Report •
STRUCTURAL CALCULATIONS
fo r
Heinz Mechanical, Inc.
2615 NW St. Helens Rd.
Portland, Oregon
Project:
20A0CS40 Roof Support
CITY OP TIGARD Twality Middle School
REVIEWED FOR CODE coMPUANc„ Tigard, Oregon
Approved [
ipTC: 1 l
Nwit #: !�l t�� ap( (3 Project No. 21429
ASS: `t7 March 21, 2014
#:231,1 Data:
444—
I hereby certify that these calculations were performed by me
or under my direct supervision and that 1 am a duly Registered Professional
Structural Engineer under the laws of the State of Oregon
David A. Bugni, P.E., S.E.
OFFICE COPY
DAVIDRUGNI �� c0 PROF
&ASSOCIATES `c
Consulting Structural Engineers Sid/
30265 S.E. Kowall Road r
Estacada,OR 97023 ° -
(503)630-3506
• 04111D A.Rd's
F,(PIRES 1231-
DAVIDRUGNI
& S SOCIATES
CLIENT: /72-4-7/01/
Consulting Structural Engineers PROJECT: 711/ 1 / 7/
30265 S.E.Kowall Road /
OR 97023 CALCULATED BY: 2).1 DATE. - 2 t / 4 rs-L
ect No.
(5033506 REV.DATE:
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Consulting Structural Engineers /� f�
30265 S.E Kowall Road & PROJECT: T �L �� �� s e--/
Estacada,OR 97023 CALCULATED BY I T '� Itioiac No.
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DAVID 'Mali
&ASSOCIATES CLIENT: / 1Z:/WZ SSeet
Consulting Structural Engineers PROJECT: Z44 I r y /VS
30265 S.E.Koval!Road JJ
pia,OR 97023 CALCULATED BY: S' DATE_ 3 2 el)t- ProJcet Noi
(503)630-3506 0/f25
REV.DATE:
STRUCTURAL NOTES
1. THE GOVERNING CODE IS THE 2009 INTERNATIONAL BUILDING CODE(IBC),AS AMENDED
BY THE STATE OF OREGON.
2. NEW CONSTRUCTION HAS BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS,UNLESS
NOTED OTHERWISE:
A. WIND: IBC 100 MPH(3 SECOND GUST)EXPOSURE"B",I= 1.15
B. SEISMIC: Sim= 0.699g
IE= 1.0
SITE CLASS= D
SEISMIC DESIGN CATEGORY=D
GENERAL
1. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND EXISTING(E)
MEMBERS,DIMENSIONS,AND ELEVATIONS.
2. CONSTRUCTION METHODS AND PROJECT SAFETY:
A.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE AND DO NOT INDICATE METHODS,PROCEDURES OR SEQUENCE OF
CONSTRUCTION.
B.THIS STRUCTURE AND ALL OF ITS PARTS MUST BE ADEQUATELY BRACED
AGAINST WIND AND LATERAL SEISMIC FORCES UNTIL THE PERMANENT LATERAL
FORCE RESISTING SYSTEMS HAVE BEEN CONSTRUCTED AND ALL ATTACHMENTS
AND CONNECTIONS NECESSARY FOR THE STABILITY OF THE STRUCTURE AND ITS
PARTS HAVE BEEN MADE.
C.THE ENGINEER WILL NOT ENFORCE SAFETY MEASURES OR REGULATIONS.
CONTRACTOR SHALL DESIGN,CONSTRUCT,AND MAINTAIN ALL SAFETY DEVICES.
3. THESE DRAWINGS AND THE SUPPORTING SPECIFICATIONS AND STRUCTURAL
CALCULATIONS DEVELOPED BY THE STRUCTURAL ENGINEER SHALL ONLY BE USED FOR
THIS PROJECT AND AT THE LOCATION SPECIFIED HEREIN.
4. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM,OR
ADD TO,THE STRUCTURAL DRAWINGS SHALL BE STAMPED BY A LICENSED STRUCTURAL
ENGINEER IN THE STATE OF OREGON AND SHALL BE SUBMITTED TO THE ENGINEER FOR
REVIEW PRIOR TO IMPLEMENTATION/FABRICATION.
5. DO NOT SCALE INFORMATION FROM THE DRAWINGS.
6. THE DESIGN OF ANY AND ALL WATERPROOFING AND ROOFING REQUIREMENTS
SHALL BE PROVIDED BY THE CONTRACTOR.CONTRACTOR SHALL PROVIDE A
FLASHING SYSTEM AS REQUIRED TO ELIMINATE THE TENDENCY FOR ANY WATER
TO ACCUMULATE BENEATH,OR AROUND,THE MECHANICAL UNIT AND TO MAINTAIN
THE EXISTING ROOF DRAINAGE SYSTEM.
ors' `r.➢i�v�
& SSO IATES
Consulting Structural Engineers CLIENT: �� Sheet
302bS S.E.Kowall Road
PROEM': / ht-Oz-1� /7 5
) 5�--�
(503)630-3506 OR 023 CALCULATED BY: �3g DATE: 3' �i/)t �No.2
REV.DATE- �f
7. THIS DESIGN ASSUMES THAT THIS MECHANICAL UNIT MAY BE SUPPORTED AT ONLY
THREE LOCATIONS ON EACH SIDE OF THE UNIT AT THE PROVIDE MOUNTING HOLES. IF
CONTINUOUS SUPPORT IS REQUIRED, INSTALL SUPPLEMENTAL CURB MATERIAL IN-
BETWEEN THE NEW CROSS-CURBS THAT CONNECT TO THE EXISTING CURBS.
8. IF AN INTERFACING SPRING SUPPORT SYSTEM IS REQUIRED FOR THE MECHANICAL UNIT,
SUCH A SYSTEM SHALL BE DESIGNED BY THE CONTRACTOR OR THEIR DESIGNEE.
9. EXISTING WOOD CURB SHALL BE REPLACED WITH A NEW PRESSURE TREATED CURB OF
SIMILAR DIMENSIONS IF THE EXISTING CURB IS FOUND TO BE DETERIORATED OR
DAMAGED.
10. MECHANICAL UNIT SHALL BE INSTALLED LEVEL.
FRAMING LUMBER
1. DOUGLAS FIR-LARCH AS NOTED BELOW;GRADED UNDER THE MOST RECENTLY
ADOPTED RULES OF THE WEST COAST LUMBER INSPECTION BUREAU(WCLIB).
SIZE CLASSIFICATION GRADE
A. CURBS NO.2
B. BLOCKING STANDARD OR BETTER OR STUD GRADE
2. ALL MEMBERS 3X OR LESS(LEAST DIMENSIONS)SHALL BE MAXIMUM 19%MOISTURE
CONTENT.
3. PRESSURE TREATED MEMBERS:
A. CURBS USED FOR EXTERIOR CONDITIONS(EXPOSED TO THE EXTERIOR
ENVIRONMENT IN ANY CIRCUMSTANCE)SHALL BE TREATED IN ACCORDANCE WITH
AWPA STANDARD C-2.
B. PRESSURE TREATED LUMBER SHALL INDICATE THE APPROPRIATE AWPA STANDARD
AND THE LOGO OF THE INSPECTION AGENCY.
C. COAT ALL CUT ENDS AND UNTREATED AREAS OF ALL PRESSURE TREATED WOOD
WITH A COMPATIBLE BRUSH-ON WOOD PRESERVATIVE.
4. LAG BOLT INSTALLATION 3/8"BOLT= 11/64"HOLE
PREDRILL HOLES FOR 1/2"BOLT= 15/64"HOLE
LAG THREADS
SOAP THREADS OF LAGS IMMEDIATELY PRIOR TO INSTALLING WITH WRENCH ONLY.
