Plans 1 f
ele10175 SW Barbur Blvd. Suite200B Portland, OR 97219
Consulting Engineers Ph:503.892.9700 Fax: 503.892.9797
STRUCTURAL CALCULATION
•
Crrr OF TIGARD
REVIEWED FOR CODE COMPUANCR
Approved:
OTC: [
Project: Fowler Middle School Permit#= u s ZOt"-'Cer2
Re: Seismic and Wind Design of Chillle�dd1es8 �' � = ' ' -
Steel Base Frame and Anchorage to 0 • e
By: .41/0 s4_ DON 'a 4
Client: MacDonald Miller oPP'
Job No.: 14-1016 OFFICE COPY
Date: April 15,2014
Pages 1 thru 33 and SK-1 thru SK-2 contain the calculations and details for the chiller
steel base frame and anchorage to concrete at Fowler Middle School located in Tigard,
OR. This set of calculations is based on the loads and assumptions stated within the set.
If these loads are not correct, this set should be revised. The adequacy of the existing
structure is the responsibility of others.
�c0 PROF-4,
I NE . s%y'
71266PE
0: :.N Oti
At• 10•
s" 48 K AMP
EXPIRES: 6/30/15
Structural Construction Management Engineering Drafting
t r
NOTES:
I . STEEL GRADES SHALL BE:
-WIDE FLANGE BEAMS - ASTM A992 (Fy = 50K51)
2. STEEL MEMBERS, BOLTS, AND FASTENERS SHALL BE HOT DIP GALVANIZED.
3. MECHANICAL ANCHORS IN CONCRETE SHALL CONFORM TO ESR-191 7.
PERIODIC SPECIAL INSPECTION REQUIRED.
14'-7 114"
troutorr go yrn
somusmco aka*/104 Ua r'TJ* 13'-I 0 114"
I I rb vmggA
I ) 01 ' (E) CONCRETE HOUSEKEEPING PAD
to (APPROXIMATE OUTLINE, NOT USED
fr ., er FOR SUPPORT) __
vul
ill; ,. s II
in . �1
Rr
a 11.
1II II
+ rise__ r.i
(N) W5X 19 BEAM, 2B
TYP. OF (2) 2A
(N) WSX3 I ANCHORED TO FLOOR,
TYP. AT (4) LOCATIONS 2'-0"
—CHILLER SUPPORT PLATE WITH 34"
ISOLATION PADS OVER NEW BEARING
PLATE ATTACHED TO BEAM
0 CHILLER PLAN VIEW
A
,\(%E� PR(Fess NOT TO SCALE
�$ c.,\s\ I NEF�, /04,17 I
71266PE l
0,./o
_ STRUCTURAL DRAWINGS DRAWING INFORMATION JOB No
T��• ,N OO: FOWLER DRAWING FILE:
9#, T• 10, ��P� 079
MIDDLE SCHOOL DRAWN BY: DS 1-1-lop,
CHECKED BY: SHEET No
B K AO' Consulting Enginem TIGARD,OR DATE: 4/10/2014
DATE: REVISION 1:
11175 Ss s.w.sit SU tae
EXPIRES: 6/30/15 Portland OR 97119 DATE: REVISION 2: SK- 1
PA SOS10t.J700 Pz SOJ.ALS797 SCALE:
r
EQUIPMENT MOUNTING PLATE (BY OTHERS)
W/ (4) 3/4" 0 A307 THRU BOLTS
/
Y8 ISOLATION PAD (BY OTHERS)
- f K" BEARING PLATE (MATCH EQUIP. PLATE DIMS.)
°= LI 1 Ye STIFFENER PLATES, TYP.
1/2'' 5 1/2"-1 I (4) s/8" 0 A307 THRU BOLTS, TYP.
\7—tr W5X 19, TYP.
,/ 3/8 STIFFENER PLATES, TYP.
W8X3 I , TYP.
II II
II II
11 ii
II -1/2 HILTI HAS CARBON STEEL
THREADED ROD WITH HILTI HIT-HY 200
kJ
SAFE SET SYSTEM W/4 Y4" EMBED.,
/ G"
(E) CONCRETE
(BY OTHERS) SECTION DETAIL
A 1-1/2"= 1?-0"
EQUIPMENT MOUNTING PLATE (BY OTHERS)
I 3/S" ISOLATION PAD (BY OTHERS)
. 5/8" BEARING PLATE
1/2 HILTI HAS CARBON STEEL— (MATCH EQUIP. PLATE DIMS.)
THREADED ROD WITH HILTI HIT-HY 200 v VYG
SAFE SET SYSTEM W/4 3/4" EMBED., YE> <1-Yr.
TYP. OF (G) W5X 19 W8X31
6„ TYP j3/iGV2"
MIN. <m'r.•
3 I/4"
GV 3" MIN. <1W.
� - II a
4 4 II II II L
II II II
II II d II
II II 4 Q II
E► kr 4 4
a
/ 2" 10' IO" 2"
(E) CONCRETE
(BY OTHERS) - 2'_0"
-
Rip PROF(
cp c\AGINE£RS% 2B SECTION DETAIL
�� 71266PE 9(
' 1-1/2" = 1'-0"
an
j N �, STRUCTURAL DRAWINGS DRAWING INFORMATION Joe N,
p� FOWLER DRAWING FILE:
9 Ai 8V1--
10, P� e7e MIDDLE SCHOOL DRAWN Br: DS 14-I U 16
�/' CHECKED BY:
48 K AO' C i,nnrlting EnAinerr, TIGARD,OR — DATE: 4/10/2014 SHEET No`
DATE: REVISION 1:
EXPIRES: 6/30/15 p"r e r m.d O R 9 5 9 LOU DATE: REVISION 2: SK- 2
A 6411607.0700 P.SOSiOS979S SCALE.
JOB: FOWLER MS
Ole1017s 5w e.�r Bind. 5HEET NO.: Or
sate 200B
w
rarnd.OR 972 i s
rh:503.892.970O CALCULATED BY: 0 DATE 4/7/14
r..:503.892.9797 CHECKED BY: DATE
Consulting Engineers PROJECT NO.: /4-1016
PROJECT INFORMATION
SEISMIC DESIGN OF VIBRATION ISOLATED CHILLER ANCHORAGE
TO CONCRETE AT FOWLER MIDDLE SCHOOL LOCATED IN TIGARD, OR.
Building Code: 2009 IBC/ 20 I 0 055C
Seismic Design Criteria
5D5 maximum: 0.70 I
Importance, Ip: I .5
4
4 r
2
Ole JOB J "'LA:fa- Mtt4:14.,,E 9u+«+L._
AZH CONSULTING ENOINEERB SHEET NO. OF
10175 SW SAReUR BLVD. �'�
SUIT. 2005 CALCULATED BY 4S DATE
PORTLAND:OR 97219
PH: 303.A91.9700
FAX: 303.891.9797 CHECKED BY DATE
• CONSULTING ENGINEERS I/1_ (ofd
PROJECT NO. 1{�1
6-Y-AVVPr�e i r T/s.-
C.PI E
16G " 1
wP= /C, 3 05-ue
ll ''
II 4- d.
r Pc�rwYBY arlbr )
'�' Vi 1.5 PM ex
•- ( %T.-kegs) /W o410-/N6 Pc.l►Tt S
0-i`�i w i (1 Y 07 e,S)
E T !I, pLJ4TE (M/1•:T 44
— Ii
�.� ....∎, R= 4*-/ /4OJN77NG pubria- P
11111 'IM �'�F
i.
u �r
(e-)Co f.r..11e`TE
c_
-PT Seth a►J ,�i 164. -
A.
h . ...
i
Ir
III Sitej ;4111111:11 „, is Fl
II-
e. -!r Al
NEw s-rEE-L_ Vsse- Ft1v.1
-STRUCTURAL- .CONSTRUCTION WANACZLAENT- -SMSMC IMACAJG• -&GRIMING DRARIG•
y !
3
JOB: FOWLER M5
10175 5w BaPoVr enva. SHEET No.: of
5utc 2008
PoRl503 89 97219 CALCULATED BY: D$ DATE 4/////4
Ph:503.892.9700
Pax:503.892.9797 CHECKED BY: DATE •
Consulting Engineers
PROJECT No.: /4-10/6
LATERAL ANALYSIS
THE LATERAL LOADS DUE TO SEISMIC FORCES ARE DETERMINED USING
THE REQUIREMENTS OF THE 2009 INTERNATIONAL BUILDING CODE (2009 IBC)
Fp* = 0.4ap * Ip * Sds / Rp * [ I + 2 * [z/h} } * Wp
Fp min = 0.3 * Sds * Ip * Wp
Fp max = 1 .6 * Sds * Ip * Wp
Fv = 0.2 * Sds * Wp
INPUT DATA
ap: in-structure component amplification factor = 2.5
Sds: seismic coefficient = 0.70 I
Ip: importance factor = I .5
Rp: component response modification factor = 2.5
z: component attachment elevation from grade = I
h: structure roof elevation from grade = 2
z/h = 0.5
CALCULATIONS
Fp* = 0.841 Wp
Fp min = 0.3 15 Wp
Fp max= I .G82 Wp
Fph = 0.84 Wp controlling Fp LRFD
Fpv = O. I 0 Wp LRFD 4
Conterminous 48 States
2009 International Building Code
Latitude = 45.432256
Longitude = -122.788546
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.934 (Ss, Site Class B)
1.0 0.337 (S1, Site Class B)
Conterminous 48 States
2009 International Building Code
Latitude = 45.432256
Longitude = -122.788546
Spectral Response Accelerations SMs and SM1
SMs = Fax Ss and SM1 = FvxS1
Site Class D - Fa = 1.126 ,Fv = 1.725
Period Sa
(sec) (g)
0.2 1.052 (SMs, Site Class D)
1.0 0.582 (SM1, Site Class D)
Conterminous 48 States
2009 International Building Code
Latitude = 45.432256
Longitude = -122.788546
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.126 ,Fv = 1.725
Period Sa
(sec) (g)
0.2 0.701 (SDs, Site Class D)
5
JOB: :WIER MS 0175 5 d 9arbie d. SHEET NO.: OF
Ole
score 2009 Portland.Pornd.OR 97219 CALCULATED BY: DATE 4/////4
P1, 503.e92.9700
Fax.503.892.9797 CHECKED BY: DATE
Consulting Engineers PROJECT NO.: /4-/O16
LATERAL ANALYSIS (SEISMIC LOADS) - LRFD
Equipment Data C11- 1
Wp: 15305 Ibs
L: 166 in
w: 50 in (to centerline mounting plates)
