction per ACI-3 l8'
7 Allowable soil bcanng pressure = 3000 psl
8. Recungular piers shorvn on drawings 6aV T replacedrvith t]:t^::t picrs forrncd br
sonotubesirtnereinrorcementisthesame,theconcreteareaisequaltothatofthc
rectangular pi.r, un;ii.* is suffrcient.ou.irot the reinforcement as required b\'
Acl-318.
INDEX Pase
lnterior Column Foundation for Framelines I & I I 3
ColumnFoundationforFramelines3'5'6'7 &9 4
Corner Column Foundation for Canopy Framelines @6) 5
Interior Column Foundation for Canopy Framelines (D7) 6
3336
:.'/*hkk*S
3,/4 DIA. ANCHER BBLTS
18' IN LENGTH
FLOBR JOISTS
TN VALL
*4 VERT. BAR IN CBRNER
OF ENLARGED VALL
*4 E 18' O.C. TRANSVERSE
-i Yi-,loJtllt i8t B8*"*uou'
Sf CTIIN
3 S4 LONGINTUDINAL BARS
iN velu FooTING
Q/30/03
PI AN VIEW
CENTER IN VALL
3/4' DLA, X 18' ANCHOR BOLTS
4 $3 TIES SPACED AS SHOVN
ENDVALL RElNFORCEMENT
4 S4 VERT. BARS IN CBRNERS
OF ENLARGED VALL
3 S4 LONGITUDINAL BARS
IN VALL FOI]TING
4 C 18' O.C, TRANSVERSE
SECTION
IAGLI R[CK DfNTAL BUILD]NG
INTIRIIR CILUMN TIUNDATIIN FNR FRAMILINTS 1& 11
L?/30/03
PLAN VIEV
I
f-II-0' s0.
TYPICAL SIDEVALL REINFT]RCEMENT
$4 VERT. BARS 16' O'C.
5 *4 HORIZ. BARS CBNTINUOUS
EVENLY SPACED IN VALL
g/1 DIA, ANCHBR BOLTS
F__te,-----
s3 TIES AT 12', il,c.
6 *6 VERT. BARS iN
ENLARGED VALLI EXTEND
INTO FOOTING AS SHOVN'
f-4'-o' s0.4 f6 BARS EACH VAY IN
ENLARGED FOOTING
L______ _--r
SECTION
t2/30/03
*4 VERT. BARS 16' D'C"i ii ionii,'rens coNTlNUous
IN VALL
E *4 VERT. BARS IN CORNERS
OF ENLARGED VALL
4 E 18' O,C. TRANSVERSEl.__.,_0.
SICTI[N
TAGLI RICK DfNTAL BUiLDING
3 S4 LONGINTUDINAL
IN VALL FOOTING
12/30/03
NIP R
il4 HAIRPTN BAR. EXTEND
3' INTI] SLAB.
PLAN VIEV
3/4' DIA, X 18' ANCHOR BT]LTS
S4 HAIRPIN INTO SLAB
4 *3 TIES SPACED AS SHOVN
REINFORCEMENT
4 $4 VERT. BARS IN CORNERS
OF ENLARGED VALL
3 S4 LT]NGITUDINAL BARS
TN VALL FI]OTING
*4 E T8' E.C, TRANSVERSE
SECTiON
TAGLI RICK DTNTAL BUILD]NG
INTfRIIR CILUMN FIUNDATIEN FNR CANDPY TRAMTLINTS (D7)
L?/30/03
e€ze Krc"< Oe,,vrru ux
SexBun€, .rD
86/ /aa/oy
'f &s;gn frohng 4, Pony t'/e// &'prti F/oor &is/s
Spanr/74mdr
F/oor Dea/ Load ' /Z pi
F/oor /,re /ad = /bqsf
/trl l/at/ oc = /o Vsf
' PonX wa// ;,: r' 4gA
/ilatr, mum /oa/ on / // ,*"/tn o/ /o"t"j '
/7(/zrrco) r t0") = /?/f //s
4//o,rre/L /uarrj Plvss(lrc ' 3mo P"/
Ute
fr /"r/
rt2: 4- . /sE3 f/ t so@ Ptl "K'{tafz
TI f"rg l,/e//
16" l,u;de x /0" /e"'p ,,4t* ry t/ugbl = t#(#)(e)' /67 pt/
/oa/ = /?!r / /b7 = ar// /s
t3&rs@/8"o'c'
Tpo aY OarsConffnmus
fi = aS\Ofti ,ntn
n = ,/0 Ksi min
tCie"K /Vorilent f c4ear
. rnu: /,7 h-12 ) = /,7 Qdoo)ft)' = sru f/-/ls s dns ;n-K
Z
J= 5"
A irXH = o, oz3 ;/ft 4 *n = zog(/d -- o.3o ,;///
4q 00o
! 4, rcg'd . o,a3 ;ft/ use '3 e /8" e,.c.
