Specifications (43) OU
,��. c Q.c1 .
STRUCTURAL CALCULATIONS% ECS
TIECE V
CVS PORTLAND JUN1 2017
CITY OF TIGARD
BUILDING DIVISION
191001405
410113152
PROFS
c . 0NGINEF9 4/
85835PE 9
sur �l' 1/'I
y�O`cOREGt?N p��0�
Fd' MBER $� v
RE
rST.CP
L.�
Stantec
#1
Table of Contents
Design Drawing 1
Field Measurements 2
Photos 3
RTU Information 4 to 6
Existing / new members 7
New Purlin — full ahu 8 to 9
New Purlin — partial ahu 10 to 11
New Beam 12 to 13
Existing Girder 14 to 15
Equipment Anchorage 16 to 21
RTU 2 Information 22 to 23
RTU 2 New Purlin 24
RTU 2 New Beam 25
Existing Girder @ RTU 2 26
■
E ,
I O
2 ■ a A
FACTORY
`x'-'.oINSULATOR 'F—9.
GENERAL NOTES \ ,
ANCHORS TO BE J/S DIA. BASE
Bats S MN.PNETRA ON J_,. L )
MU r. REINFORCING TO BE AWED AT...GISTS TIAT SUPPORT MU.
—====—..--- N.TEO(SEE
�NOTE E EI1) \I�I3E(11IIII2•24M ,WELDED C°NWCIOJE RRES4OstIL F,ONO T" 'E Bro TIE PROJECT SITE ro VERIFY EXISTNG CVS
,r 1 # _- _� FACTORY L1ED 2.W UFACIUREA LUMBER ro BE 2.D MICRO,.LA. ,ss PSI MIx
'I,'EJ,= a.Mw
1 ## r 1.ONENVONML LUMBER TO BE/2 BPF KU DRIED Tx-677 PSI 20,M Health
2.34. ...,..v....—DUCT RAIL 5'ANCHOR
P ETMT 0 2 0.USING i{'0021505 VA BOLTS,
3.
RISME D 11032E CURB WALLS y L_ *3,,2•.0,1e" PREDRILL N N STORE 1&
......... ii 1G"
SRT MEMBRANE
'm° n CORDA NC.
I .1/B-AVMA PRE-Mau / \ 7353 S W DURHAM RD.
•• 121,n•141,/r ELEVATION '/2•"WE ao,TD,- „�°, �uTw,\�� f°" n T INSTALLATION KEYED NOTES PORTLAND,DR w224
•B• 02 3/1• BD 3/4. `1A SCALE,RB FLANGE /a L_ O GLUE O.C.STAGGERED.
�TT Y
V 4B 1/4. 40 1/4• CE.LOG 0 BE.11 GLUEEE DANDDLNAIL NEW MEMBERS TO E%Isnxc w/LRD NNIS W S.2. OFAL1125 1!R
b• I2D 1/.120 I/O" cA TAG Bars a•MM ii..Am/A.,ii3"21ii,,./A49%, R
T 7 lit 1/2" _`` PBETIATOI ")1/B• J'YIN. OIC - Ort 210 JOIST HANGERS TO EXISTING PROMO. CB F KXECT OMR 0106768
//•�� ALLnrtm cum MEMBERS ARE INSTwiED.
•A _3.'„,` \ .0.
EOx90N 2• ROOF DECK DOSTNG YMDOO OO SHORE E%bT IX G P x MEMBERS.PRIDE JOIST HANGERS. p/L�F�/. C RECORD
10• 3 HOLDING ANGLES AT•B•CENTERS ,0• 13 ; LUMBER • '-C SECTION BETA FRAMING SIMPSON LTU524 AS REWIRED. ARCHITECT Or
SS`.0 SOME XIS OSEE TL 3/5-101 FOR cum ANCHORAGE.
NOTES: ���������������G
C° `\ //' r---�� °: 1. 7/NOTES:
%J/4•NEOPRENE GARNET FOR r 674•T KW ET 10 ROOF\\ / ■■ =RIM.
CXANNEIy 3,..11-1/2"
AND1JWh�A NEOPRENEGASIrt ,_-- CURB AT IN.STALLATW
\ / / z CURB MAY BE MO EN DOWN FOR SHIPPING.IN REINFORCEMENT BRACKET
/ T,I�c..sELLNO CON AS4YBLT NLL BE REWIRED ' j II
(2)..HaDNG PROLES ,/,‘ / 1NACTMt A 1,n..1 1/r.1/B-
•D. 'D•CENNRS N ; \\ // N J. CGJ NG THE¢N SUPPORT TO CURB PANE..