DAVIDBUGVI
&ASSOCIATES ,[ -2,L-? Shag
Consulting Structural Engineers PRO JE CLIENT: \ �J
30265 S.E.Kowall Road PROJECT: 7-4/00Z ) ) /' S
Estacada,OR 97023 CALCULATED BY: '" DATE: 3/12)1/2J1 ¢ Project NO.
(503)630-3506 2 /49-23
REV.DATE:
5. FRAMING CONNECTORS:
A. SIMPSON OR APPROVED.
B. FILL NAIL I IOLES WITH NAILS AS SPECIFIED BY THE HANGER MANUFACTURER,
UNLESS OTHERWISE NOTED. HANGERS SHALL DEVELOP STRENGTH OF MEMBERS.
C. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE HALF OF THE
NAILS OR BOLTS IN EACH MEMBER.
I). SIMPSON CONNECTORS SHALL BE COATED WITH A ZMAX (G I85)GALVANIZED
FINIS(I.
E. SIMPSON SDS SCREWS SHALL BE 110T DIP GALVANIZED(HDG)OR STAINLESS
STEEL
6. PROVIDE STANDARD CUT WASHERS UNDER HEADS AND NUTS OF BOLTS AND HEADS OF
LAG SCREWS BEARING ON WOOD. BOLT 1101.ES SHALL BE A MAXIMUM OF 1/16 INCH
LARGER THAN BOLT DIAMETER.
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30265 S.E.Kowall Road PROJECT: TYY.011 7% _ L�
(Eg 63 S o 7023 CALCULATED BY: 1)2; DATE- 04 f Pmicet xo.
DEN:DATE:
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Chapter 13
SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS
A-Pe 1•e a*'n
13.1 GENERAL 13.1.5 . ty of Nonstruc ;i . o . ., . . 'wire- .
13.1.1 Scope. This chapter establishes minimum design criteria menu. here the wetg u a nonstructural component is greater ?.
for nonstructural components that are permanently attached to than or equal to 25 percent of the effective seismic weight, W, I'
structures and for their supports and attachments.
defined in Section 12.7._,the component shall be classified as a
nonbuilding structure and shall he designed in accordance with
13.1.2 Seismic Design Category. For the purposes of this chap- Setaion 15.3. . .
ter.nonstructural components shall be assigned to the same seis- Nonbuilding structures(including storage racks and tanks)that
mic design category as the structure that they occupy or to which are supported by other structures shall he designed in accordance
they arc attached. with Chapter 15.Where Section 15.3 requires that seismic forces
j
be determined in accordance with Chapter 13 and values for Rr
13.1.3 Component Importance Factor. All components shall arc not provided in Table 13.5-1 or 13.6-1, R,, shall be taken as
be assigned a component importance factor as indicated in this equal to the value of R listed in Section 15.The value of or shall
section.The component importance factor. Ir.shall he taken as be determined in accordance with footnote a of Table 13.5-I or
1.5 if any of the following conditions apply: 13.6-1.
I. The component is required to function for life-safety pur-
/J poses after an earthquake,including fire protection sprinkler 13.1.6 Reference Documents. Where a reference document
systems. provides a basis for the earthquake-resistant design of a particular
type of system or component. that document is permitted to be
p.)D 2. The component contains hazardous materials. used.subject to the approval of the authority having jurisdiction
3. The component is in or attached to an Occupancy Category and the following conditions:
PiJ 0 IV structure and it is needed for continued operation of the
facility or its failure could impair the continued operation a. The design earthquake forces shall not be less than those de-
of the facility. termined in accordance with Section 13.3.I.
h. Each component's seismic interactions with all other con-
All other components shall be assigned a component importance netted components and with the supporting structure shall be
factor. Ip.equal to 1.0, accounted for in the design. The component shall accommo-
date drifts,deflections.and relative displacements determined
13.1.4 Exemptions. The following nonstructural components in accordance with the applicable seismic requirements of this
arc exempt from the requirements of this section: standard.