h: 9G in
hcg: 49 in
Fph = 0.84 x Wp = 1 2875 lbs
Fpv = 0. 10 x Wp = 1 502 .lbs
LRFD load combo, 0.9D + E
Mot = Fph'ticg = 630854 in-lbs
MR = (0.9Wp - Fpv) 'w/ 2 = 306812 in-lbs
Maximum Reactions per side
Tmax = (Mot - Mlr i )/'Iry = 6481 Ibis
Vmax = Fph / 2 = 6437 lbs
Maximum Reactions per connection
n = No. of restraints/ side = 2
T = Tmax/ n = 3240 lbs ==> tension
V = Vmax/ n = 3219 lbs ==> shear
I
G
JOB f i_c.L. MIDLF 5 CAM L-
AZH CONSULTING ENGINEERS SHEET NO. OF
10175 SW SAROUR OLVD.
SUITE 2000 PORTLAND, OR 97219 Q CALCULATED BY $ DATE AVM
PH: 503.59 2.9 700
FAX: 503.892.9797 CHECKED BY DATE
CONSULT/NQ ENGINEERS PROJECT NO. Cq- /614
.STS / so- At "4.fr- tepok E 4 e'er ei .J rte'
3�i 9 'so
•••••••••••••••urimi
�j�r4 7
07f11114 JOB f '__�i ,` /A4 .E' X/11.U.S(..-
AZM CONSULTING ENGINEERS
SHEET NO. OF f
10175 SW BARBUR BLVD. L1/k
SUITE sooe CALCULATED BY �' DATE
PORTLAND, OR 97419
PM: 603.892.9700
FAX: 303.892.9797 CHECKED BY DATE
CONSULT/NQ ENGINEERS w— /(a/6
PROJECT NO.
Gst�' S7R%lc-r4 ._ 'W=ax..... Vt-,, ,E-
T= 3. 2.41 k
v,,,k.,c = 3- - `
c c-x'for , Nt = 3. ��x 6.s- 20 -731,,Or-
,o•
Q L,-)8x31 /'.— 3.xa.*.x ‘3.S1' 4/3‘1 7 P,"
8 A
r�7LC E-r-Ai-r7-1 gy ,'/N • C-3) � ,slip s tf,k 1-594.14k. S--r.orJ
1 3 eS (34.1' 3
34 T ST/F-r, -* 'Z alt- -�3!'� \ 3'44 -.= T�
w5`x1 1
,�.3.s`' _ ?°-l'3 _ �/ x.s. 4. 0-9(36 PO_ -32,y k" �'
3.s 0\2-,,3) = x.13 r.�
46-1 ;�,i 3 (3 5")
/f,63 k/.. _ 21 �‘
if
11r_
. F.s" , � A Sg r-3 3.66
w�`+"3. S�,D — --a- (3) = 21.1'3 ;..z
41'Bar, "e" 3.2{4-3.ZZ K� .
— � — 241 1. ,3 ( 1) = 2 39 ►y
• -s
rN. = 35 t --)i 3% "" 'E
-
-STRUCTURAL- -CON5TRUCTIDN MANAGEMENT- •5H`MIC ERACRY-- -ENGINEERING DRAFTING
V , r
r-
Company : AZH Engineers April 15, 2014
Designer : DS
Job Number : 14-1016 FOWLER MIDDLE SCHOOL Checked By:
Materials (General)
Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress
(Ksi) (Ksi) Ratio (per 10^5 F) (K/ft^3) (Ksi)
STL 29000 11154 1 .3 .65 J .49 36
Sections
Section Database Material Area SA(yy) SA(zz) I y-y I z-z J(Torsion) T/C
Label _ Shape _ Label (In)^2 (In"4) (In^4) (InA4) Only
SEC1 W5X19 STL 5.54 1 1.2 1.2 9.13 26.2 .31
SEC2 . 8X1.5 STL 12 1.2 1.2 2.25 64 7.937 .
SECS STL 1 1.2 1.2 1 1 1
Joint Coordinates
Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature
(In) (In) (In) (F)
A 0 0 0 0
B 0 = 10.5 0 0
C 58 10.5 0 0
0 58 . 0 0 —. 0 I
Boundary Conditions
Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation
- _ (K/in) (K/in) K/in jK-ft/rad) (K-ft/rad) (K-ft/rad)
A I Reaction Reaction Reaction Reaction Reaction Reaction
0 Reaction Reaction _ Reaction Reaction- Reaction Reaction
Member Data
X-Axis Section End Releases End Offsets Inactive Member
Member Label I Node J Node K Node Rotate Set I-End J-End I-End J-End Code Length
&trees xyz xyz xyz xyz (In) (In) - (In)
M1 A B SEC2 10.5 I
M2 B C SEC1 58
M3 C D SEC2 10.5
Basic Load Case Data
BLC No. Basic Load Case Category Category Load Type Totals
Description Code Description Nodal Point Distributed Surface
1 ) None 1
Member Point Loads, Category:None, BLC 1 :
Member Label I Joint J Joint Direction Magnitude Location
(Lb, Lb-in) (In or%)
M2 B C
X 8370 %50 I
RISA-3D Version 4 [Z:\2014 PROJECTS\1000's (GENERAL)\14-1016 Fowler Middle School chiller\calcR artle.r3d]
Company : AZH Engineers April 15, 2014
Designer : DS
Job Number : 14-1016 FOWLER MIDDLE SCHOOL Checked By:
Load Combinations
Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor
1 1 1 1 1 Y
Joint Displacements, LC 1 : 1
Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation
I(n) - (In) (In) _ (radians) _- (radians) (radians)
A 0.000 0.000 0.000 0.000 0.000 0.000
B 0.001 I 0 I 0.000 0.000 0.000 0
C 0.001 0 0.000 0.000 0.000 0
D I 0.000 0.000 1 0.000 I 0.000 0.000 0.000
Reactions, LC 1 : 1
Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment
(Lb) (Lb) (Lb) (Lb-in) (Lb-in) (Lb-in)
A -4185 1 -203.291 I 0.000 I 0.000 I 0.000 38047.05
D -4185 203.291 0.000 0.000 0.000 ;.; es
Reaction Totals : I -8370 I 0.000 0.000
Center of Gravity Coords (X.Y.Z) : No Calculation
RISA-3D Version 4 [Z:\2014 PROJECTS\1000's (GENERAL)\14-1016 Fowler Middle School chiller\calcr@.r3d]
r
li-x
b 8370Lb o rt
C
F.
b
-203 i.lLbin 3eo11.1LWn
J -4155th d1B5LD
X203.
Loads:BLC 1,
Salton:LC 1,1
AZH Engineers FOWLER MIDDLE SCHOOL April 15,2014
DS frame.r3d
14-1016
0—
II
www.hllti.us Profis Anchor 2.4.6
Company: Page: 1
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax I Date: 4/15/2014
E-Mail:
Specifiers comments:STEEL BASE ANCHORAGE-LOAD CASE 2
1 Input data
Anchor type and diameter: HIT-HY 200+HAS 1/2
Effective embedment depth: het,act=4.750 in (hetiir t=-in.)
Material: 5.8
Evaluation Service Report: ESR-3187
Issued I Valid: 1/1/2014 1 3/1/2014
Proof: design method ACI 318/AC308
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: Ix x ly x t=24.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) yes(D.3.3.6)
Geometry[in.]&Loading[lb,in.lb]
z
Tr
' os
. Y
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
' 12
MIIIL.TII
www.hilti.us _ Profis Anchor 2.4.6
Company: Page: 2
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[Ib]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y o3 04 05
1 1929 698 698 0
2 3 698 698 0 0 D Q.