91000RRT PPiNEL,ESS CONSULTANT.
RUNNEL ii
E/ \ -1.0 / ® AACI T)BEES/0•MA
S L.____J MI4NYWS OVEN IN 12000 ONLY. ® ^ ,\
/® Itiii...41 PBETRATON TOCO
nooFTNOD[ac �1. Sta ntec
:d °� l mai 1111M—E S,DT,BE
10• L J
\ MN MEI 74 111 GRANT AVENUE SUITE 201
4.
II ENDICOTT NY 13760
Tel 16071-321-6100
!.0 PL 01813 w www.stontec.c«U PROJECT a,a,aPI.RI
v O n RTU CURB ANCHORAGE EI ENATION&SECTION WOOD 2. .^'1 SECTION / `DETAILS
3-A SGE RIS -.0 9CE NIS .........
DEVELOPER
OO O/ __,p
I1 T
II /
S //- i� ----LII
% OH SEAL,
/ , E _ I
III // I I
Q
0/ a—\A
I_ _ // - LVL.22_5• \ I 9 _ + �- - ! L
Lq
\\ \\ I%4t •LK.24'_6• I . — — l REVISIONS:
\./ \\\�\ O I ,I 0 AMIE FOR IND/PERYN 08/4/2011
\\\\\ B � FT 7= a'
\N\\\\ — Nl„..,J , •221.2 2f—V 2. — — — — -
I RTU-1
MOOR
g _ _ _ _ DRAWING BY:
Jl 1.-.77Y1—
_ L DATE: JUNE 08.2017
al \ I ---� -H JOB NUMBER: 2016285.50
R U% \\ / WILE PORTLAND'RENOVATIONS'
n
v \ EMT.tlE42e1E• STRUCTURAL
,q5_� OMAR BEAM H PARTIAL ROOF PLAN
ATION
p1§ Da-- -\ //�/ - I— — SHEET NUMBER.
EW^ \\ 1
It. S-1.0
III1I ^ v .�......... -1.L
( 1 'STRUCjU�L INSTAI CATION PARTIAL/ROOF PLAN °.
1ii Sv.0 SCALE:1/4•I-0
Tubbs, Scott
From: Martin, Mark (Portland)
Sent: Friday, March 25, 2016 1:13 PM
To: Tubbs, Scott
Subject: RE: Stantec - CVS Field Measurements
Importance: High
Scott,
I hope this is what you need. Please contact me immediately if you don't have all the
information you need.
NOTE: Measurements were taken in the warehouse and NOT through the ceiling tile in the
clean room as it was in use and being cleaned. I imagine the roof structure would be the
same.
- Large Beam: 26- 3/4"D x 6-5/8"W (6 pieces laminated at 4-1 /2"D/piece)
o Span (24' OC)
o Full Length - Unknown
Large Cross Member: 15"D x 3-1 /4"W
o Span (7'-6" OC)
o Length (Nominal 23'-6")
- Joists: 3-1/2"D x 1-1/2"W
o Span (24" OC)
o Length (Nominal 7'-3"
- Bottom of Large Beam to Floor: 14'-1 "
- Bottom of decking to top of floor: 16'-4"
Project Designer, Electrical
Stantec
733 SW Oak Street Suite 200 Portland OR 97205-3710
Phone: (503) 273-0064
Mark.Martin2@stantec.com
The content of this email is the confidential property of Stantec and should not be copied,modified,retransmitted,or used for any purpose except with
Stantec's written authorization.If you are not the intended recipient,please delete all copies and notify us immediately.
4) Please consider the environment before printing this email,
From: Tubbs, Scott
Sent: Thursday, March 24, 2016 8:34 AM
To: Martin, Mark(Portland)
Subject: RE: Stantec - CVS Field Measurements
'Mark I have not been to the site either so I am doing my best to answer your questions. These building are
typically small in the area we are working so this is what I need from you
Wood girder and wood joist span
1
EngA ENGINEERED AIR SUBMITTAL RECORD
JOB NAME: CVS COMPOUNDING-PORTLAND, OR JOB NO: DK7664(KC2917)
CUSTOMER: CVS HEALTH ENGINEER: STANTEC
EngA MODEL: FW102/K/O/MV/H/UVC QTY: 1 TAG: RTU-1
SHIPPING AND APPROVAL INFORMATION
MOUNTING Outdoor Base Mounted c/w Prefab Roof Curb ACCESS As Per Dra, .