I. Architectural components in Seismic Design Category B
other than parapets supported by hearing walls or shear walls 13.1.7 Reference Documents Using Allowable Stress Design.
provided that the component importance factor.I,,.is equal Where a reference document provides a basis for the earthquake-
to 1.0. resistant design of a particular type of system or component.and
the same reference document defines acceptance criteria in terms
2. Mechanical and electrical components in Seismic Design of allowable stresses rather than strengths. that reference docu-
Category B. menu is permitted to he used.The allowable stress load comhina-
3. Mechanical and electrical components in Seismic Design lion shall consider dead, live.operating,and earthquake loads in
Category C provided that the component importance factor, addition to those in the reference document.The earthquake loads
Ir. is equal to 1.0. determined in accordance with Section 13.3.1 shall be multiplied
by a factor of 0.7. The allowable stress design load combine-
Mechanical and electrical components in Seismic Design Lions of Section 2.4 need not he used.The component or system
Categories D. E. and F where the component importance shall also accommodate the relative displacements specified in
factor.I,,.is equal to 1.0 and tither: y,+41 -4).vsotr�
Q,e3 Section 13.3._.,
.
a. Flexible connections between the components and asso-)
ciated ductwork.piping.and conduit are provided,art d
h. Components are mounted at 4 It(1.22 nit or less above 13.2 GENERAL DESIGN REQUIREMENTS
a Moor level and weigh 4O(1 lh(17R(I N)or less. 112 1 Applicable Requirements for Architectural,Mechani-o 5. r PP I
5. Mechanical and cle rical components in Seismic Design cal,and Electrical Components,Supports,and Attachments.
Categories D. E. • l F where the component inyxirtancc Architectural. mechanical. and electrical components. supports.
factor. I,..is equal to 1,1I and berg • ' lit II/volo,�I/f 13 and attachments .hall comply with the sections referenced in
a. Flexible connections between the congxments and;1..0. Table 13-2-I.These requirements shall he satisfied by one of the
ciated ductwork.piping.and conduit arc pro%ided)0.4,1 following methods:
b. the compt aims uct_Ii 2211 11,189 Ni of less or. iur di.- I. 1'riijeit-.peciIii design and dii unicntation prepared and
iributiun.%stems.weighing 5 Iblti 17 3 NMI)or less. submitted h■ a registered design professional.
Minimum Design Loads for Buildings and Other Structures 143
Efasteners&Dulk Drive•Systems I
aa _,--r-.-_ _ - ,S1MPS�N
I SDS & SD Wood Screws, .:- :',"i'•;1,-;,.-t.
(/� ' - ...♦ !.. •.�..a«r..r�_•�:... -_\ 'r.' v't kY 1 iiY][t
2 The Simpson Strong Tie'Strong-Drive'screw(SDS)is a'/'diameter
C q structural wood screw ideal for various connector installations as well as .�+
»=.se wood-to-wood applications.It installs with no predrilling and has been firm 11U
et C extensively tested in various applications.The new SOS is improved with T' r ra p�;i x
a patented easy driving 4CUT"tip and a corrosion resistant double-barrier l S3�! .
coating. 10 SD8x1.25
The SD8#8x1 W wafer head screw is ideal for miscellaneous fastening I Identification (Nor for
applications.The needle point ensures fast starts and deep r2 Phillips on all SDS It structural
drive reduces cam-out and stripping. r screw heads applications-
(SDS ,3' see note 6)
SDS FEATURES: shown)
• The patented 4CUT tip has a square core and serrated threads to t
reduce installation torque and make driving easier with no predrilling T— '
and minimal wood splitting. 41
• A double-barrier coating finish provides corrosion resistance
equivalent to hot-dip galvanization.Now one screw can handle €
interior,exterior and certain pressure-treated wood applications -'
(see Corrosion Information on page 14-15 for more information). $ �v L
•W hex washer head is stamped with the No-Equal sign and fastener .