3 1929 698 698 0 Tension x Compression
4 966 698 698 0 01 06 02
5 3 698 698 0
6 966 698 698 0
max.concrete compressive strain: 0.05[%o)
max.concrete compressive stress: 201 [psi]
resulting tension force in(x/y)=(-6.648/0.000): 5796[Ib]
resulting compression force in(x/y)=(11.343/0.000): 1584[Ib]
3 Tension load
Load Nu,[ib] Capacity en[Ib] Utilization ifr,=Nu,f$N. Status
Steel Strength* 1929 6688 29 OK
Bond Strength" 5796 6311 92 OK
Concrete Breakout Strength** 5796 8303 70 OK
'anchor having the highest loading "anchor group(anchors in tension)
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3187
0 Nsteai z N„a ACI 318-08 Eq.(D-1)
Variables [psi]
n Ase,N[in 2] futa[psi]
1 0.14 72500
Calculations
Nsa[Ib]
10290
Results
Nsa[Ib] +steel 4nonductile 4)Nsa[Ib] Nua[lb]
10290 0.650 1.000 6688 1929
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
13
1■■11`TI
www.hllti.us Profis Anchor 2.4.6
Company: Page: 3
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
3.2 Bond Strength
Nag =(ANe0)Wed,Na Wg-Na Wec.Na Wp.Na Nab ICC-ES AC308 Eq.(D-16b)
+Nag Z Naa ACI 318-08 Eq.(D-1)
ANa =see ICC-ES AC308,Part D.5.3.7
ANeo =SL,Ne ICC-ES AC308 Eq.(D-16c)
scr.Na =20d 1 54 5 3 hat ICC-ES AC308 Eq.(D-16d)
Ccr,Na =S ICC-ES AC308 Eq.(D-16e)
Wed.Na =0.7+0.3(c=min)5 1.0 ICC-ES AC308 Eq.(D-16m)
Gm,Na
10.5
Wg,Na =Wg•Na0+[(ue/ '(1-Wg•Na0)] '—1.0 ICC-ES AC308 Eq.(D-16g)
Sm.Na
1.5
=�-r//'-1) ! 1 ]2 1 0 ICC-ES AC308 Eq.(D-16h)
Wg Nab Tk,max,c
TX max,c=nk`d hV et•fc ICC-ES AC308 Eq.(D-16i)
1
WecNx = (1 + 2eN )<_1.0 ICC-ES AC308 Eq.(D-16j)
Scr,Na
41",, =MAX�Ca-min GGac 1 a,Na)5 1.0 ICC-ES AC308 Eq.(D-16p)
Gac
Nap =Tk,c•QN.seis•xbond•1t-d•he ICC-ES AC308 Eq.(D-16f)
Variables
Tk,c,uncr[PSi] danchor[in.] he[in.] Gamin[in.] S89[in.] n Tk,c[Psi]
1880 0.500 4.750 72.000 8.000 6 1051
kc fc[psi] ec1,N[in.] ecz,N[in.] ca.[in.] rind aN,seis
17 3000 6.648 0.000 12.614 1.00 0.800
Calculations y
scr,Na[in.] cv,Na[in.] AN.[in 2] AN.0[in.2] Wed,Na Tk,max[Psi]
11.385 5.693 545.65 129.63 1.000 1292
Wg,NaO Wg,Na Wed,Na Wec2,Na Wp,Na Na0[lb]
1.385 1.062 0.461 1.000 1.000 6275
Results
Nag[lb] +bond +seismic +nonductse +Nag[IN Nua[ib]
12945 0.650 0.750 1.000 6311 5796
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan
14
`'rill
www.hilti.us Profis Anchor 2.4.6
Company: Page: 4
Specifier Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/15/2014
E-Mail:
3.3 Concrete Breakout Strength
ANc
Ncbg (AN o/ Wec N eyed N 9Ic N Wcp N Nb ACI 318-08 Eq.(D-5)
Ncbg 2 N„ ACI 318-08 Eq.(D-1)
ANc see ACI 318-08.Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 het ACI 318-08 Eq.(D-6)
1
1yec.N 2 eN 5 1.0 ACI 318-08 Eq.(D-9)
1 +3het
y/ed,N =0.7+0.3 1`1(ca,minhe,)5 1.0 ACI 318-08 Eq.(D-11)
.5
wpN =M rceC_min, C 1.5her)5 1.0 ACI 318-08 Eq.(D-13)
`` aC ec f
Nb =kc A,?h 5 ACI 318-08 Eq.(D-7)
Variables f f 1
hef[in.] ec1,N tin•] ec2,N[in.] Ca.min[in.) wc,N
4.750 6.648 0.000 72.000 1.000
cac[in.] kc t'[psi]
12.614 17 1 3000
Calculations A
ANC Lin 2] ANC0 tin•1 wecl,N Wec2,N Wed,N wcp,N Nb[lb]
693.56 203.06 0.517 1.000 1.000 1.000 9639
Results
Nog t ff11
'b] +concrete +seismic +nonductile +Nog[lb) N.Obi
17032 0.650 0.750 1.000 8303 5796
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilb AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan
• • •
IS
1■111`T1
www.hilti.us Profis Anchor 2.4.6
Company: Page: 5
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
4 Shear load
Load Vu„[Ib] Capacity+V„[Ib] Utilization II,=Vua/fV„ Status
Steel Strength* 698 2593 27 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength(Bond Strength controls)" 4185 29466 15 OK
Concrete edge failure in direction x+" 4185 21574 20 OK
'anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa =aV.sels(n 0.6 Ase,v futa) refer to ICC-ES ESR-3187
Vsteel Z Vua ACI 318-08 Eq.(D-2)
Variables
n Ase.v[in.2] futa[psi] ay.seis (n 0.6 Ase,v fora)[Pb]
1 0.14 72500 0.700 6173
Calculations
Vsa[Ib]
4321
Results
Vsa[lb] +steel +nonductile 4 Vsa[Ib] Vua[Ib]
4321 0.600 1.000 2593 698
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan
I 6
1■.1111`[.T1
www.hilti.us Profis Anchor 2.4.6
Company: Page: 6
Specifier: Project: FOWLER MS
- Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
4.2 Pryout Strength(Bond Strength controls)
ANa
N./egg kcp[(ANao)Wed.Na Vg,Na t!ec,Na 111p,Na Naol ACI 318-08 Eq.(D-31)
4,Vcpg 2 V„a ACI 318-08 Eq.(D-1)
ANa see ICC-ES AC308,Part D.5.3.7
ANa0 =Scr,Na ICC-ES AC308 Eq.(D-16c)
Scr,Na =20 d Tk'—"`r s 3118f ICC-ES AC308 Eq.(D-16d)
1450
Ccr,Na =SyNa ICC-ES AC308 Eq.(D-16e)
2
Wed,Na =0.7+0.3(Ca—min\J
crNa 5 1.0 ICC-ES AC308 Eq.(D-16m)
C
! 0.5
tyg,Na =tyg,NaO+[( 9'
\S'-� •(1 -1Yg,NaO)]2 1.0 ICC-ES AC308 Eq.(D-16g)
`Scr,Na
�rr 15
tyg,Na0 =Yn'Fl-1) Tkc Tk,max,s/) ]2 1.0 ICC-ES AC308 Eq.(D-16h)
k` ICC-ES AC308 Eq.(D-16i)
of c
Tk,max,c
=
d
7T
1
tyec,Na = \1 e N _1.0 ICC-ES AC308 Eq.(D-16j)
Sa.Na
wail. =MAX(Ca_min Cc,Na)5 1.0 ICC-ES AC308 Eq.(D-16p)
ll`` Cac Cac
Na0 =tk,c'aN,seis•Kbond.7-d•he ICC-ES AC308 Eq.(D-16f)
Variables ff,,,
k„,,, Tk.c,uncr[Pi] Tk,c[psi] danchor[in.] hef[in.]
2.000 1880 1051 0.500 4.750
sa„g[in.] n kc ff[psi] ec1,N[in.]
8.000 6 17 3000 0.000
ec2,N[in.] Ca,min[in•) Cac[in.] Kbond UN,seis
0.000 72.000 12.614 1.00 0.800
Calculations
Sa,N8[in.] Ccr,Na fin.] ANa[in.2] ANao[in.2] yred,N Tk,max[psi]
11.385 5.693 545.65 129.63 1.000 1292
Vg,NaO yrg.Na Vec1,N Wec2,N ylp,Na Nap[lb]
1.385 1.062 1.000 1.000 1.000 6275
Results
Vcpg[lb] $concrete +seismic +nonductile +Vcpg[lb] Vua[lb]
56125 0.700 0.750 1.000 29466 4185
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
17
IMIII..TI
www.hiltl.us Profis Anchor 2.4.6
Company: Page: 7
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
4.3 Concrete edge failure in direction x+
Vcbg =(Av Wec.V Wed,V Wc.V Wh,V Wparallel,V Vb ACI 318-08 Eq.(D-22)
Vcbg 2 Vua ACI 318-08 Eq.(D-2)
Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b)
Avoo =4.5 cat ACI 318-08 Eq.(D-23)
1
tyec,v = (1 2e,/ 5 1.0 ACI 318-08 Eq.(D-26)
3Cat
Wed.v =0.7+0.3(1 5C )5 1.0 ACI 318-08 Eq.(D-28)
Wh.v = 1.5Cat 2 1.0 ACI 318-08 Eq.(D-29)
ha
2
Vb = (7 (d) �)A'cad ACI 318-08 Eq.(D-24)
a
Variables
cal[in.] cat[in.] ecv[in.] We.v ha[in.]
48.000 72.000 0.000 1.000 6.000
la[in.] X da[in.] fc[psi] Wparallel,v
4.000 1.000 0.500 3000 1.000
Calculations
Avc[in.2] Avco[in.2] Wec,v Wed,V Wh.V Vb[lb]
900.00 10368.00 1.000 1.000 3.464 136654
Results
Vcbg[lb] +concrete +seismic 4nonductile +Vcbg[Ib] Vua[lb]
41092 0.700 0.750 1.000 21574 4185
5 Combined tension and shear loads
13v Utilization�N,V[%] Status
0.918 0.269 5/3 98 OK
(3NV= + <=1
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
l8
1■■11`TI
www.hiltl.us Profis Anchor 2.4.6
Company: Page: 8
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to
elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when
subjected to the loading!
• Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
• The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that
requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5
requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at
a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design
strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"
that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2.
An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"
that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation
12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors(01nondudiie)different than those noted in ACI 318-08,Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code.
Selection of,onductile=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is
connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3.
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
I9
I■■11`.TI
www.hilti.us Profis Anchor 2.4.6
Company: Page: 9
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS, 1/2
Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:360.001 in.lb
Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.563 in.
Plate thickness(input):0.500 in. Hole depth in the base material:4.750 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:6.000 in.
Cleaning:Premium cleaning of the drilled hole is required
•y
L 12.000 12.000
•
•
• •
0
03 04 05
0
o •
0
co
0
0
0
01 06 02
•
2.000 10.000 10.000 2.000••
•Coordinates Anchor in.