UNIT MINIMUM AMBIENT -20°F SHIPPING WEIGHT• 3400 lb OPERATING WEIGH 3600 lb
NO.OF PIECES 3(Unit+Curb+Hood)
- ETL approval.
SUPPLY AIR DATA
AIR FLOW 3,200 CFM FAN SIZE (1)GR40-ZID-DC.CR TSP 3.4 in w.c. RPM 2294
MOTOR SIZE 3.22 HP TYPE(RPM) EC Blue(2400) ESP 1.5 in w.c. BHP 2.73 BHP
• Supply air fan/motor c/w 0-10vdc speed controller mounted in control panel for air balancing only.
EXHAUST AIR DATA
AIR FLOW 500 CFM FAN SIZE (1)RH22V-2EP.WC.2R TSP 0.75 in w.c. RPM 2600
MOTOR SIZE 0.25 HP TYPE(RPM) AC Blue(2600) ESP 0.7 in w.c. BHP 0.25 BHP
• Exhaust Air Fan is ducted from inside return opening c/w a speed control manually set at unit,will be balanced in the field by others.
AIR OPENING DATA
AIR OPENING I LOCATION DAMPER TYPE OPERATION
SUPPLY AIR See Below[1]
RETURN AIR See Below[1] EngA Parallel Blade Manual
OUTSIDE AIR See Below[1] EngA Parallel Blade Manual
EXHAUST AIR See Below[1] RUSKIN CBD6 Parallel Blade Counterbalanced Backdraft Gravity
• [1]-See Mechanical Drawing
CONSTRUCTION DATA
UNIT CABINET 2"foam panel construction c/w 26gauge satin coat galvanized interior sheet metal,26 gauge satin coat galvanized
exterior sheet metal and R16 polyurethane insulation on entire unit air tunnel.
18 gauge satin coat galvanized sheet metal c/w 1"no insulation on condenser section.
UNIT LINER 22 gauge solid liner on unit underside.
UNIT FLOOR 18 gauge satin coat galvanized sheet metal on entire unit floor c/w 2"spray foam underneath.
Floor c/w floor drain connection through base frame(see mechanical drawing for locations)
EXTERIOR PAINT Epoxy primer with Polyurethane topcoat in Gray color on all exterior surface but not including unit underside.
AIRSIDE DOOR All access except as listed below-deluxe welded steel framed hinged c/w lever type door handles and bulb seal gasket_
Fan access-deluxe welded steel framed hin•ed c/w lever t j•- door handles,door safety latches,positive pressure
label and bulb seal gasket.
Leaving Coil access-deluxe welded steel framed hinged c/w feverype door handles,double pane glass window and
bulb seal gasket.
SERVICE DOOR Electrical and compressors access-hinged c/w lever type door handle
DRAIN PAN 304 stainless steel drain •an c/w floor drain connection throw h base frame on DX coil section.
ELECTRICAL DATA
POWER SUPPLY MINIMUM CIRCUIT AMPACITY MAXIMUM FUSE(D.E.) MAXIMUM BREAKER
460/3/60 46.9 AMPS 50 AMPS 50 AMPS
• See Electrical Data Sheet for details.
• Unit mounted non fused disconnect switch.
DATE 16-Jan-2017 -1 - Continued on page 2
RETURN AND c.TIDE A )AVPERS ARE LOC<,NC QUA.D.RAN-IS
z 2.:1 2 SPACL IN CC..N ROI_ 5A.NFL. C/W b 24V OWER UOR 7U1',:RF AMS MON TO'R,VA
t
O
T
{n>-
C
CJ i t-
(IC} l <-
00 J i— (Y - '‘:T:1:
,rV
c p MIN 0/A HOOD J
F-i
1 1-- — —a U ,.I 01 0 I T_ z
AMPR �
¢�r --;:..1 O �, t '. � r. .. .r r v11 as ''. t R/A OPEN1NG t ui z a<i� " '�ti., i O r I ,� - �i
r
"itiikljl�lV L 7 Yr,
_-7-1 MERV 8 AN___ D
MERV 1 3 1 c.;
-__._ . - _.._.. -. _ ._
Z ) c L .-.. _.. _.__..i ' U . !