'length for easy identification after installation. a .i; ��� The 4CUT
MATERIAL:Heat-treated carbon steel,Type-316 stainless steel 3 tip reduces
FINISH:SDS—Double-barrier coating.SOS screws may also be :s .. -1 installation
available yellow zinc dichromate or HDG ((lot all sizes are available in .-,> torque and
all coatings-Contact Simpson Strong-Tie for product availability and makes driving
ordering information);SD8x1.25—Electro Galvanized c ,-.,. easier.
CODES:See page 13 for Code Reference Key Chart. r .!
WARNING:Industry studies show that hardened fasteners can experience 50S'/,"x3"
performance problems in wet or corrosive environments.Accordingly,the
SD8x1.25 should be used in dry,interior,and noncorrosive environments only. U.S.Patent 6.109.850;
5.897.280;7,101,133
ID These products feature additional corrosion protection Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details.
SDS and SD Wood Screws
-' OF/SP Allowable Loads' SPFJHF Allowable Loads'Size Model Thread Fasteners Shear(100)' I Withdrawal' Shear(100) _; Withdrawal,
Length per Wood Side Plate'{ Sleet Side Plate (100) Wood Side Plate'l Steel Side Plate j (100) Ref.
(In.) No.
(in.) Carton,
1W 13� 16 a 14 ga 6 10 ga or Wood or Steel 115" 13'7 16 a 14 ga& 10 ga or Wood or Steel
I SCL g 12 ga Greater Side Plate SPF LVL; g 12 ga Greater� Side Plate _
3,x 1%1 SO8x1.25' — j — — — 50 50 50 — — — 45 45 45 — 170
• 'A 1x SDS25112 1 1500 - — 250 250 250 170 — — 180 180 180 120
I. 1/4 x 2 $0525200 1'/. 1300 — — 250 290 290 215 — — 180 210 210 150
ID `Y.x 2 Ya 5D525212 1% 1100 190 — 250 390 420 255 135 — 180 280 300 180
• 'SDS25300 2 950 28 — 250 420 420 345 200 — 180 300 300 240 15.
'A x 'r4 SDS25312 21/4 900 340 340 250 420 1 420 385 245 245 180 300 300 270 LI, I
a 'h x 414 5DS25412 23/4 800 340 250 420 420 475 250 245 180 300 300 330 F20
• 1/4 x 5 SDS25500 23/4 500 350 340 250 420 420 475 250 245 180 300 300 330 1
• ''%x6 SDS25600 1 3'/. I 600 350 340 250 420 420 560 250 245 180 300 300 395
V.x 8 SDS25800 31/4 400 350 340 250 420 420 560 250 245 180 300 300 - 395
Stainless-Steel SDS Wood Screws
DF/SP Allowable Loads' SPF/HF Allowable Loads' __
Thread'Fasteners Shear(100) 1Withdrawal' Shear(100) Withdrawal'
Size No. :Length per Wood Side Plate' Sleet Side Plate I (100) Wood Side Plate Steel Side Plate { (100) Code
(in.) No. - - — — _ Ref.
(in.) Carton' 13'.' g 14 ga 8 10 ga orWood or Sleet 1,h. 1W 16 a'14 ga&:10 ga orlWaed or Steel
_ 1�•J SCL 1b a 12 pa Greater, Slde Plates__ SCL g 12 ga Greater, Side plates
III '/.x 114 SDS25112SS 1 1500 — i — ' 250 250 250 , 170 — — 180 : 180_ 180 ' 120i
ID y x 2 1 SDS25200SS 1'A 1300 - — 250 290 290 i 215 — - — f 180 i 210 1 210 150 _ 15,
le 1/4 x 214 S0S25212SS 1'i 1100 190 1 — 250 390 420 255 _ 135 — 180 t 280 i 300 180 L1.