Anchor x y c.x c,x c., c.,, A_nchor x
1 -10.000 -3.000 72.000 92.000 72.000 78.000 4 0.000 3.000 82.000 82.000 78.000 72.000
2 10.000 -3.000 92.000 72.000 72.000 78.000 5 10.000 3.000 92.000 72.000 78.000 72.000
3 -10.000 3.000 72.000 92.000 78.000 72.000 6 0.000 -3.000 82.000 82.000 72.000 78.000
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
I „
20
1■■11`T1
www.htttt.us Profis Anchor 2.4.6
Company: Page: 10
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos. No.:
Phone I Fax Date: 4/15/2014
E-Mail:
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hit6 is a registered Trademark of Hilti AG,Schaan
21
www.hilti.us _ Profis Anchor 2.4.6
Company: Page: 1
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
Specifier's comments:STEEL BASE ANCHORAGE-LOAD CASE 1
1 Input data
Anchor type and diameter: HIT-HY 200+HAS 1/2
Effective embedment depth: hefact=4.750 in.(het.imit=-in.)
Material: 5.8
Evaluation Service Report: ESR-3187
Issued I Valid: 1/1/2014 1 3/1/2014
Proof: design method ACI 318/AC308
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: I,x lY x t=24.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) yes(D.3.3.6)
Geometry[in.]&Loading[lb,in.lb]
z
AI
A t
N,
72
6 0
72� - .
•� Y
o-
r `
4000 0,.0.5.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
•
22
I■■II`TI
www.hilti.us _ Profis Anchor 2.4.6
Company: Page: 2
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/ 014
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
ii
Anchor Tension force Shear force Shear force x Shear force y o3 Comp' -.sion o5
1 2694 698 0 698
2 2694 698 0 698 'x
3 71 698 0 698
4 71 698 0 698 01 0 02
5 71 698 0 698
6 2694 698 0 698
max.concrete compressive strain: 0.09[%o]
max.concrete compressive stress: 387[psi]
resulting tension force in(x/y)=(0.000/-2.845): 8296[Ib]
resulting compression force in(x/y)=(0.000/3.721):3881 [lb]
3 Tension load
Load N„a[lb] Capacity 01.[Ib] Utilization pN=Neale Status
Steel Strength* 2694 6688 41 OK
Bond Strength** 8296 9122 91 OK
Concrete Breakout Strength** 8296 11470 73 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Naa =ESR value refer to ICC-ES ESR-3187
$Nsteei 2 Nca ACI 318-08 Eq.(D-1)
Variables
n Ase,N[in.2] furs[psi]
1 0.14 72500
Calculations
Nsa[Ib]
10290
Results
Nsa[Ib] +steel +nonducti!e +Nsa[Ib] Nua[Ib]
10290 0.650 1.000 6688 2694
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
23
1i1`TI
www.hilti.us Profis Anchor 2.4.6
Company: Page: 3
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
3.2 Bond Strength
Nag = (A-)Wed,Na Wg,Na Wec.Na Wp,Na Nag ICC-ES AC308 Eq.(D-16b)
4 Nag 2 Nua ACI 318-08 Eq.(D-1)
ANa =see ICC-ES AC308, Part D.5.3.7
ANaO =Scr,Na ICC-ES AC308 Eq.(D-16c)
Scr,Na =20d tk,uncr 5 3 haf ICC-ES AC308 Eq.(D-16d)
1450
= 2 Scr,Na
—
Ccr,Na ICC-ES AC308 Eq.(D-16e)
Wad Na =0.7+0.3(ccacr7)5 1.0 ICC-ES AC308 Eq.(D-16m)
r,Na J
Sav
Wg,Na =Wg,Na0+[(—t`-)0 5'(1 -Wg.Nao)]Z 1.0 ICC-ES AC308 Eq.(D-16g)
Scr,Na
C 15
Wg,NaO =`in-[(J-1)• ( Tk,c ) ] a 1.0 ICC-ES AC308 Eq.(D-16h)
tk.max.c J
c �
tk,max.c=II kd hY of-fc ICC-ES AC308 Eq.(D-16i)
1
Wec,Na = (1 + 2eN )s 1.0 ICC-ES AC308 Eq.(D-16j)
Scr,Na
Wp Na =MAX(Ca_min C Jr± )5 1.0 ICC-ES AC308 Eq.(D-16p)
Cac Cac J
Nag =Tk,c•aN.seis•Kbond•R-d •hef ICC-ES AC308 Eq.(D-16f)
Variables f 1 f t
tk,c,uncr[Psi] danchor[in.] het[in.] comic[in.] Saag[in.] n Tk,c[Psi]
1880 0.500 4.750 72.000 8.000 6 1051
kc fc[psi] ec1,N[in.] ecz,N[in.] Cac[in.] Kbond aN.seis
17 3000 0.000 2.845 12.614 1.00 0.800
Calculations
Scr,Na[in.] ccr,Na[in.] ANa[in.2] ANao[in.2] Wed,Na tk,max[Psi]
11.385 5.693 545.65 129.63 1.000 1292
Wg,NaO Wg,Na Wec1,Na Wec2,Ne Wg,Na Nap[Ib]
1.385 1.062 1.000 0.667 1.000 6275
Results
Nag[Ib] $bond +seismic +nonductile $Nag[Ib] Nua[Ib]
18711 0.650 0.750 1.000 9122 8296
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Rib is a registered Trademark of Hilti AG,Schaan
24
1■■111■T1
www.hiltl.us Profis Anchor 2.4.6
Company: Page: 4
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
3.3 Concrete Breakout Strength
Ncbg = ( )Wec.N Wed,N Wc,N Wcp.N Nb ACI 318-08 Eq.(D-5)
4 Ncbg 2 Nua ACI 318-08 Eq.(D-1)
ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 hef ACI 318-08 Eq.(D-6)
1
Wec,N = 1 5 1.0 ACI 318-08 Eq.(D-9)
3 he,
tyed,N =0.7+0.3 (Ca.min)5 1.0 ACI 318-08 Eq.(D-11)
1.5hetJ
Wcp,N =MAX(Cain, 1.5hat`5 1.0 ACI 318-08 Eq.(D-13)
Cac Cec
Nb =kc ,Vfrc ha• ACI 318-08 Eq.(D-7)
Variables
het[in.] ect,N[in.] ecz.N[in.] Ca.min[in.] Wc,N
4.750 0.000 2.845 72.000 1.000
cac[in.] kc � fc[Psi]
12.614 17 1 3000
Calculations
AN,[in.2] ANco[in.2] Wect,N Wec2,N Wed.N Wcp,N Nb[Ib]
693.56 203.06 1.000 0.715 1.000 1.000 9639
Results
Ncbg[Ib] concrete +seismic 4nonduutile •Ncbg[Ib] Nua[Ib]
23528 0.650 0.750 1.000 11470 8296
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
. . .
25
I■■III�TI
www.hlltl.us Profis Anchor 2.4.6
Company: Page: 5
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
4 Shear load
Load Vua[Ib] Capacity+Vn[Ib] Utilization pv=Vaa/+Vn Status
Steel Strength* 698 2593 27 OK
Steel failure(with lever arm)' N/A N/A N/A N/A
Pryout Strength(Bond Strength controls)" 4185 29466 15 OK
Concrete edge failure in direction y+" 4185 23587 18 OK
anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa =ay.seis(n 0.6 A5e_v futa) refer to ICC-ES ESR-3187
Vsteei 2 Vua ACI 318-08 Eq.(D-2)
Variables
Ase,v[in.2] futa[psi] aysais (n 0.6 Asa.v futa)[lb]
1 0.14 72500 0.700 6173
Calculations
Vsa[Ib]
4321
Results
Vsa[Ib] +steel +nonductite +Vsa[lb] Vua[lb]
4 321 0.600 1.000 2593 698
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Milli AG.Schaan
. .C. ■
26
IMO I I
www.hilti.us _ Profis Anchor 2.4.6
Company: Page: 6
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
4.2 Pryout Strength(Bond Strength controls)
Vcpg =kcp[(A/ tiled,Na Wg,Na 4/ec.Na typNa Nao] ACI 318-08 Eq.(D-31)
4 Vcpg 2 Vua` ACI 318-08 Eq.(D-1)
AN, see ICC-ES AC308,Part D.5.3.7
ANao =Scr,Na ICC-ES AC308 Eq.(D-16c)
Scr.Na =20 d Tk,una 5 3 hef ICC-ES AC308 Eq.(D-16d)
1450
C =Sc_"a ICC-ES AC308 Eq.(D-16e)
crNa, `
2
tyedNa =0.7+0.3(CB-min)5 1.0 ICC-ES AC308 Eq.(D-16m)
Cu,Na
lOS
Wg•Na =Wg•Nao+[(ss / •(1 W9,Nao)]2 1.0 ICC-ES AC308 Eq.(D-16g)
r r `1.
tyg,Nao =''n-[(vf1-1)• ( Tk,c ) 12 1.0 ICC-ES AC308 Eq.(D-16h)
Tk,max,c
k°
Tk, h t' ICC-ES AC308 Eq.(D-16i)
mexc=•d, n d of c
1
tyec,Na = (1 + 2, )5 1.0 ICC-ES AC308 Eq.(D-16j)
Sm.Na
Wp.Na =MAX(Ca-min - )5 1.0 ICC-ES AC308 Eq.(D-16p)
Cac Cac J
Nag =Tk.c•UN,seis•Kbond•IT•d•het ICC-ES AC308 Eq.(D-16f)
Variables ff,,,
k„,,, Tk,c,uncr[psi] Tk,c[psi] danchor[in.] lief[in.]
2.000 1880 1051 0.500 4.750
savg[in.] n kc ff[psi] ec1.N[in.]