1 _a ___ _____ I —
J 1 �— EA-
(I) T---7
4r_
6 ROW DY, 01L
.
—__ �o o
t> f lel Ise
,_
(71
' I + =n _ _ 0
—kJ
w
a '
t
t � t t . . . � .
I tl Jm _ 00xz r k
-- —
C q 0 1 �' � , fL U —
I — —W VI
U) I 'i; ; ' t Z n w
1 w > + F1\`CTRL HEAL f_ i ¢f c n-
1 FAN S f TI0 J s
Vl
1
x ,_
2 W _
<_1 1 11 KW
r
o
AV
DO NI„co* ,I I . ,. .4:1 .; : -� , 0
r-7,-.--Z.E.: — / i E:-E-- — ,t 14,....., -c..,
ii -L.- '
.40
.0
._._7__......4.._.;____ „-_,z_-____.. ,_,________...4...7,._ _:,...7.,z__:_l : a; 0
C; 1b-FNS :E ai - -
zs 1IX:
_ rr rY
o i
(:
N O y
7 t,..
'4 ` d.
... mon
L
15 DOOR SIZES AND INTERNAL COMPONENTS ARE APPROX.VALUES.DIMENSIONS SHOWN IN INCHES ONLY UNLESS OTHERWISE NOTED.
IDK7664(KC291 7) FW102/K/O/MV/H/UVC
TAG: RTU-1 FWK SERIES
6
EiigAENGINEERED AIR REVISIONS: APR 252016
DATE: DRWN BY: CHKD BY: 1 DRWG NO
0 APR 12 2016 NSS - 07664M-01-1
DUCT-RAILS NOT SHOWN ON DRAWING FOR CLARITY.
FOR DETAILS ON DUCT-RAILS,SEE DRAWING# 07664C-01-2
TYP
(3) H0_0 N4; AQUI 5 A 51 3/4" CENTERS
I
t .. 'r t '7 22 t
En
x x.._ —I3 1,..K'
IC"" R•.1/41{ L6CAipN i {
4
__ _ ; I —� 1c o7 Y iYP 11
f e
A'ilyy
- 28' I1 33' 4.5 Tel
A A , f a LU o
r
SUPPLY
AIR FLOW O z
Z
I i I r w
v r 1y v f W o
-�... w ♦...__...__.._...1 -
B 1_
w
$ (2) RFI0 0R(' /050 z
i ERAC/NITS 101/1 -�
12 1/E m F _ ( ) In L. NCI n J I & .
..1
O O O ..
L.1? „,
lB 41
7 ,/4'• + s ,.1 PLAN VIEW _I — 5. 1/;.,
ELEVATION i
r t i
¢HOLES AT 24 C-C
.� ---- ---_-- - -- 117 1/2" --- --- IN CENTER OF BOTTOM FLANGE
INSIDE TO INSIDE CURB WALLS
C -_.—r
NOTES: FACTORY
jjy� 1 3/8"X 3/4"NEOPRENE GASKET FOR 2"TO 4"CHANNELS,OR INSULATION
3.118 X1-1/2"NEOPRENE GASKET FOR CHANNELS 8'AND OVER
'� i l� � 2 CURB MAY BE ASSEMBLY WILL
KEN DOWN FOR BE REQUIRED BY IINSTALILINGG NTHESE CONTRACTOR,FIELD BASE ` ;
fftt��ttLLii LL CHANyN�EL
3 CONTINUOUS BASE SUPPORT TO CURB PANELS,INCLUDING THE CENTER 4" �F— I�
SUPPORT PANEL IF SUPPLIED,IS REQUIRED BY OTHERS ,
I 4 DIMENSIONS GIVEN IN INCHES ONLY ** °`„,,'�l �I w i�.l SUPPLY
"III, I ",..••--REINFORCEMENT BRACKET(SHIPPED LOOSE) NEOPRENE GASKET FIEt.O +...♦ r 1111 _ }RDALILT
AIR
`J MOUNTED(SEE NOTE 1) 1, f Y/"4 1,^_
WELD BRACKET TO ROOF f y`
---
— 2 X p �_ ._ 3/8'
CURB AT INSTALLATION(BY OTHERS) �{
�` FACTORY MOUNTED
, 1 1/2”X 1 1!2"X 1/S" C
FLASHING OTHERS) —
t -- ROOFING PAPER(BY OTHERS)
Y '— ----SECURETOSTRUCTURE-
5 TO SATISFACTION OF SEISMIC ENGINEER —RIGID INSULATION(8Y OTHERS) --- _ I 2—
g
0 CANT STRIP(BY OTHERS) -
'.� TAR AND GRAVEL - --'--�_ <
C? 4 ,,```."'-_ (8Y OTHERS) ,40.°Go°qI-0�'L?3*INI.