Is Y.x 3 SDS25300S5 2 950 280 — 250 420 420 345 200 — 180 300 300 _ 240 F20,
• Y.x 31/2! S0S25312SS 2% 900 340 I 340 250 . 420 420 i 385 245 I 245_180`300 ; 300 270
1-Screws may be provided with the 4CUT or Type 17 lip. 6.Fasteners per Carton represent the quantity of screws which are available in bulk
2.SOS screws install best with a low speed W doll with a yr'he,head driver. packaging Screws are also available in mini bulk and retail packs.Refer to Simpson '
3.All applications are based on full thread penetration into the main member. Strong-Tie"List Price book Contact Simpson Strong-Tie for more information.
f o'ether v.00d side ptute va ues.see Fos:ening Spsa iris cafaled IC.15i 7.LSL wood-to-wood applications that require 454'.5'.6'or 8'SOS screws are
4 Allowable loads are shown at the wood load duration factor of Co=1.00. limited to interior-dry use only.
Loads may be increased for load duration per the building code on to a Co=160 8.SD8,1.25 requires'.'minimum penetration.DO NOT USE SD8x1.25 wood screws
5.Withdrawal loads shown are in pounds ribs)and are based on the entire with structural connectors unless specd,ed and stated in this catalog.
threaded section installed into the main member If thread penetration into E Wive er'dnih.'g,s recuqcii for SOS preen:,d ame'er is
the main member is less than the Thread Length as shown in the table. 'C M■n.m.rr.s;ac q;eii t a•c cud e■stance ree:'r•^-e'r!s arc i stew.1
reduce allowable load by 172 lbs.x inches of thread not in main member. cc-ES S-':2:6
26 Use 121 lbs./inch for SPF.
94 r1 r r ,
• ,:
68 Wro�lEly4itTc[Yh P�i E c 1F..AItSYQT.1E�N.E.Rd S sr j } '•
x
4, • ' •
11.2 Reference Withdrawal Design Values
11.2.1 Lag Screws 11.2.1.2 When lag screws are loaded in withdrawal
from end grain. reference withdrawal design values. W,
1 1.2.1.1 The reference withdrawal design values. in shall he multiplied by the end grain factor. Ct =0.75.
Iblin. of penetration, for a single lag screw inserted in 1 1.2.1± When lag screws arc loaded in withdrawal,
side grain, with the lag screw axis perpendicular to the the tensile strength of the lag screw at the net (root)
wood fibers, shall be determined from Table 11./A or section shall not he exceeded(see 10.2.3).
Equation 11.2-1, within the range of specific gravities
and screw diameters given in Table 11.2A. Reference
withdrawal design values, W. shall be multiplied by all
applicable adjustment factors (see Table 10.3.1) to ob-
tain adjusted withdrawal design values,W'.
W=1800G"'D V" (11.2-I)
Table 11.2A Lag Screw Reference Withdrawal Design Values (WY
Tabulated withdrawal design values(NV)are in pounds per inch of thread penetration into side grain of main member.
Length of thread penetration in main member shall not include the length of the tapered tip(sec Appendix L).
Specific
Gravity, _Lag Screw Unthreaded Shank Diameter,D
G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" c• '
{ 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327
0.71 381 450 516 579 640 757 868 974 1077 1176 1273
0.68 357 422 484 543 600 709 813 913 1009 1103 1193
0.67 349 413 473 531 587 694 796 893 987 1078 1167
0.58 281 332 381 428 473 559 641 719 795 869 940
0;55 260 307 352 395 437 516 592 664 734 802 868
0.51 232 274 314 353 3 461 528 593 656 716 775
-- . 0:50' 225 266 305" 342 378 447 513 576 636 695 752
0.49 218 258 296 332 3 7 434 498 559 617 674 730
0.47 205 242 278 312 345 408 467 525 580 634 686
0.46 199 235 269 302 334 395 453 508 562 613 664
0,44 186 220 252 283 312 369 423 475 525 574 621
0.43 179 212 243 273 302 357 409 459 508 554 600
0.42 173 205 235 264 291 344 395 443 490 535 579
0.41 167 198 226 254 281 332 381 428 473 516 559
0.40 161 190 218 245 271 320 367 412 455 497 538
0.39 155 183 210 236 261 308 353 397 438 479 518
0.38 149 176 202 227 251 296 340 381 422 461 498
0.37 143 169 194 218 241 285 326 367 405 443 479
0.36 137 163 186 209 231 273 313 352 389 425 460 •
0.35 132 156 179 200 222 262 300 337 373 407 441
0.31 110 130 149 167 185 218 1 250 281 _ 311 339 367 t
1.Tabulated withdrawal design values for lag screw connections shall he muluplied hs all applicable adjustment Lams I.cc Table 110.1).