8.000 6 17 3000 0.000
eczN[in.] C5.min[in.] Cac[in.] Kbond UN,seis
0.000 72.000 12.614 1.00 0.800
Calculations
Scr,Na[in.] Ccr,Na[in.] Arta[in.2] ANao[in.2] tyed,N Tk,max[psi]
11.385 5.693 545.65 129.63 1.000 1292
Wo.Nao tyg,Na Wecl.N Vec2,N lyp,Na Nag[Ib]
1.385 1.062 1.000 1.000 1.000 6275
Results
Vcp9[Ib] +concrete +seismic +nonductile 0 Vcpg[Ib] Vua[Ib]
56125 0.700 0.750 1.000 29466 4185
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
. f
27
NI`TI
www.hllti.us Profis Anchor 2.4.6
Company: Page: 7
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/15/2014
E-Mail:
4.3 Concrete edge failure in direction y+
Av
Veb9 =(Av o)yrec.v Iyed,V iyc,V Wh.V yrparallel,v Vb ACI 318-08 Eq.(D-22)
Vebg 2 Vua ACI 318-08 Eq.(D-2)
Ave see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b)
Avco =4.5 cal ACI 318-08 Eq.(D-23)
1
Wecv = \1 + 2e„)51.0 ACI 318-08 Eq.(D-26)
3ca,
yfed.v =0.7+0.3(1 5ca1)5 1.0 ACI 318-08 Eq.(D-28)
'l1h.v = 1.5ca1 2 1.0 ACI 318-08 Eq.(D-29)
ha
0.2
Vb = (7(d) )a' ca; ACI 318-08 Eq.(D-24)
a
Variables
cal[in.] cat[in.] eev[in.] wc.v ha[in.]
48.000 72.000 0.000 1.000 6.000
la[in.] da[in.] fe[psi] Wparallel,V
4.000 1.000 0.500 3000 1.000
Calculations
Ave[in.2] Avon[in.2] Wec.V Wady Wh,V Vb[Pb]
984.00 10368.00 1.000 1.000 3.464 136654
Results
Vcb9[Pb] laooncrete +seismic +nondud)e 4,Vcbg[lb] Vua[lb]
44928 0.700 0.750 1.000 23587 4185
5 Combined tension and shear loads
_pN [tv Utilization ANA/[%] Status
p p0.910 - 0.269 5/3 97 OK
RNV= 3i+�V<=1
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
• •
28
1■■11`TI
www.hiltl.us Profis Anchor 2.4.6
Company: Page: 8
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to
elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when
subjected to the loading!
• Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to
your local standard.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
• The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that
requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5
requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at
a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design
strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"
that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2.
An altemative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"
that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation
12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors(pr,o„duct;,e)different than those noted in ACI 318-08,Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code.
Selection of ynonductile 1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is
connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3.
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
•
29
I■1111` r1
www.hilti.us Profis Anchor 2.4.6
Company: Page: 9
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/15/2014
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS, 1/2
Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:360.001 in.lb
Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.563 in.
Plate thickness(input):0.500 in. Hole depth in the base material:4.750 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:6.000 in.
Cleaning:Premium cleaning of the drilled hole is required
♦y
12.000 12.000
o• •
0
0
03 04 05
0
0
0 •
o
co
0
0
0
v
01 06 02
•
•
2.000 10.000 10.000 2.000
Coordinates Anchor in.
Anchor x y c., c+. c-y c+y Anchor x y c, c+x c-y c+y
1 -10.000 -3.000 72.000 92.000 72.000 78.000 4 0.000 3.000 82.000 82.000 78.000 72.000
2 10.000 -3.000 92.000 72.000 72.000 78.000 5 10.000 3.000 92.000 72.000 78.000 72.000
3 -10.000 3.000 72.000 92.000 78.000 72.000 6 0.000 -3.000 82.000 82.000 72.000 78.000
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
. . •
30
1■■11`i • 1
www.hilti.us Profis Anchor 2.4.6
Company: Page: 10
Specifier: Project: FOWLER MS
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/15/2014
E-Mail:
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt)is a registered Trademark of Hilti AG,Schaan
• .
® AquaEdge Chiller Performance Outputs
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
rL
•
•
Tag Name: CH-1
Chiller Weights
Chiller Model 19XRV3535257BHH64 Total Rigging Weight ___.........._....._._...._._..._.14281 lb
Starter/VFD........._....VFD-Unit Mounted(STD Tier) Total Operating Weight ____......_.... :_15305 lb
Refrigerant Type R-134a Refrigerant Weight ......_ 926 lb
Isolation Valve Installed
Hot Gas Bypass _..__.._..._....__......._.._... Installed Condenser
Operation Type......_......._......__..._..._.____._ Cooling Size 35
Cooler Waterbox Type Nozzle-In-Head,150 psi
Size 35 Passes 1
Waterbox Type Nozzle-in-Head,150 psi Nozzle Arrangement Q
Passes 2 Tubing Spike Fin III(SPK3),.025 in,Copper
Nozzle Arrangement....... .... C Fluid Type Fresh Water
Tubing Super E3(SUPE3),.025 in,Copper Fouling Factor(hr-soft-F)/BTU .....0.00025
Fluid Type Fresh Water Tube Quantity 218
Fouling Factor(hr-sqft-F)/BTU ._..._ 0.00010 Motor
Tube Quantity 200 Size BHH
Compressor Line Voltage/Hertz 460-3-60
Size 257 Flow Controls
Map ID .. 43 Float Valve Size .. _.- 5
Flasc Orifice...-..._....._...._.................._._...._.........__....._...18 -
Output Type Full Load
Percent Load 100.00
Chiller Capacity 250 Tons
Chiller Input kW 159 kW
Chiller Input Power 0.636 kW/Ton
Chiller COP 5.53
NPLV 0.423 kW/Ton
NPLV,COP 8.320
Cooler
Entering Temp. 54.88 F
Leaving Temp. 44.00 F
Flow Rate 550.0 gpm
Pressure Drop 17.3 ft wg
Condenser
Heat Rejection 3518 MBH
Leaving Temp. 94.50 F
Entering Temp. 85.00 F
Flow Rate 744.0 gpm
Pressure Drop 3.5 ft wg
Motor
Motor Rated Load Amps 258
Chiller Rated Line Amps 218
Chiller Inrush Amps 218
Max Fuse/CB Amps 600
Min Circuit Ampacity 272
Compressor
Flow Fraction 0.92
AquaEdge Chiller Builder v4.76 Page 1 of 2
COOLER (OVERALL LENGTH) 15'-4 3/4" Carder
[4693mm]
TUBESHEET TO TUBESHEET
0'-4 7/8''—■ 14'-0'• - Rs- 0'-11 7/8" N,
[124mm] [4267mm] [302mm]
JOB NAME:
11'-2 1/2°
[3416mm] .nd:a� '{::m::L•:
10'-10 3/4" BUYER:
[3321mm] AIL LL)..::OOH: tldle-
10'-8 5/8" -
[3267mm] SALES ENG.:
(1) 1 1/4" NPT RELIEF B°-150# Ia1•; I,:::ruK
VALVE OUTLET (SEE FIELD VICTAULIC GROOVE/WELD
TYPICAL MODEL NO.:
INSTALLATION NOTES)
POWER (SEE NOTE i4)
PANEL 19<=1 57,,::7 /-.'F iP:,1
CONTROL
PANEL JOB NO.:
■IRA ■
I�'I II—_�._—f-IN P.O. NO.:im.41-
COOLER �„ II./ir:. Il II
I -- ——.-OUT PREPARED BY:
..N`'
'ii)'iii'''.10 ' ELECTRIGIL•
CHARACTERISTICS:
IN-------- ----- '� ------4 - I:.P - I -- --- $-----OUT '1^I '3;5::
COND. �r�I� —_EMI JOBSRE LOCATION:
10.,-150/
re 71
PA
VICTAULIC GROOVE/WELD
TYPICAL SALES OFFICE:
ISOLATION VALVE (SEE NOTE #4) LR,.I_, In-
(NOTSHOWN) /
REFRIGERANT NO.:
(2) 1 1/4" NPT RELIEF S 1,
VALVE OUTLET (SEE FIELD `
INSTALLATION NOTES) / '3'-I 3/4 NOTES:
[959mm] MOUNTED VARIABLE FREQUENCY
-8 7/8" _ 3'-4" DRIVE ACCESS SPACE
[2664mm] [1016mm] (445 AMP DRIVE)
(SEE NOTE p5) COMP'R: 19XR FRAME 2
COOLER: 19XR35-37
COND.. 19XR35-37
--as. -so—0'-11 7/8" 0'-11 7/8'• MACHINE ASSEMBLY
[302mm] (302mm] PLAN NEW
15-11 3/
COND. (OVERALL LENGTH) DATE: 1/31/2014
[4870mm] REVISION:
COMPRESSOR END PLAN VIEW DRIVE END TES DOCIMENT IS
A141 IS DEUNERLD UPC*THE
EXPRESS CONDITION DDT ME
COMM 111.1 NOT YE(*-
COMPRESSOR STARTER/VFD HEAT EXCHANGERS 19XR35-37 CLONED OR uSEO RRIIOUT
MACHINE OPTIONS CNRNDR CORP.MOM
19XR FRAME 2 (OPTIONAL) COOLER CONDENSER C0N6Dn.
SUBMISSION Of THESE CMOS.
MOTOR TERMINAL NOZZLE W/B COVER WT. W/B COVER WT. NOZZLE W/B COVER WT. W/8 COVER WT. HOT GAS ISOLATION OR DOCUMENTS DOES NOT
VOLTAGE BOX STARTER VFD PASS CODE PRESSURE COMP'R END DRIVE ENO PASS CODE PRESSURE COMP'R END DRIVE END BYPASS VALVE MMANC FOR ACCEPT Os
LOW -- -- 2 C PSIG 243 0 KG.] (130 LKG.] 1 O PSIG 260 LBS. 260 LBS. tvc " I:<rsr_
[ [118 KG.] [118 KG.] NOT SHAWN
HL/.._ :I- C CI_
NOTES: La L..i-.tt-nu
1. TOLERANCES ON NOZZLE LOCATIONS AND OVERALL DIMENSIONS ARE ± 1" [25mm].
2. CARRIER DOES NOT RECOMMEND PRE-FAB WATER PIPING. - �y -C�
3.■,/ DENOTES APPUCABLE CONDITIONS 1 9 X R 3—214
4. FOR VICTAULIC GROOVE DETAIL SEE DRAWING 1 9XR 1 4VG.
5. FOR INCOMING WIRE LUG SIZES. SEE FIELD WIRING DIAGRAM 19XRFW92. SHT 1 OF 41
co
N
0 Carder
COOLER (OVERALL LENGTH) 15'-4 3/4" JOB NAME: r.