4. ' 0, oU ;n/ft q
fu = /,7 (taoo)(, s) = tsCo Bt
/ lo = Assh)OEoo/' (,r)G) = S/ao Bs > /360 //s o<
( onc/us;ort
f*/,tg €s slown on pre/ioas /aXe rc adenuaft.
FOUNDATION DESIGN FOR EAGLE ROCK DENTAL BUILDING
REXBURG. IDAHO
For Teton West Construction
NOTES: I Foundation configuration provided by John Bagley of Teton West
Construction.
Foundation loads from VP Buildings Reaclions Package for Eagle Rock Dcntal
dated 12/22/03 (Unsramped).
Horizontal rigid frame loads to be resisted by floor joists and soil on exterior of
building.
Exact anchor bolt locations to be determined from VP Drawings.
Concrete 28 day strength shall be 2500 psi minimum. Slump shall be 34.5 in.
Reinforcement bars shall be ASTM A6l5 with F" = 40,000 psi.
Concrete construction per ACI-3 18.
Allowable soil bearing pressure = 3000 psf
Rectangular piers shown on drawings may be replaced with circular piers formcd br
sonotubes if the reinforcement is the same. the concrete area is equal to that of thc
rectangular pier, and there is suffrcient cover for the reinforcement as requircd bv
ACI-318.
INDEX
Paee
J.
4.
Detail
Corner Column Foundation for Framelines I & I I
Interior Column Foundation for Framelines I & l I
Column Foundation for Framelines 3, 5, 6, 7 & 9
Corner Column Foundation for Canopy Framelines @6)
Interior Column Foundation for Canopy Framelines @7)
J
4
)
6
3336dl;l'tr
PLAN VIfV
1".__.,_0.__I
ENDVALL
CENTER IN VALL
SIDEVALL
3/4 DIA. ANCHOR BOLTS
18' IN LENGTH
*4 VERT. BARS 16'
5 *4 HORIZ. BARS
FLOER JOISTS
0.c,CONTINUOUS
IN VALL
*4 VERT. BAR IN CORNER
OF ENLARGED VALL
$4 E 18' O.C. TRANSVERSE
Sf CTiON
TAGLT R[CK DTNTAL BUILDING
CIRNIR CILUMN FIUNDATIIN TIR FRAMTLINTS 1 & 11
1?/30/03
3 #4 LONGINTUDINAL
IN VALL FOOTING
PLAN VIEW
CENTER IN VALL
3/4' DlA, X 18' ANCHOR BOLTS
4 S3 TIES SPACED AS SHOVN
ENDVALL RE]NFORCEMENT
4 #4 VERT, BARS IN CORNERS
OT ENLARGED VALL
3 *4 LI]NGITUDINAT BARS
TN VALL FOOTING
il4 C 18' E.C. TRANSVERSE
SECTiNN
tAGtt RICK DTNTAL BUILDiNG
INTTRIIR CILUMN INUNDATIIN FIR IRAMTLINES 1& 11
L?/30/03
PLAN VIEV
TYPICAL SIDEVALL REINFT]RCEMENT
S4 VERT, BARS 16' T].C,
5 $4 HORIZ. BARS CONTINUEUS
EVENLY SPACED IN VALL
3/.t DIA. ANCHoR BOLTS
$3 TIES AT 12' 0,C,
6 *6 VERT, BARS IN
ENLARGED VALLI EXTEND
INTO FEBTING AS SHOVN,
4',-0' s0,
STCTI!N
TAGLT RICK DTNTAL BUILDING
CNLUMN TIUNDAT]IN FlR FRAMILINTS 3 5 5, 7 & 9
t2/30/03
4 S6 BARS EACH VAY IN
ENLARGED FONTING
L______ ___)
FLOOR JOISTS
3/4 DIA, ANCHBR BOLTS
18' IN LENGTH
B4 VERT, BARS 16' O.C.