AMERICAN WOOD COUNCIL
MAIN POWER REFRIGERANT I CIRCUIT 1 I LIQUID LINE I 1.125 I SUCTION LINE 1 2.125 I
230/3/60 CONNECTION SIZE
CIRCUIT 1
ELECTRICAL DATA MINIMUM RECOMMENDED SERVICE CLEARANCES
MAX FUSE SIZE •Pteoee refer to the Inateuotlon. Oeorotlon and
MCA _ 231 III Vaintoroneo Uc. o for in:to11otion rocommendettona'
RLA
SCCR 5 I I l
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2 1/2' DIA. RIGGING HALES ]—L -JFt I/R' 3 vP• –. I 06 tip• J �3 I/2'
• I • a
X 5/8' nit, ::NIT HOUNTING KGLES ^-43 13/16• 1 :8C 3/16'
EST. SHIPPING WT. _aC $_ L35.
CST. OPERATING VT. _U.9.3_ LDS.
ALL DIMENSIONS +/– 1/2'
ceeerknt lniorrgefon and.clones are for:andere
nee n TECHNICAL UNIT DRAWING
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. 1 of 2
TABLE 1 -- Foundation Plan Dimensions '
3 5 r W,ME iSIONS
MODELS
A B C D R
C -
1 RA400 146 22 62-3/8 70-3/4 751
RA500 194 30 62-3/8 92 102
2 1+ 6 8 i RA600 194 30 62-3/8 92 102
RA750 233 38 62-3/8 1111/2 1211/2
D E _g RA1000 36 28-5/8 25-3/4 3335 431/2
A i'See Figure 2
FIGURE 1 -- Foundation Mounting Holes,
RA400 through RA750
ISOLATOR POINTS
A--•--A A --A A - - A-.---B--
f X x • x
I • N 6.P
D 0 o •
I •
C
C
1 x •
• I _x
2 _6-3/4
FIGURE 2 -- Foundation Mounting Holes, ,s,
(9 II RA1000 0 I�l
v, + TABLE 2 - Mounting Leg Loading Information (See Figure 1)
WEIGHT CONCENTRATED ON LEG
MODEL - - 'TOTAL
1 2 3 14 5 6 7 8 WEIGHT i
RA400 262 262 383 383 510 510 545 545 3400
RA500 310 310 447 447 598 598 642 835 4990
RA600 400 boo 585 585 780 78o 835
RA750 450 45o 650 650 870 870 93o 93o 5800
RA1000 660 660 795 795 97o 970 970 970 6800
Liquid Line
Size the liquid line on the basis densing temperature) the liquid leaving
of: the condensing unit is subcooled by 17
F. Use this figure in calculating
* - Full load operating conditions. friction and static pressure losses in
* - Pressure drop of 3 psig maximum. the line. Normally, the liquid line
f - A liquid velocity not to exceed does not require insulation.
300 fpm (to avoid hammer). 1 .
Suction Line
Under design operating conditions .
(4o F suction temperature and 95 F The objective in designing the suc-
entering condensing air or 125 F con- tion lire is to provide sufficient gas
2
our- ._...— ._..