(4693mm] 'R.-oGn -cfor1+
0•-11 7/8''-r' — 14'-0"
(302mm] [4267mm] �- 7/8"
[124mm] BUYER:
11'-2 1/2" , 'kit-7 Of 'I A"Ile.
[3416MM]
- - 10'-8 5/8', - SALES ENG.:
0'-3 1/4" [3267mm] _crr; ' 'ircc
(83m] LIFTING EYE BOLT (2)
VARIABLE FREQUENCY DRIVE (2) 1 t/4" NPT REUEF
MODEL NO.:
(445 AMP DRNE)(SEE NOTE #5) VALVE OUTLET ON ...1)1./353.!.'2.!:70 II 4L
CONDENSER. (SEE FIELD
T INSTALLATION NOTES) JOB NO.:
POWER (1) 1 1/4" NPT REUEF
• PANEL VALVE OUTLET ON
A CONTROL COOLER. (SEE FIELD P.O. NO.:
PANEL INSTALLATION NOTES)
PREPARED BY:
_ MOTOR- o 6._3 1/4„
8'-1 1/8" r_inotk [1911mm] ELECTRICAL
(2467mm] 8"-150/ �� I� CHARACTERISTICS:
MACHINE VICTAUUC GROOVE/WELD ,■ �o..�
OVERALL HEIGHT TYPICAL (SEE NOTE /4) -15f7./.3/1-07,
(WITH ORNE VFDP ■• JOBSITE LOCATION:
OUT+�___ --_ --'-----------------�
--f--I:[
[ -- COOLER ---
T-2 3/4" N-� f .I SALES OFFICE:
Artsf. . Ir:
[679Imm] v
' 1 I + I REFRIGERANT NO..
Q , - I24o
1'-4 1/8' 1" NPT 1` NOTES:
[410mm) REFRIGERANT 0'-3 3 8"
DRAIN CONN. (88mm]
[2134mm]
10'-10 3/4'• COMP'R: 19X12 FRAME 2
1 COOLER: 19X1235-37
[3321mm] CORD: 19X1235-37
MACHINE ASSEMBLY
DRIVE END COMPRESSOR END FRONT VIEW
FRONT VIEW DATE: 1/31/2014
REVISION: —
nos DDCIMMT 4 THE PRO-
PERTY OF CIRRIOI CORP.
MID 6 DELIVERED UPON TIE
COMM CONDITION 5I1T THE
COMPRESSOR STARTER/VFD HEAT EXCHANGERS 19XR30-32 moons pl y J1
19X12 FRAME 2 (OPTIONAL) MACHINE OPTIONS CORP.MITTEN
COOLER CONDENSER
SUMMON N OF TIESE DOGS
MOTOR TERMINAL STARTER VFD PASS NOZZLE PRESSURE W/B COVER WT. W/B COVER WT. HOT GAS ISOLATION ON DOCIAENIS ODE$NOT
VOLTAGE BOX CODE DRIVE END COMP'R ENO BYPASS VALVE CowsntlTrE PART rcenR-
FOR CONDENSER ARRANGEMENTS SEE REAR VIEW Mwa at ACCEPTANCE OF
LOW -- __ 2 C 150 287 LBS. 243 LBS. CONTRACT.
PSIG [130 KG.] [110 KG.] NOTSNDWN .FF:F »:. a ,9',F:. F.1
••,. A .-I OI .,- (,V
NOTES: ,,,I. 51-•YII
1. TOLERANCES ON NOZZLE LOCATIONS AND OVERALL DIMENSIONS ARE ± 1" [25mm). S.IFrr"rrr' re.: r-rr.
2. CARRIER DOES NOT RECOMMEND PRE-FAB WATER PIPING.
3.V DENOTES APPLICABLE CONDITIONS 1 9 X 123—21 4
4. FOR VICTAULIC GROOVE DETAIL SEE DRAWING 19XR14VG.
5. FOR INCOMING WIRE LUG SIZES. SEE FIELD WIRING DIAGRAM 19XRFW92. SHT :5_ OF 4 1 •
•
(1.W
W
t '
•
Carfier)
Fowler MS
Prepared For: MacDonald Miller
Prepared By: Larry Goodroe
Phone: 503-692-3210
FAX:
E-mail: Lgoodroe @airefco.com
S. 14-1414i2
Performance Inputs List
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
Tag Name _______ CH-1
Chiller Model 19XRV3535257BHH64
Cooler
Size 35
Passes - -- - - _ _ --- 2
Waterbox___—___..._ ______ Nozzle-in-Head, 150 psi
Tubing __.._...._..._ —____...._ Super E3(SUPE3), .025 in, Copper
Condenser
Size __._ 35
Passes __.___.__.__-__ _..._ __._ 1
Waterbox. __ ._._.. ___...____ __ Nozzle-in-Head, 150 psi
Tubing Spike Fin III (SPK3), .025 in,Copper
Compressor/Motor
Compressor Size 257
Motor Size ___._ _.__.-_._._ BHH
Line Voltage/Hertz ___ __.__..........__._________..._... ....._..__.__ 460/60
Flow Controls
Float Valve Size _..__. _____ 5
Flasc Orifice ___..__ 18
Starting Equipment
Starter/VFD...__..._..._ ___-_-_-__ VFD-Unit Mounted (STD Tier)
Options
Isolation Valve —._-_-_-__._.............__._..._.._.___ Installed
Cooler Conditions
Capacity 250 Tons
Leaving Temperature _...._ ____..._...._.__..._....._...__._.__.._ 44.00 F
FlowRate _____..._...__.__.__...____.__..._...__. _.__...__.__..._____..._ 550.0 gpm
Maximum Pressure Drop _-_............... ---....._..._..._........_.....____._ 35.0 ft wg
Fouling Factor _._.__..._ _________.._ Standard
FluidType-_ __-_ Fresh Water
Condenser Conditions
Entering Temperature 85.00 F
FlowRate_._--------------__.._..___—___ ---------------------..._.__----------------------.744.0 gpm
Maximum Pressure Drop. ___._-.__..._ _ 35.0 ft wg
Fouling Factor ________._ _.._ Standard
FluidType Fresh Water
AquaEdge Chiller Builder v4.76 Page 1 of 1
AquaEdge Chiller Performance Outputs
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
1.1 rms
Tag Name: CH-1
Chiller Weights
Chiller Model 19XRV3535257BHH64 Total Rigging Weight 14281 lb
Starter/VFD VFD-Unit Mounted(STD Tier) Total Operating Weight 15305 lb
Refrigerant Type.__ R-134a Refrigerant Weight _ 926 lb
Isolation Valve..... ___. Installed
Hot Gas Bypass Installed Condenser
Operation Type _...._..._.........._...__.___________..__Cooling Size 35
Cooler Waterbox Type Nozzle-In-Head,150 psi
Size 35 Passes 1
Waterbox Type_.._.._..__._._..Nozzle-in-Head,150 psi Nozzle Arrangement Q
Passes 2 Tubing Spike Fin III(8PK3),.025 In,Copper
Nozzle Arrangement....... . C Fluid Type Fresh Water
Tubing Super E3(SUPE3),.025 in,Copper Fouling Factor(hr-sqft-F)/BTU 0.00025
Fluid Type Fresh Water Tube Quantity 218
Fouling Factor(hr-sgft-F)/BTU 0.00010 Motor
Tube Quantity 200 Size BHH
Compressor Line Voltage/Hertz 460-3-60
Size 257 Flow Controls
Map ID. _.._ 43 Float Valve Size _......__..._..._...___.._..._... _. ....._...__..._ 5
Flasc Orifice.............._...____..._..._.._....._..._.................... 18
Output Type Full Load
Percent Load 100.00
Chiller Capacity 250 Tons
Chiller Input kW 159 kW
Chiller Input Power 0.636 kW/Ton
Chiller COP 5.53
NPLV 0.423 kW/Ton
NPLV,COP 8.320
Cooler
Entering Temp. 54.88 F
Leaving Temp. 44.00 F
Flow Rate 550.0 gpm
Pressure Drop 17.3 ft wg
Condenser
Heat Rejection 3518 MBH
Leaving Temp. 94.50 F
Entering Temp. 85.00 F
Flow Rate 744.0 gpm
Pressure Drop 3.5 ft wg
Motor
Motor Rated Load Amps 258
Chiller Rated Line Amps 218
Chiller Inrush Amps 218
Max Fuse/CB Amps 600
Min Circuit Ampacity 272
Compressor
Flow Fraction 0.92
AquaEdge Chiller Builder v4.76 Page 1 of 2
AquaEdge Chiller Performance Outputs
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
Head Fraction 0.85
Discharge Temp 112.60 F
Control Parameters
Surge/HGBP GVmin 5%
Surge/HGBP Delta Tsmin 39.78 F
Surge Line Shape Factor -0.06
Surge/HGBP GVmax 100%
Surge/HGBP Delta Tsmax 63.86 F
Cooler Min DP 2.8 psi
Condenser Min DP 1.2 psi
Heat Exchangers
Condensing Temp 97.69 F
Cooler Wall Temp 43.81 F
Suction Temp 43.70 F
Cooler Freeze Temp 32.40 F
Cooler Tube Vel 5.20 ft/s
Cond Tube Vel 3.49 ft/s
Cooler
Fouling Temp Adj 0.13 F
Condenser
Fouling Temp Adj 0.80 F
ASHRAE 90.1 Efficiency Requirements
ASHRAE 90.1 Max. Input Power N/A
ASHRAE 90.1 Max.IPLV/NPLV N/A
Messages:
rv� l;E Ri FIED
(1) Certified in accordance with the AHRI Water-Cooled Water Chilling Packages Using Vapor Compression Cycle Certification Program,which is
based on AHRI Standard 550/590(I-P).Certified units may be found in the AHRI Directory at www.ahridirectory.org.