_ _ BL.P-'41'0 .4m ,ti _
I—
LLI
W *4"X 2"X 3/18"ANGLE PRE-DRILL FOR 1/2'BOLT
Z
Li - **1.6"X 1-5'X 0.125'ANGLE DRILL AT INSTALLATION
v SECTION B—B SECTION A—A
a
1
4 JOB#DK7664 DRAWING NOT TO SCALE FW102/K/O/MV/H/UVC
TAG:RTU-1 12" HIGH SEISMIC CURB FOR DOWN DISCHARGE UNIT
EngA ENGINEERED AIR REVISIONS
DATE: FIDRWN BY: CHKD BY: DRWG NO.:
;"w: APR 13 2016 NSS 07664C-01-1
;Aq pa)laaU0 S9 V6.1. :Aq paubpaG
o 62t QoIt I
i
1 -
I
.
, \ 1 / , L. / tcli S i 1 % -5 T . . ,
Z '
4
t
„0-,4-z. c tl,s_ ,t 2. C dd�'5 a ,
to7 .vtisl
sk►isi I !
;jF� ,,r5
1
i {
I
r r C•b J s o,-It.
3-5'10
3 al.L11 PISlip .
File=11us1277-f011shared_projects1191001290`�stnbcturaMeslgnianalysls cvs portland ec6 '
Wood Beam ENERCALC,INC 1983.2017,Build:6.17 1 31,Ver:617.1.31
Lic.#: KW-06009304 Licensee :STANTEC CONSULTING INC
Description: purlins-full ahu
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
- Material Properties
Analysis Method: Allowable Stress Design Fb-Tension875.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0 ksi
- Fc-Pill 1,150.0 psi Eminbend-xx 510.0 ksi
Wood Species :Spruce-Pine-Fir Fc-Perp 425.0 psi
Wood Grade :No. 1/No.2 Fv 135.0 psi
Ft 450.0 psi Density 26.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
o s t!8
V $ t V t
110 0?i
V V i V V
040 03}
I V t V V
IK
:(
A
2x10
Span=7 50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0150 ksf, Tributary Width=2.0 ft
Uniform Load: L=0.020 ksf, Tributary Width=1,0 ft
Uniform Load: D=0.1780, Tributary Width=1.0 ft,(new ahu)
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.834: 1 Maximum Shear Stress Ratio = 0.559 : 1
Section used for this span 2x10 Section used for this span 2x10
fb :Actual = 830.41 psi fv:Actual _ 67.90 psi
FB:Allowable = 996.19psi Fv:Allowable = 121.50 psi
Load Combination +D+H Load Combination +D+H
Location of maximum on span = 3.750ft Location of maximum on span = 6.734 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.010 in Ratio= 8704>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.119 in Ratio= 755>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v
_ +D+H 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.834 0.559 0.90 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 996.19 0.63 67.90 121.50
+D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.822 0.551 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.62 909.30 1106.88 0.69 74.36 135.00
+D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.600 0.402 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 1383.59 0.63 67.90 168.75
+D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
- Length=7.50 ft 1 0.652 0.437 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1,48 830.41 1272.91 0.63 67.90 155.25
+D+0.750Lr+0.750L+H 1,100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Wood Beam File=11us1277-f011shared_projects11910012901structuraltdesignlanalysislcvs portland.ec6
ENERCALC,INC 1983-2017.Build:6.17.1.31,Ver:6.17 1.31
Lic.#: KW-06009304 Licensee : STANTEC CONSULTING INC
Description: purlins-full ahu
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v
Length=7.50 ft 1 0.643 0.431 1.25 1.100 1.00 1.15 1.00 1,00 1.00 1.59 889.58 1383.59 0.67 72.74 168.75
+D+0.750L+0.750S41 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.699 0.469 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.59 889.58 1272.91 0.67 72.74 155.25
+D+0.60W+1-1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.469 0.314 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 1771.00 0.63 67.90 216.00
+D+0.70E+H 1,100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.469 0.314 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 1771.00 0.63 67.90 216.00
+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.502 0.337 1.60 1.100 1 00 1.15 1.00 1.00 1.00 1.59 889.58 1771.00 0.67 72.74 216.00
+D+0.750L+0.750S+0.450W+1-1 1.100 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.502 0.337 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.59 889.58 1771.00 0.67 72,74 216.00
+D+0.750L+0.750S+0.5250E+H 1.100 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.502 0.337 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.59 889.58 1771.00 0.67 72.74 216.00