5 #4 HORIZ, BARS CONTINUOUS
IN VALL
E *4 VERT, EARS IN CORNERS
OF ENLARGED VALL
E 18' I],C. TRANSVERSE
STCTiON
TAGLI RICK DTNTAL BU]LDING
3 #4 LONGINTUDINAL
IN VALL FOOTING
12/30/03
f-II, _0,
SICTI[N
fAGLf RICK DENTAL BUiLDING
INTfRIIR CILUMN FlUNDATIIN FlR CANNPY FRAMTLINTS (D7)
L?/30/03
PLAN VIEV
l__...___l
3/4', DtA, X 18', ANCHUR 80LTS
*4 HAIRPIN INTO SLAB
4 *3 TIES SPACED AS SHOVN
ENDVALL REINFORCEMENT
$4 HAIRPTN BAR, EXTEND
3, INTO SLAB.
4 *4 VERT. BARS IN CERNERS
OF ENLARGED VALL
3 *4 LONGITUDINAL BARS
IN VALL FOETING
S4 E 18' O,C. TRANSVERSE
tn'
I
86l /ad/or
f &s;gn frohng 6' PonX t'/e/ I^pr*3 flnr &is/s
Ponl wa// )s f ' h,gl
/ilatr, rnum loa/. on I // '""/*n o/
/702t rco) r t 0o) = t?/r il'
4//"ura /L /uanni PltssulY' Sooo P"/
l/'t /b" u,;;de x /o" /eep 'h'*ry /ugb/ ' l#(#)(so)' /0 PJ/
fr /t/ /oa/, = /?l/ t /67 : 'tr// //s
/.2: 4/!- , /sE3 ff t so@ P'f oKaX
tafz
t'W
rnin
min
9pan./74mdx
F/oor Dea/ Load ' /Z Pi
F/nr /,re /ad' /h7sf
/orJ t'/a// Pc : /o 7sf
/o"*1 t
f:n a5 00 Ps;
4o Ks;
tcie"K /Uorrlent f c4ear
1.7 Qaoo)_(rg)' = sro fl-/ls s uos ;n-k
e
. 'rnu: /,7 6-ff. ) :
J= s"
/, reXH = o. oz3
I/u
/,lo
! 4' rcg'd ' 0,a3 ;ftf
;/ft 4*n= zao1zXs)
4Q ooo
t/se's e /t"o,c.
4, ' O, 07/ ;n/ft o<
Stap ils > /360 //s a<
f*/,rg €s sloattz on pre/ious /aXe rs adefruaft.
= /,7 (taoo)(,u) = /360 /lt
= 0, slh)oEoo/' (tz)6) =
( on c/us;ort
FOUNIIATION pESTGN FOR EAGLE ROCK TIENTAL BUTLpTNG
REXBURG. IDAHO
For Teton West Construction
NOTES: l. Foundation configuration providedby John Bagley of Teton West
Construction.
2.
3.
4.
5.
6.
7.
Foundation loads from VP Buildings Reactions Package for Eagle RockDental
dated 12 / 2UO3 (Unstamped).
Horizontal rigid frame loads to be resisted by floor joists and soil on exterior of
building.
Exact anchor bolt locations to be determined from VP Drawings.
Concrete 28 day strength shatl be 2500 psi minimum. Slump shall be 34.5 in.
Reinforcement bars shall be ASTM .{615 with F, = 40,000 psi.
Concrete construction per ACI-3 18.
Allowable soil bearing pressure = 3000 Fsf
Rectangular piers shown on drawings may be replaced with circular piers formedby
sonotubes if the reinforcement is the same, the concrete area is equal to that of the
rectangular pier, and there is sufrcient cover for the reinforcement as required by
ACI-318.
INDEX
Detail Pase
CornerColumnfoutt 2
Interior Column Foundation for Framelines I & l1 3
ColumnFoundationforFramelines3,5,6,T &9 4
Corner Column Foundation for Canopy Framelines @6) 5
Interior Column Foundation for Canopy Framelines @7) 6
dir'e
3/4 DTA, ANCHT]R BI]LTS
18' IN LENGTH
-0,---t
FLII]R JNISTS
*4 VERT, BARS 16' O.C
5 #4 HERIZ, BARS CI]NTINUNUS
IN VALL
#4 VERT. BAR IN CI]RNER
NF ENLARGED VALL
*4 3 18' E,C, TRANSVERSE
SfCT][N
TAGLE RICK DINTAL BUILIING
3 #4 LNNGTNTUDINAL BARS
IN VALL FET]TING
NDATIIN FRAMtLINt
t?/30/03
PLAN VIEV
l---.---]
CENTER IN VALL
3/4' DlA, X 18' ANCHBR BELTS
4 #3 TIIS SPACEI]AS SHEVN
ENDVALL REINFDRCEMENT
#4 VERT, BARS IN CDRNERS
ENLARGEI] VALL
3 #4 LT]NGITUDINAL BARS
IN VALL FT]OTINC
#4 Q 78' D,C, TRANSVERSE
SICT][N
tAGLt RICK DTNTAL _BUILDiNG
INTIRIIR CILUMN FIUNDATIIN FIR FRAMILINTS 1& 11
L?/30/03
PLAN VIIV
TYPICAL SiIEVALL REINFI]RCEMENT
S4 VERT. BARS 16' t].I,
5 +4 HORIZ, BARS CNNTINUI]US
EVENLY SPACED IN VALL
3/4 lIA, ANCHOR BNLTS
r________-{
F--re'--*l
4',-O',
*3 TIES AT 1A' N,C.