(2) Unable to meet all input requirements.This selection is the best available.
AquaEdge Chiller Builder v4.76 Page 2 of 2
cs==. Aqua Edge Chiller Cooler Pressure Drop
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 0737 PM
Tag Name CH-1
Chiller Model 19XRV3535257BHH64
Cooler Size 35
Cooler Waterbox Type Nozzle-in-Head, 150 psi
Cooler Passes 2
Cooler Tubing Type Super E3(SUM),.025 in,Copper
Cooler Flow Rate 550.0 gpm
Cooler Pressure Drop 17.3 ft wg
Cooler Fluid Type Fresh Water
Cooler Minimum Flow Rate. 317.3 gpm
Cooler Maximum Flow Rate 1269.0 gpm
Note: This does not imply that the chiller can be properly applied over the entire range of cooler water flow rates
represented. The chart is to represent pressure drops only.
Cooler Pressure Drop
70 211P
•
60
•
•
50 - - -
•
2 •
a
2 40 •
(.0 -
C/) •
01/1'
30
20
e-
•
•
10 ,•
Ct 1.1 lll ! ! lllIlII r Ill I II liii liii liii II
400 500 600 700 800 900 1000 1100 1200
Flow Rate, gpm
AquaEdge Chiller Builder v4.76 Page 1 of 1
*
611111=P Aqua Edge Chiller Condenser Pressure Drop
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
Tag Name CH-1
Chiller Model 19XRV3535257BHH64
Condenser Size 35
Condenser Waterbox Type Nozzle-in-Head, 150 psi
Condenser Passes 1
Condenser Tubing Type Spike Fin III(SPK3),.025 in,Copper
Condenser Flow Rate ............ ..... ...... 744.0 gpm
Condenser Pressure Drop 3.5 ft wg
Condenser Fluid Type Fresh Water
Condenser Minimum Flow Rate 640.0 gpm
Condenser Maximum Flow Rate 2560.0 gpm
Note: This does not imply that the chiller can be properly applied over the entire range of condenser water flow
rates represented. The chart is to represent pressure drops only.
Condenser Pressure Drop
30
25
cr.) •
•
ci 20
2 •
fn
•
cf)
15 •
0_ i •
•
10 •
•
•
5
•
till ill ! ' Lir 1111 IIII I ' ll 1111 I
750 1000 1250 1500 1750 2000 2250 2500
Flow Rate, gpm
AquaFdge Chiller Builder v4.76 Page 1 of 1
AquaEdge Chiller Estimated Acoustic Data
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
Tag Name CH-1
Chiller Model 19XRV3535257BHH64
Sound Treatment No Treatment
Airborne Sound Pressure, dB
Octave Band Center Frequency, Hz
Percent Load DBA 31.5 63 125 250 500 _ 1k 2k 4k 8k
100.0 85 73 68 69 72 74 75 78 79 81
Notes:
Estimated Sound Pressure Levels-dB re: 20 micropascal.
Sound pressure levels used to develop this program were measured per AHRI Standard 575.
The sound pressure levels were measured in an acoustical free-field, i.e. a non-reflective environment. Field sound measurements
can vary significantly as a function of the reflectivity and proximity of nearby surfaces and the presence of other sound sources.
The sound pressure level depicted above is based on constant speed. For a VFD driven chiller, it is estimated that, on
average,there will be a 2-3 dbA reduction in the overall sound pressure level based on a typical reduction in compressor
head at part-load operating conditions.
AquaEdge Chiller Builder v4.76 Page 1 of 1
® AquaEdge Chiller Configuration
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
25e.Le
Tag Name: CH-1
Chiller
Chiller Model 19XRV3535257BHH64- Weights and Approximate Dimensions
Starter/VFD VFD-Unit Mounted(STD Tier) Total Rigging Weight 14281 lb
Refrigerant Type R-134a Total Operating Weight 15305 lb
Cooler Refrigerant Weight 926 lb
Size 35 Length x Width x Height 192.50 x 67.51 x 101.00 in
Waterbox Type Nozzle-in-Head,150 psi Condenser
Passes 2 Size 35
Nozzle Arrangement C Waterbox Type Nozzle-In-Head,150 psi
Tubing Super E3(SUPE3),.025 In,Copper Passes 1
Fluid Type Fresh Water Nozzle Arrangement Q
Tube Quantity 200 Tubing Spike Fin III(SPK3),.025 in,Copper
Compressor Fluid Type Fresh Water
Size 257 Tube Quantity 218
Motor
Size BHH
Line Voltage/Hertz 460-3-60
Oil Pump Voltage/Hertz 460-3-60
Flow Controls
Float Valve Size 5
Flasc Orifice 18
Specified Chiller Options:
Isolation Valve Package
Insulation Type: Factory Insulation (3/4 inch)
Refrigerant Shipment: Shipped in Machine
Automatic Hot Gas Bypass
BACnet communication
Extended Warranty • Optional
Unit Mounted VFD:
Factory Mounting
CCS Chiller Start Up:
Included
Warranty:
One (1)year from start up or eighteen (18) months from shipment, whichever occurs first.
Five(5)year refrigerant warranty included.
" Please refer to the Refrigerant Warranty Certificate for more details regarding the Refrigerant Warranty'".
Note: This list of specified chiller options does not include any of the separate-ship accessories (gasket kits, refrigerant cylinders,
standalone pumpout units, or storage tank/pumpout units), nor any items specified on a Quote Control. These items are specified as
part of a bid, and not in the chiller tag. The Pricing Report includes all of these items as specified in a bid.
AquaEdge Chiller Builder v4.76 Page 1 of 1
Electrical System Assumptions Report
Project Name:Tualatin Schools 01/31/2014
Sales Office:Airefco,Inc 07:37 PM
Tag Name CH-1
Chiller Model 19XRV3535257BHH64
Electrical System Assumptions
The Carrier equipment offered was selected based on the following information provided with respect to the power supply
at the job site.
Ref. # Assumption
1.1 The site is not expected to have voltage variations in excess of+/- 10% of nominal.
1.2 There are no power factor correction capacitors on the same circuit.
1.3 There are no large DC rectifiers or Arc furnaces on the same circuit.
1.4 The chiller is not required to operate through an open transition power transfer.
2.1 The power supply does have a low resistance ground.
2.2 The power transformer serving the chiller is a delta/wye style connection.
2.3 The VFD will be located in an indoor climate controlled area where relative humidity will not exceed 95%
(non-condensing).
3.1 The application is not a data center
3.2 The specification does not require a harmonic filter.
3.3 The specification does not reference IEEE-519.
3.4 The specification does not require the installation to meet IEEE-519.
3.5 The specification does not require <5%THD.
3.6 VFD full load power factor is not required to be greater than 95%.
3.7 The specification does not require an "active front end"or require that the rectifiers be Insulated Gate
Bipolar Transistors (IGBTs).
3.8 No additional isolation between the VFD and sensitive equipment is required.
3.9 The application does not have a history of power transients (quick temporary fluctuations in supply
voltage).
4.1 The transformer kVA is less than 10 times the VFD kVA.
4.2 The site is not located at or near the end of the utlity power line.
4.3 The spec does not require a line reactor.
AquaEdge Chiller Builder v4.76 Page 1 of 1
COOLER (OVERALL LENGTH) I11�' lar'do�
15'-4 3/4" ~ AUnhMTechnoloplpCompvry
TUBESHEET TO TUBESHEET [4693mm]
7.0. BOX 4808, SYRACUSE. N.Y. 13221
0'-4 7/8" ► 14'-0" r .� 0,-11 7/8" �s . - ..�
[124mm] [4267mm] [302mm] JOB NAME: ,
l�lA 1 19 ^Gr
V 1 1'-2 1/2" �- �L''4 Tualatin Schools
. [3416mm]
- 10'-10 3/4" In • �f' J�f t rL7,�H() BUYER:
[332 1 m m] !.„t�f. i ;,ok'it MacDonald Miller
1,,,1 10'-8 5/8” ri.-
[3267mm] SALES ENG.:
(1) 1 1/4" NPT RELIEF 8"-150# Larry Goodroe
VALVE OUTLET (SEE FIELD VICTAULIC GROOVE/WELD
TYPICAL MODEL NO.:
INSTALLATION NOTES) --POWER (SEE NOTE #4) 1 9XRV3535257B HH64
PANEL
CONTROL
PANEL JOB NO.:
X:-1 •iv 1 n--
I I,--- - ----- �JI �= I- - - _ + IN P.O. N0.-
COOLER Iar.. _. _
`irrPREPARED BY:
�1g wr - T. �I.u`� — OUT
' �•'•`z•• ELECTRICAL
CHARACTERISTICS:
INS - Q - -- - --- rvl.. — --- w ,1 - --- - - -- Q - —� OUT 460/3/60
COND. *u 0 .I
JOBSITE LOCATION:
. _ . I :'�,. 10"-150#
•
f '� VICTAULIC GROOVE/WELD
1 TYPICAL SALES OFFICE:
ISOLATION VALVE / (SEE NOTE #4)
Airefco, Inc
(NOT SHOWN)
(2) 1 1/4" NPT RELIEF , // REFRIGERANT NO.:
VALVE OUTLET (SEE FIELD
R-134a
INSTALLATION NOTES) -- 3'-1 3/4"'' NOTES:
[959mm] MOUNTED VARIABLE FREQUENCY
8'-8 7/8" 3'-4"- DRIVE ACCESS SPACE
[2664mm] [1016mm] (445 AMP DRIVE)
(SEE NOTE #5) ---- --.