+0.60D+0.60W+0.60H 1.100 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.281 0.189 1.60 1.100 1,00 1.15 1.00 1.00 1.00 0.89 498.25 1771.00 0.38 40.74 216.00
+0.60D+0.70E+0.60H 1.100 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.281 0.189 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.89 498.25 1771.00 0.38 40.74 216.00
.Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span
+D+L+H 1 0.1192 3.777 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
I nad Cnmhinatinn Support 1 Support 2
'Overall MAXimum 0.864 0.864
Overall MINimum 0.075 0.075
+041 0.789 0.789
+D+L+H 0.864 0.864
+D+Lr+H 0.789 0.789
+D+S+H 0.789 0.789
+D+0.750Lr+0.75OL41 0.846 0.846
+D+0.750L+0.750S+H 0.846 0.846
+D+0.60W+H 0.789 0.789
+D+0.70E+H 0.789 0.789
+D+0.750Lr+0.750L+0.450W+H 0.846 0.846
+D+0.750L+0.750S+0.450W+H 0.846 0.846
+0+0.750L+0.750S+0.5250E+H 0.846 0.846
+0.60D+0.60W+0.60H 0.474 0.474
+0.60D+0.70E+0.60H 0.474 0.474
D Only 0.789 0.789
Lr Only
L Only 0.075 0.075
S Only
W Only
E Only
H Only
•
I Fite=9us1277-f01tshared_proiecls11910012901strut1uralldesigntanalysislcvs po lIand-ec6
Wood Beam ENERCALC,INC.1983-2017 Build:6 17.134 Vera 31
Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC,
Description: purlins-partial ahu
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set:ASCE 7-10
- Material Properties _
Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb Compr 875.0 psi Ebend-xx 1,400.0 ksi
Fc-Pill 1,150.0 psi Eminbend-xx 510.0ksi
Wood Species : Spruce- Pine-Fir Fc-Perp 425.0 psi
Wood Grade : No. 1/No. 2 Fv 135.0 psi
450.026.210 cf
Ft psi Densityp
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Dt 17.8
i V V V V
:64.
7.C!)
* V * V +
k K
Pt,
I
2x8
Span=7 50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads .
Uniform Load: D=0.0150 ksf, Tributary Width=2.0 ft
Uniform Load: L=0.020 ksf, Tributary Width=2.0 ft
Uniform Load: D=0.1780 k/ft,Extent=0.0-->>2.620 ft, Tributary Width=1.0 ft,(new ahu;
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.6491 1 Maximum Shear Stress Ratio = 0.515 : 1
Section used for this span 2x8 Section used for this span 2x8
fb:Actual = 783.21 psi fv:Actual = 69.56 psi
FB:Allowable = 1,207.50 psi Fv:Allowable = 135.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 2.628ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.043 in Ratio= 2095>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.129 in Ratio= 697>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
_ Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fly
- +D+H0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.510 0.430 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1086.75 0.38 52.19 121.50
+D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.649 0.515 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.86 783.21 1207.50 0.50 69.56 135.00
'+D+Lr+4-I 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.367 0.309 1.25 1.200 1,00 1.15 1.00 1.00 1.00 0.61 554.16 1509.38 0.38 52.19 168.75
+D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
- Length=7.50 ft 1 0.399 0.336 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1388.63 0.38 52.19 155.25
+D+0.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Wood Beam File=11us1277-f01\shared_projectsH91001290structura5dasignianatysislcvsporiland.ec6
ENERCALC,INC.1983-2017,Build:6.171,31,Ver:6.17.1,31
Lic.#: KW-06009304 Licensee;STANTEC CONSULTING INC
Description: purlins-partial ahu
Load Combination Max Stress Ratios Moment Values Shear Values _
Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v
Length=7.50 ft 1 0.480 0.386 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1509.38 0.47 65.22 168.75
+D+0.750L+0.750S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.522 0.420 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1388,63 0.47 65.22 155.25
+D+0.60W+H 1.200 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.287 0.242 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1932.00 0.38 52.19 216.00
+D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.287 0.242 1,60 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1932.00 0.38 52.19 216.00