MAIN POWER REFRIGERANT CIRCUIT 1 _I LIQUID LINE I 1.125 ( SUCTION LINE I 2.125
230/3/60 CONNECTION SIZE
CIRCUIT 1
ELECTRICAL DATA MINIMUM RECOMMENDED SERVICE CLEARANCES
MAX FUSE SIZE "Please refer to the Installation, Operation and
Maintenance Manuel for installation recommendations"
MCA 231
RLA 160•
SCCR 5 +
r
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44• I I
1 4=6, 4=47. 4=:. I 611114
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ELECTRICAL AccEss CONDENSER
ENCLOSURE 53' eo�vER� ^ I .,
ENTRY
O
I 1 1 I
1 I 1
Y 2 1/2' DIA. RIGGING HOLES 1'-- _..J-1 1/8' 3 1/2'-- I- 86 1/2' I J —3 1/2'
)1( 5/8' DIA. UNIT MOUNTING HOLES 43 15/16' 180 3/16
EST. SHIPPING WT. 2655 LBS.
EST. OPERATING WT. 2391 LBS.
ALL DIMENSIONS +/- 1/2'
Electrical Information and weights are for standard REVISED BY, DATE, REV.NUMBER
catalog equipment. If options are added, please contact TITLE:
SCALE: NONE PROJECT NAME: DRAWN BY: STEVEC
the Factory For actual electrical d a t a and/or .eight=. TE _ H__NICA_ NA NA
We reserve the right to change or revise specifications DATE9/9/2013 l2;0000 AN TRINE RAUU replacement Al Flt£NO: 20-E
and product design ' connection with any feature of -- - - UNIT DRAWING RAE SOLUTIONS VERSION
our product. Such changes do not entitle the buyer to SYSTEM.;S" 20A0CS40 sue-TITLE: SE APr. IOC Apr, DRAWING NUMBER:
corresponding changes,improvements, additions, or
replacement For equipment previously sold. DIVISION RAE CORPORATION R. NA NA 2013.8.23.1
Ne. w Jvii.\.1
. 1 of 2
TABLE 1 -- Foundation Plan Dimensions
Ij -4.-3- ---fi
DIMENSIONS
MODELS .
A B C D E
C —
RA400 146 22 62-3/8 70-3/4 751
RA500 194 30 62-3/8 92 102
2 4 1 6 8 1 RA600 194 30 62-3/8 92 102
RA750 233 38 62-3/8 1111.2 1211/2
D
A E
f B RA1000 36 28-5/8 25-3/4 331 431
*See Figure 2
FIGURE 1 -- Foundation Mounting Holes,
RA400 through RA750
ISOLATOR POINTS
--A-.. ---A-.---.-A A -- A - A B-
{ x X x
C 0
to
M
D 8 ,
s
' 4
C C •
t o . • X • • X x i -■ - 411— —.-6-3/4
FIGURE 2 -- Foundation Mounting Holes, g _ -
n ICI RA1000
l� TABLE 2 - Mounting Leg Loading Information (See Figure 1)
V A
WEIGHT CONCENTRATED ON LEG
MODEL - - TOTAL
1 2 3 4 5 6 7 8 WEIGHT
RA400 262 262 383 383 510 510 545 545 3400
RA500 310 310 447 447 598 598 642 642 3994
RA600 400 400 585 585 780 780 835 835 448o
RA75o 450 450 650 65o 870 870 930 930 5800
RA1000 660 66o 795 795 970 97o 97o 97o 6800
Liquid Line
Size the liquid line on the basis densing temperature) the liquid leaving
of: the condensing unit is subcooled by 17
F. Use this figure in calculating
* - Full load operating conditions. friction and static pressure losses in
* - Pressure drop of 3 psig maximum. the line. Normally, the liquid line
* - A liquid velocity not to exceed does not require insulation.
300 fpm (to avoid hammer) .
Suction Line
Under design operating conditions
(40 F suction temperature and 95 F The objective in designing the suc-
entering condensing air or 125 F con- tion line is to provide sufficient gas
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