COMP'R: 19XR FRAME 2
COOLER: 19XR35-37
COND: 19XR35-37
0'-11 7/8" MACHINE ASSEMBLY
0' 11 7/8" PLAN VIEW
[302mm] [302mm]
15'-1 1 3/4- DATE: 1/31/2014
+OP COND. (OVERALL LENGTH) [4870mm] REVISION:
I C THIS DOCUMENT IS THE PRO-
DRIVE END PLAN VILVY DRIVE END CARRIER CORP.
AND IS DELIVERED UPON THE
EXPRESS CONDITION THAT THE
CONTENTS WILL NOT BE DIS-
COMPRESSOR STARTER/VFD HEAT EXCHANGERS 19XR35-37 CLOSED OR USED WITHOUT
19XR FRAME 2 (OPTIONAL) COOLER CONDENSER MACHINE OPTIONS CONSIENT.CORP. WRITTEN
I SUBMISSION OF THESE DWG'S.
• MOTOR TERMINAL NOZZLE W/B COVER WT. W/B COVER WT. NOZZLE W/B COVER WT. W/B COVER WT. HOT GAS ISOLATION OR DOCUMENTS DOES NOT
STARTER VFD PASS PRESSURE PASS PRESSURE CONSTITUTE PART PERFOR-
" VOLTAGE BOX CODE COMP'R END DRIVE END CODE COMP'R END DRIVE END BYPASS VALVE MANCE OR ACCEPTANCE OF
LOW 2 C 1 Q 150 243 LBS. 287 LBS. 150 260 LBS. 260 LBS. CONTRACT.
PSIG [110 KG.] [130 KG.] PSIG [118 KG.] [118 KG.] NOT SHOWN V CARRIER DWG # 19XR35P2
REV. J SHT 01 OF 01
NOTES: DATE: 3-31-2011
1. TOLERANCES ON NOZZLE LOCATIONS AND OVERALL DIMENSIONS ARE ± 1" [25mm]. SUPERSEDES DWG. DATED:
11/06/2009
2. CARRIER DOES NOT RECOMMEND PRE-FAB WATER PIPING.
3. V DENOTES APPLICABLE CONDITIONS 1 9 X R 3 2 1 4
4. FOR VICTAULIC GROOVE DETAIL SEE DRAWING 19XR14VG.
5. FOR INCOMING WIRE LUG SIZES, SEE FIELD WIRING DIAGRAM 19XRFW92. SHT 1 OF 41
6 AndTOsp
A linked TsGlnolopir Company
".C. 000 4808, SYRACUSE, N.Y. 13221
14'-0" — JOB NAME:
[4267mm] Tualatin Schools
BUYER:
MINIMUM SERVICE AREA
MacDonald Miller
SALES ENG.:
. z
t 1I._..I7A Lorry Goodroe
2._6„ MODEL NO.:
[767mm] 1 9XRV3535257B HH64
Ii7 ,111...m.=ii. JOB NO.:A
I
�...4 I OWI_ P.O. NO.:
_ •COOLER • II'I:ITN
PREPARED BY:II
I
h��I�h.Ll- -
°� �I
1 ELECTRICAL
I CHARACTERISTICS:
IP - - -
460/3/60
COND. ,
+� JOBSITE LOCATION:
MEI -.I
.
SALES OFFICE:
Airefco, Inc
3'-6' - —
[1067mm] REFRIGERANT NO.:
R-134a
NOTES:
MINIMUM SERVICE AREA
COMP'R: 19XR i RAML 2
PLAN VI 7 W COOLER: 19XR35-37
COND: 19XR35-37
MACHINE ASSEMBLY
COMPRESSOR: 19XR FRAME 2 PLAN VIEW
MINIMUM SERVICE CLEARANCE DATE: 1/31/2014,_
WITH 400 AMP & 445 AMP REVISION:
VARIABLE FREQUENCY DRIVE
THIS DOCUMENT IS THE PRO-
PERTY OF CARRIER CORP.
AND IS DELIVERED UPON THE
EXPRESS CONDITION THAT THE
CONTENTS WILL NOT BE DIS-
CLOSED OR USED WITHOUT
CARRIER CORP. WRITTEN
CONSENT.
SUBMISSION OF THESE DWG'S.
OR DOCUMENTS DOES NOT
CONSTITUTE PART PERFOR-
MANCE OR ACCEPTANCE OF
CONTRACT.
CARRIER DWG # 19XR35P2
REV. J SHT 01 of 01
NOTES: DATE: 3-31-2011
1. TOLERANCES ON NOZZLE LOCATIONS AND OVERALL DIMENSIONS ARE ± 1'' [25mm]. SUPERSEDES DWG. DATED:
11/06/2009
2. CARRIER DOES NOT RECOMMEND PRE-FAB WATER PIPING.
19XR3 214
SHT 2 OF 41
R _
•
d� o
A u°
e� o
United d rchTechnologies on° ol..Company
BOX 4808. SYRACUSE, NY. 13221
JOB NAME:
Tualatin Schools
BUYER:
• MacDonald Miller
•
SALES ENG.:
Larry Goodroe
MODEL NO.:
2'-9 3/4" T 19XRV3535257BHH64
[857mm]
JOB NO.:
P.O. N0.
•
1I!_ -- - 1 -5[432mmCOOLER I 0 ` �� /1/ PREPARED BY:
�I �. -:
•I�� • ' I ✓�
: ■
ELECTRICAL
CHARACTERISTICS:
i MOTOR SERVICE CLEARANCE 460/3/60
COND. '
I JOBSITE LOCATION:
s -1 I ' a
SALES OFFICE:
Airefco, Inc
REFRIGERANT NO.:
R-134o
NOTES:
COMP'R: 19XR FRAME 2
COOLER: 19XR35-37
COND: 19XR35-37
MACHINE ASSEMBLY
PLAN VIEW
COMPRESSOR END PLAN VIEW DRIVE END DATE: 1/31/2014
REVISION:
COMPRESSOR: 19XR FRAME 2 THIS DOCUMENT IS THE PRO-
LOW VOLTAGE MOTOR SERVICE CLEARANCE PERTY OF CARRIER CORP.
AND IS DELIVERED UPON THE
EXPRESS CONDITION THAT THE
CONTENTS WILL NOT BE DIS-
CLOSED OR USED WITHOUT
CARRIER CORP. WRITTEN
CONSENT.
SUBMISSION OF THESE DWC'S.
OR DOCUMENTS DOES NOT
CONSTITUTE PART PERFOR-
MANCE OR ACCEPTANCE OF
CONTRACT.
CARRIER DWG # 19XR35P2
REV. J SHT 01 OF 01
NOTES: DATE: 3-31-2011
1. TOLERANCES ON NOZZLE LOCATIONS AND OVERALL DIMENSIONS ARE ± 1" [25mm]. SUPERSEDES DWG. DATED:
11/06/2009
2. CARRIER DOES NOT RECOMMEND PRE—FAB WATER PIPING.
19XR3-21 4
SHT 3 OF 41
I
6 C41 aN T
A United lYaMaloplM Company
P.O.BOX 4808,SYRACUSE, N.Y. 13221
JOB NAME:
Tualatin Schools
. E BUYER:
• MacDonald Miller
• I
14'-4" SALES ENG.:
[4369mm]
Larry Goodroe
WATERBOX COVER & NOZZLES FROM WATERBOX MODEL NO.:
NOT SHOWN (TYPICAL) FLANGE (TYPICAL) 19XRV3535257BHH64
TUBE REMOVAL SPACE
Fii EITHER END JOB NO.:
U•—,
l' \ P.O. NO.:
"!r 2 -3 1/4 692mm^IIIN [ ]
COOLER ,�1r._
`III�1 w,r_ i., \ i PREPARED BY:
MINIMUM rip.:1' r \\�
SERVICE \ t ELECTRICAL
AREA ` CHARACTERISTICS:
REQUIRED — 2'-1 3/4"m 460/3/60
— COND. •�J•. [654m ]
JOBSITE LOCATION:
' I _ ■\ b.. i
2'-0" SALES OFFICE:
[610mm] TUBE REMOVAL SPACE
TYPICAL EITHER END Airefco, Inc
REFRIGERANT NO.:
R-134a
NOTES:
COMP'R: 19XR FRAME 2
COOLER: 19XR35-37
COND: 19XR35-37
MACHINE ASSEMBLY
PLAN VIEW
COMPRESSOR END PLAN VIEW DRIVE END DATE: 1/31/2014
REVISION:
COMPRESSOR: 19XR FRAME 2
THIS DOCUMENT IS THE PRO—
TUBE REMOVAL SPACE AND SERVICE PERTY OF CARRIER CORP.
AREA FOR NOZZLE IN HEAD WATERBOXES AND IS DELIVERED UPON THE
EXPRESS CONDITION THAT THE
CONTENTS WILL NOT BE DIS-
CLOSED DR USED WITHOUT
CARRIER CORP. WRITTEN
CONSENT.
SUBMISSION OF THESE DWG'S.
• OR DOCUMENTS DOES NOT
CONSTITUTE PART PERFOR—
MANCE OR ACCEPTANCE OF
CONTRACT.
CARRIER DWG # 19XR35P2
REV. J SHT 01 OF 01
NOTES: DATE: 3-31-201 1
1. TOLERANCES ON NOZZLE LOCATIONS AND OVERALL DIMENSIONS ARE ± 1" [25mm]. SUPERSEDES DWG. DATED:
11/06/2009
2. CARRIER DOES NOT RECOMMEND PRE-FAB WATER PIPING.
1 9 X R 3- 2 1 4
SHT 4 OF 41