HomeMy WebLinkAbout1801 E St Andrew Pl Unit# 100 - Misc. PermitGntmt\a e CHrN sTRUCTuRAL ENGTNEERTNG. rNC
STnucTURAL C ALCULATIONS
G&C Job Number: 17-019
L
Behr Process
Santa Ana, CA
Generator Anchorage
Calculation
.flVJ tY Jury 20, 2018
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C E I , OD
AU6 03 2018
City of Santa Ana
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PREPARED FOR:
H. Hendy Associates
4770 Campus Drive Suite 100
Newport Beach, CA 92660
Fax 949.203.0450
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,12/31/18
17500 Redhil Ave., Suite 24O Calilomia 92614 fel 949.250.3150
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5/6'o ett THREAD
DRILL & EPOXY
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Heisht (H)
ffi.EfiiEffiflf{u!.
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Length (L)<- width {w) -" }
40
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2503 98.5 1912 98.5 2241 88.2
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Profis Anchor 2.7.7
Company:.
Specifer:
Phone I Fax
E-Mail:
Speclfler's commonts:
1 lnput data
Anchor type and diadeter:
Effective embedmenl depth:
Mat€rial:
Evaluation Service Report:
lssued I Valid:
Proof:
Stand-off installation:
Proflle:
Bas6 malerial:
ln.tall,Uoh:
Rointorcoment:
HIT-RE 500 V3 + HAS-E 1/2
h.{.d = 8.000 in. (hdh,i = - rn )
5.8
ESR-3814
11112017 | 1t1t2019
Oasign method ACI 318-11 / Chem
- (Recommended plate lhickness: not calculaled)
no prolile
Seismic loads (cat. C, O, E. orF)
crEc*ed concrete. 2500, fc'= 2.500 psi; h = 16.000 in.. Temp. shorvlon$ 32132'F
halnm.r drllled hole, InsLllatlon condltlon: Dry
tonsion: condition B. shear: conditon B: no supptemenlat splitting rsinforcement pres€nt
edge r€intorcement: none or < No, 4 bar
Tension load: yes (D.3.3.4.3 (d))
Shear load: yes (D.3.3-5-3 (c))
Gcometry 0h.l & Loading 0b, in.lbl
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PROFTS Archfi ( c ) 2OO3.20O9 Hihi AG. rL,949a SdE Hilij r . r.O6rand T6d.hat or Xni eC. Sdran
Page:
Prolect
Sub'Project I Pos. No.:
Oate:
1
7l2At201A
fL"
\.. s
!.
I r_
]Profis Anchor 2.7.7
Company:
Specilier.
.Address:
Phone I Fax
E-Mail:
Page:
Prqectr
S!b-Project I Pos. No
Date:
2
7 t20t201a
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions Ilb]
T€nsion force: (+Tension,.Compression)
Anchor Tension force Shear Iorce Shear force x Shear rorce y
1,600 1,600 0 1.600
max. concrete comprcsstve slrain: - t96"1
max. concrets compressive stressr - [psi]resuiting tension force in (ryF(o.oOOiO 000): O tlblresulting compression force in (ry)=(0.000/0 OOO): O ttbl
3 Tension load
Load N". Ibl Capacity a N, Ib]Utillzation pr =N,Jo N. Stalus
Steel Streogth'
Bond Strength" t,6OO
Sustained Tension Load Bond Strengffi. N/A
Concrete Breakout Strenoth.. 1.600
' andlor having the highsst loading ..anchor group (anchors an t6nsion)
3.1 SteGlStrangth
Ns = ESR v-alue rebr to ICC-ES ESR-38.14
0 No> N.. ACt 3j&11Table D.4.1.1
Variables
A-.* lin.'?l f"E [psi]
6,688
6,303
5.977
OK
OK
OK
1,600
26
27
0.14
Calculatlons
N- (tbl
72 500
10.2S0
R.!ults
N- ttbl 0 N", trbl N,.ljbl'10.290 0 650 1.000 6,688 1,600
rnFI d.E od ErB mu, b. .h.d(d rd .ottffir wih
?ROFTS
^nd5or { c ) 2oo!zoo9 x,rr, eO rrist s"r,..n
th. .,Er'l! @rdrhor .d ior Dl.6DalM
tr r E. clitrdld Tr.d.o.d ot X,n e'C sa,.*
1
Profis Anchor 2.7.7
9o
Company:
Specilier: '
Address:
Phone I Far:
E-Mail:
Page:
Project:
Sub-Project I Pos No
Date:
3
7 nat2018
3.2 Bond Strongth
N. =(ff)*-.**.,*ru".
+ N. zN6
A+i. = 5ae ACI 31&11. Pan O.5.5-1, Fig. RD.5.5.1(b)
Av.o = (2 crJ, _I-cM = 10 d. lifools
Acl 318 11 Eq. (D-18)
ACI 31&11 Table D.4.1.1
ACI 318-11 Eq. (D-20)
ACl318-11 Eq. (D-21)
(1+:IL )3 1.0 ACI 318-11 Eq. (0-23)
v.o.n. = o.z * o.r (tu)< r.o
**_=**(HH),.o
NE =1,. r[" aN* n d. h..