6 *6 VERT, BARS IN
ENLARGED VALLT EXTEND
INTI] FBETING AS SHI]VN.
SECTIIN
EAGLE R[CK DfNTAL BU]LDING
CILUMN FIUNDATIilN [!R FRAMILINES 3 5. 6. 7 & 9
12/30/83
4 +6 BARS EACH VAY IN
ENLARGED FI]OTING
FLOBR JOISTS
L______ ___J
Fs'I
l.---.,-0.
PLAN VIIV
CANT]PY ENDVALL
CENTER IN VALL
SIIEVALL
3/4 DIA, ANCHT]R BBLTS
18' IN LENGTH
*4 VERT, BARS 16' [.C.
5 #4 HT]RIZ. BARS CENTINUNUS
IN VALL
2 S4 VERT. BARS IN CI]RNERS
OF ENLARGED VALL
4 E L8' [.C. TRANSVERSE
SECT]IN
fAGLf RICK DTNTAL BUILDING
3 #4 LT]NGINTUDINAL
IN VALL FONTING
IRN F!UNDA
t2/30/03
CANIP NtS (
10'
{
PLAN Vlf V
l-__,. __]
HAIRPIN 3AR, EXTEND
INTO SLAB,
DIA, X 18' ANCHOR BOLTS
*4 HA]RPIN INTB SLAB
TIES SPACED AS SHI]VN
REINFORCEMENT
4 #4 VERT, BARS IN CNRNERS
NF ENLARGED VALL
3 *4 LBNGITUDINAL BARS
IN VALL FNETING
#4 E 18' T].C, TRANSVERSE
STCTJ!N
TAGLT RilCK DTNTAL BUILDING
INTIRIIR CILUMN FIUNDATIIN FIR CANLPY TRAMTLINTS (D7)
CENTER IN VALL
L?/30/03
NOTES;
FOUNDATION DESICN FOR EAGLE ROCK DENTAL BUILDING
REXBURG. IDAHO
For Teton West Construction
| . Foundation configuration provided by John Bagley of Teton West
Construction.
Detail
Corner Column Foundation for Framelines I & I I
Interior Column Foundation for Framelines I & I I
Column Foundation for Framelines 3, 5, 6, 7 & 9
Corner Column Foundation for Canopy Framelines (D6)
Interior Column Foundation for Canopry Framelines (D7)
4.
Foundation loads from VP Buildings Reactions Package for Eagle Rock Dental
dated | 2 | 221 03 (Unstamped).
Horizontal rigid frame loads to be resisted by floor joists and soil on exterior of
building.
Exact anchor bolt locations to be determined from VP Drawings.
Concrete 28 day strength shall be 2500 psi minimum. Slump shall be 3..4.5 in.
Reinforcement bars shall be ASTM A6l5 with F" = 40,000 psi.
Concrete construction per ACI-3 18.
Allowable soil bearing pressure = 3000 psf
Rectangular piers shown on drawings may be replaced with circular piers formcd br
sonotubes if the reinforcement is the same. the concrete area is equal to that of thc
rectangular pier, and there is suffrcient cover for the reinforcement as required br'
ACr-318.
INDEX
Paee
7.
2
J
4
)
6
3336rz/so/oz
k";Q
3/4 DTA, ANCHOR BOLTS
18' IN LENGTH
FLOI]R JOISTS
*4 VERT, BARS 15' O.C.