ACI 318-11 Eq. (D-25)
ACI 318-11 Eq (D27)
ACl318-11 Eq. (D-22)
Va.iables
1i.,* Ipsil d. tin.l hd lin.]c. ." [in.]i r.lpsil
2,300
ed x [in
0.500
ed i lin.l
8.000 6.000 1,270
,]tin.l
0.000
Calculalion3
c'. lin l
0.000 17.142 1.000 0.93C
AN. tin.'zl AN.o tin.'?l
?.197 189.97 207.21 0.950
N. Irbl
1.000
Results
N. Irb)
1.000 1.000 14.442
{ Na flbl N," Irbl
12,928 0 650 0 750 1.00c 6,303 1.600
I.
r.Er rr.u :n GLar. mun b. dldtd id.!'..c.1*rrh uE u6r^{ dldtft -d tq rr.urbt,rroROFtS Arcnd I . I 2003 2OO9 H'lt AG rL.O494 srh.n xn . . ,.o,.raco r oo"or o. r.r,n a'O Sog.
I-
Profis Anchor 2.7.7 I
Company:
SpeciUer:'
Address
Phone I Faxi
E-Maal
Pag6:
Proi€ct:
Slb-Projecl I Pos No
Dale:
4
7 t20t201a
3-3 Concr€le Breakout Str..gth
** =(*)**^n.,**^""
A{. see ACI 3'18-11. Part 0.5.2.1, Fig. RD.5.2.1(b)
Ara =ehl
.-,-=(*).,,
,y-"=0.7.0.3(ffi)si.o
v*^ =unx({",$)'r o
r.r, = r,"r. { h:f
Variables
hd lih.l
ACl318-11 Eq. (O-3)
ACI 318-11 Table 0.4.1.1
ACI 3'l&11 Eq. (Ds)
ACI 318-11 Eq. (D 8)
ACI 31&11 Eq. (D10)
ACI 318-11 Eq. (D-12)
ACl3l&11 Eq. (D{)
e.1.! [in.l [in ]c..^,. Iin.]
8.000 0 000 0.000 6.000
f. Ipsil
1.000
11.142
Calculatiohs
7 T.000 2.500
Iin.']A'd tin.'?l N. Irbl
432.00 576.00 1 000 1 000 0.850 1.000 19,233
Resutts
Irbl O N"b tlbl N,. irbl
12,26',1 0 650 0.750 1.000 5,977 1,600
l.!ur_d.'. u. e,tt frn b. dEd& lr.!G.fl{ en rn! or.rdro odtEs ,r id ,lutitiy,DROF rS Andw { c , 200}200! rt'h aG t L-949r sd.e Hnj . r ,.gErr.a T,ad.Qrr d r,nr, e'c s"r,""n
I
I I-
Profis Anchor 2.7.7 lo
Page:
Projecll
Sub-Project I Pos. No.
Date:
5
7 t20t201a
4 Shear load
Load V!. !bl Capacity + Vn !bJ Utilization 0v = V,Ja V" Status
SteelStrenglh'
Sleelfailure (with lever arm)'
Pryoul Strength (Concrete Breakout
Strength conlrols)"
Concrete edge failure in direction y+"
' anchor having the highest bading
1,500
1,600
3,705
17,166
44
10
OK
OK
1,600
"anchor group (rel€vant anchors)
3,859 42 OK
4.1 Stoel Strongth
V-< = ESR vatue refer to ICC-ES ESR-3814
ACI 318-11 Table D.4.1 ,
Variablcs
A-.u lin.'?f,i {psil
014
Calculatlons
72,500
trbl
6,175
R.sulG
ltbl 6 V- irbl v,.lrbl
6,175 0 600 i.000 3,705 1,60C
4.2 Pryout Strength (Concret€ Breakout Strongih conirots)
'", =*"[(t),"*v*v..*N"]
Ab soeACl3l&11. Pad 0.5.2.1, Fig. RD.5.2.1(b)
Al..l = s h:,
-,-"=(;fu;.,'
o_,,=or_0..(ffi).,.0
,*.=runx(fr.S),ro
It" =L.r.Vf.h:i
Acl 318-11 Eq. (0-40)
ACI 318-ll Tabls D.4..1.1
ACI 318-11 Eq. (0,5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (0-12)
ACI 318-11 Eq. (D$)
Variables
h",lin.]e.r.N [in.l e"r.n iin.l Iin.l
2 8.000 0.000 0.000 6 CoC
ck Iin.]i.
1 000 1I M2 -17 1.000 2,504
Calculations
A^. [in.':]Ai!"otin.?l N, trbj432.0C 57€.00 1.000 1.000 0.850 1 000
Results
v.+ lbl A V6 [b24,522 0 700 1.000 1.0c0
lnplr dal &d 6$n3 D.t b. .rr4t.d rd aor..mnr s
PROF|SAnclEr(c )2OO!2OO9 H'h AG. Ft-.-gaga S.tur.
tr..rd,ng 6dft6s id ld Dhls.ltM
B'tu 'r . Eondld l66.m.ft ot H [, lC Sd,."n
17,166 1,6C0
19,233
Company:
Specifiel!
Addressl'Phone
I Fax
E-Mail:
r_
Profis Anchor 2.7.7 /l
Company:
Speciller:'
Address:
E-Mail:
Page:
Projectl
S0b"Projeci I Pos. No.
Oat€:
6
7t24t2018
4.3 Concretc edge failure in direction y+
=()rY .d.v V c.v V iv V EiB.v Vb ACl318-11 Eq. (D-30)
ACI 318-11 Table 0.4.1.'1
ACl3'18-11 Eq. {O-32)
ACI 3l&11 Eq. (D-36)
ACI 318-11 Eq. (D-38)
ACI 318-11 Eq. (D-39)
Acl 318-11 Ea. (D-33)
A;
Av. see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b)
&a - a.5 clr
(2e,
3c.r )s 1.0
v.dv=0.7+03
t;-;-
vhv-yh.
(e)< 1.0
= ('(n!)
>10
€:)r.{"1,'
Variables
c.r [in.]c, [in.]e*[nl h. [in.]
6 000 0 000 1.000 16 000
l. Iin.]f: Ipsil
4.000 1 000 0.500 2,500 1.000
Calculation3
Av" Iin.'zl &" tin.'l vo lbl
162.00
Results
v- lbl
162 00 1 000 1.000 1.000 5,513
0 v"n lbl v," trbl5,513 0 700 1.000
5 Combined tension and shear loads
1 000 3,859 1,600
p^il"Utilizalion Bi,v I%l StatuB
0.268
pNv=0i+p[<=1
0 432 5t3 36 OK
hplt d.ra 5.d EahE m6l bc ch.d6d ror ag6.'6l wih th. .r'3rino @6dd$s .na td lri6tuliry!
PROFIS Archo' i c ) 2OO3.2OO9 Hiir AG FL-gaSa Sch.d Hlr r a ,.9irrecd Todem.rk or Hili AG, Sch.r
I-
Profis Anchor 2.7.7 i7.
Companyl
Specifier:
Address:
E i.lail:
Page:
Prolect:
Sub-Projecl I Pos- No
Date:7t20t201a
6 Warnings
' The anchor design methods in PROFIS Anchor require rigid anchor plales per current regutations (ETAG oo1/Annex c, EoTA TR02s, etc. ).This means load re_distnbLtlon on lhe anchors dus lo elastic de{onhatrons ol the ancho. plate ars nol consrdered trc anchor plate lsassumed to be suffcrently stiff. rn order nol to be delormed when subjecred to the design toading. pnorts nlchor catriullii[" ,i",.r.required anchor plale lhickness with FEM to limit lhe stress of the anchor plate based;n th6 asJumptons exptaineJ alov". ir,"-p1oor ir U1"rigid bose plate assumPtion is valad is not carried oul by PRoFls Anchor. tnput data and resuits .uit t" cr,uir"a io, "!i""-.ni [nr, 6,.existing conditions and fo. plausibility!
' Condition A applies when supplementary reintorcement is used. The o factor is increased for non-steel Design Strengths except pullout
strength and Pryout strenqth. Cond{ion B applieswhen suppl6mentery reinforcemenl is not useo anotor puitout StrJngin"na'iryortStrenglh Relsr to your tocel standard.