5 $4 HBRIZ. SARS CONTINUI]US
IN VALL
*4 VERT. BAR IN CORNER
EF ENLARGED VALL
S4 C 18' I].C. TRANSVERSE
STCTIDN
tAGLt RICK DTNTAL BUiLDING
3 S4 LONGINTUDINAL
IN VALL FI]OTING
1"/30/03
PLAN VIf V
CENTER IN VALL
3./4', DIA, X 18',ANCHOR BOLTS
4 S3 TIES SPACED AS
ENDVALL REINFORCEMENT
4 #4 VERT, BARS IN CORNERS
OF ENLAR6ED VALL
3 *4 LONGITUDINAL BARS
IN VALL FOOTING
{4 E 18' N.C. TRANSVERSE
SECTICIN
tAGLt RICK DTNTA[ BUILDING
INTTRIIR CILUMN FIUNDATIIN FTR FRAMTL]NIS 1& 11
te/30/03
qi-----.--_]lr I
ll o o lll'f,ll o o llt'T
lL . Jlt I-- r_-.:-rrJ-r
TYPICAL SIDEVALL REINFORCEMENT
S4 VERT. BARS 16' O.C,
5 S4 HORIZ. BARS CONTINUOUS
EVENLY SPACED IN !/ALL
PLAN VIEV
3/4 DIA. ANCHOR BOLTS
R_jl
ti|.-18,-_-i
S3 TIES AT
6 *6 VERT, BARS IN
ENLARGED VALLI EXTEND
INTO FOT]IIN6 AS SHOVN.
L_________J
4'-O'S0,------l
STCTION
tAGLt R!CK DTNTAL BUiLDING
CILUMN TNUNDATIIN FIR FRAMILINES 3. 5. 5 7 & 9
4 fi6 BARS EACH VAY IN
ENLARGED FOOTIN6
F--e'I5',l
PLAN VIIV
3/4 DIA. ANCHOR BOLTS
18' IN LENGTH
S4 VERT, BARS 16' O,C.
5 S4 HORIZ. EARS CONTINUDUS
IN VALL
2 *4 VERT. BARS IN CORNERS
OF ENLARGED VALL
S4 E 18' O.C. TRANSVERSE
Sf CTi!N
tAGLt RICK DTNTAL BU]LDING
3 fl4 LONGINTUDINAL BARS
IN VALL FOOTING
IRN NT PY T AM NIS (IIN T
12/30/03
HAIRPTN BAR, EXTENDINTO SLAB.
PLAN VIIV
3/4' DIA, X 18' ANCHBR BOLTS
fl4 HAIRPIN INTO SLAB
4 S3 TIES SPACED AS SHOVN
REINFORCEMENl
4 #4 VERT. BARS IN
OF ENLARGED VALL
3 *4 LONGITUDINAL BARS
TN VALL FOOTING
#4 E 18' O.C, TRANSVERSE
SECTIIN
]NTfRIIR CILUMN FIUNDATI[N FDR CAN[PY FRAMTLINTS (D7)
r?/30/03
10'I
['4&r Ktx D€l/Trtl lyx,
EexBune, fD
-f ks;gn ,Qohng 6, PonX tth// &rprt-j floor &is/s
9pan" nHmdr
F/oor Dea/ load ' /Z psf
F/oor l,ve /ad' /tup'f
/orJ t/at/ Pc : /opsf ' PonX wa// ),: r' 4,gl
/ilatr. mrm /oe/ on / // ,r"/*n o/ /"r*rj t
n(rztno)r a0")= /?/f //'
4//ours/L /utrrX plrssulY = 3ooop"/
86/ /aa/or
L/rt /b" a';de x /o" &"p ,4.*ry ilogl/ = l#(f&e)' /A Ft/
fr /a/ /oa/ = /?1/l t /b7 = prtt Ds
/;: 4 ' /nEg pr/ . go@ pr/ oKaX
talz
t3&rs@/8"0,c,
Tuo tY OarsConfn,to'/s
f: = as\Tpsi
n -- 4o Ksi
min
m;n
tcile"K /Uorilent t (hear
zg: r, z h-(2 ) . /,7 (uoo)@
e
t
= zuo f/-/lt 3 108;n'k
J= s"-n,
|rXA = 0. ozs ,i/ft 4 *o = za9!r4(C -- o' s0 ';//l
4q o0o
! 4'rcg'd . o,a3 ;ft/ use 's e /8" e,c'
4, , 0, oU ;n'/ft o<
l/u = /,7 (tao)(.t ) , rcco Bt
/ lu = Assh)OEoo/' hr)G) = s/,ao Bs > /360 //s o<
( onc/as;ort
f*/,rg ds slouth on prelioas y'aXe ts adenuafr,'