'Designstrengthsofadhesveanchorsystemsareinlluencedbythecleanrng6€thod.R€fertothetNsTRUcTloNsFoRusEg|Yeninthe
Evaluation Service Reporl lrr cieaning and installation instruct;ns
' Chec[ng the uansfer of loads into the base hatenal and the shear resistance are required in accordance with ACI 3.18 or the relevantstandardl
' An anchor design approacl for sttuclures assigned to seismic oesign catsgory c, o, E or F is given in ACl3l&l l Appendir D, part
0.3.3 4.3 (a) thal requrres lhe governing design strenglh of an anchar or gr;rrp of anihorc oe timited by d!cijle slee a;lure I t;is is Nor thecase, the connec,jon d€sign (tension) sha satisfy the provisions ofpart O.:.J.a s 101, eaa O.S.a.a S tit, o. pa.rDi.:.a.iiai ii"connection design (shear) sha[ satisty the provisions of part D.3.3.5.3 (ay. eart O.d.i.S.: 1U1, or part d.3.3.5.3 (c)_
' Pan o 3.3.4.3 (b)/ Part 0.3 3.5.3 (a) require the atlachment th€ enchors are connectrng to ths structure be designed to unc,ergo ducljteyielding at a load level corresponding to anchor forcBs no grearer than Ih€ controitrng d;sign strength. part o.s.j.q.3 icll pa;b.ii.s.e 1u;warve the ductllity requirsmants and roquirE lhe anchors lo be designed lor the maximum tension / strear rrat can be iranimltteolo t.reancho.s by a non-yielding anachment. Pafl D.3.3.4.3 (d)/ part o.3.4.5.3 (c) waive the d'rciitity requirsmenE a; requ;;th€ a"sign
"rr"ngthof the anchors to equal or exceed the maximum tension / shear obtained fom design baa c;mb,i"t""it "ir.rrtiiil*i-n
-ii"ir"""ro
ov
'lnstalatronolHiltiadhesiveanchorsystemsshallbeperfonnedbypelsonneltrainedloinstall Hihiadhesivg anchoE Reference ACl3ig-.11,Part D.9.1
Fastening meets the deslgn criteria!
lnpLi dtu ..! '.!dri hlst b. cn..i.a id roehBrrh
PROF ls An ,5o, { c J 20o}2oo9 Fi,lu 46, Fl-ixga SdEs
bE eri5lng od6sr ed r, d.!.,b.{yrH*1,h. rogrJ.Ed Tr!d6m.^ olH ,AG. S.h.an
I-
Profis Anchor 2.7.7 t,Company:
Specitelt
Sddress:
Phone I Fax:
E-Mail:
I
7 12012018
7 lnstallation data
Anchor plate, steol: - Anchor typ€ and diameter HIT_RE SOO V3 + HAS_E 1/2Profile: ' lnstallation torque: 360.000 in.lb
Hole diameter in the fixture: - Hole diameter in the base material: 0.563 in.
Plate thickness (inpul): - Hole depth in the base mate.ial: g.OO0 in.Rommmended plate lhickness: - Iuinimum thicknoss ofthe base mater,al: g.2SO in.Drilling method: Hammer driled
Cleaning: Compr€ssed air ciEaning of the drilled hote according to instn clions for use is required
7,1 Recommended accessoaies
Dnllng Cleaning Setting. Suitable Rotary Hammer. Properly sized drill bit
Cornpressed air with req!rred
accessories to blow from the boflom ol
the hols
Proper diameterwke brush
. Disp€nser including cassette and mixer
Coordinatos Anchor in.
Anchor x c-, c.r cr c,1 0.000 0.000 6.000
8 Remarks; Your Cooperation Duties
' Any and all information anc data conLined ifl lhe Softwaro conc€rn solely the use of Htlti producls and are based on the principles. formulasand security regulalions in accordance wilh Hilti's technical direclions and operatrnq, mounling and assembly i.structions, elc.,'ttrat must lestricuy complied with by the user. Allllgures containsd lherean are average figuresland thereilore use-specilic tests are io o" -ncr"ruaprior lo using lh6relevant Hiltiproduct. The results ofthe calculations cairied-out by means ofthe software are t"""a
"."unt,"riy
* t"data you put in. Therefore, yolJ bear lhe sole responsibility for the absence ofenori, the completeaess and the relevance of ttre'data to uepul ln by you. MoroovBr, yol bear soJe responsibiljty tor having lhe results ol the calculalion checked and cleared bt;"ip.n, p".ti"rf",fvwith r€gard to compliance with applicable norms and permits. prior to using lhem for your specilic facility. The Soft;are ."*." inty
"a "naid lo interpret norms and permits wilhout any guarantee as to lhe absenc-e ofenors, the coneaness and the relevance ot rhq rosults orsuitabilily for a specirlc applcatjon
'Youmusttakeallnecessaryandreasonable.stepstopreventortimitdamagecausedbythesoftware. ln partic!lar, you must ar.ange forlhe regular backup of programs and data and, if applicable, ..rry out the uiates of the soflware offereo uy Hilti on Jrelur"ilr". rr y", aonol use the Autoupdate furction of the software. you musl ensure that you are using the cunent and thus up{o-date ve;ion o, the sonwarein each case by carrying oul manual updales via lhe Hilti website. Hilti wilt nol b€ li;ble for
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"l.damaged data or programs arising from a culpable br€aci of duty by you
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