+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.375 0.302 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1932.00 0.47 65.22 216,00
+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.375 0.302 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1932.00 0.47 65.22 216.00
+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.375 0.302 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1932.00 0.47 65.22 216.00
+0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.172 0.145 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 332.50 1932.00 0.23 31.31 216.00
+0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.172 0.145 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 332.50 1932.00 0.23 31.31 216.00
Overall Maximum Deflections
Load Combination Span Max."-'Deft Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.1291 3.586 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.655 0.351
Overall MINimum 0.150 0.121
+D+H 0.505 0.201
+D+L+H 0.655 0.351
+D+Lr+H 0.505 0.201
+D+S+H 0.505 0.201
+D+0.750Lr+0.750L+H 0.617 0.314
+D+0.750L+0.750S+H 0.617 0.314
+D+0.60W+H 0.505 0.201
+D+0.70E+H 0.505 0.201
+D+0.750Lr+0.750L+0.450W+H 0.617 0.314
+D+0,750L+0.750S+0.450W+H 0.617 0.314
+D+0,750L+0.750S+0.5250E+H 0.617 0.314
+0.600+0.60W+0.60H 0.303 0.121
+0.60D+0.70E+0.60H 0.303 0.121
D Only 0.505 0.201
Lr Only
L Only 0.150 0.150
S Only
W Only
E Only
H Only
File=11us1277-f01\shared_projecIst191001290istructurandesigntanalysislcvs portland.ec6
ood Bearn ENERCALC,INC.1983 2017,Build:6.17.1.31 Ver 6171.31
Lic.#;KW-06009304 Licensee:STANTEC CONSULTING INC
Description: new beam
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
- Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0 ksi
• Fc-PrIl 1,150.0 psi Eminbend-xx 510.0ksi
Wood Species : Spruce-Pine-Fir Fc.Perp 425.0 psi
Wood Grade : No. 1/No. 2 Fv 135.0 psi
Ft 450.0 psi Density 26.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0,65)
$ .1,.�.••••••••••11•11. K
K
1.75x11.25
Span=23.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Point Load: D=0.650 k @ 19.50 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.947. 1 Maximum Shear Stress Ratio = 0.363 : 1
Section used for this span 1.75x11.25 Section used for this span 1.75x11.25
fb:Actual = 745.94 psi fv:Actual = 44.07 psi
FB:Allowable = 787.50 psi Fv:Allowable = 121.50 psi
Load Combination -i-D41 Load Combination +D+H
Location of maximum on span = 19.469ft Location of maximum on span = 22.642 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio= 0<360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.610 in Ratio= 462>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
- Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v
+p+H 0.00 0.00 0.00 0.00
Length=23.50 ft 1 0.947 0.363 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 787.50 0.58 44.07 121.50
- +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=23.50 ft 1 0.852 0.326 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 875.00 0.58 44.07 135.00
+D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=23.50 ft 1 0.682 0.261 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1093.75 0.58 44.07 168.75
+D+541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=23.50 ft 1 0.741 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1006.25 .0.58 44.07 155.25
+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
- Length=23.50 ft 1 0,682 0.261 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1093.75 0.58 44,07 168.75
+D+0.750L+0.750S+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Wood Beam File=Nus1277•f0llshared.,projecls11910012901structural'designianalyss`stvsportland.ec6
ENERCAIC,INC.1983.2017.Build:6.17.1.31,Ver.6.17.1.31
Lic.#: KW-06009304 .;
File=1\us1277 f011shared_prolectst1910012901structuraMesign\analysis\cvs portiand.ec6
Od m
WOBeaENERCALC,INC.1983-2017,Build:6.171.31 Ver 6171.31
Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC
Description: giulam beams
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: ASCE 7-10
- Material Properties
Analysis Method: Allowable Stress Design Fb Tension 3,000.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 3,000.0 psi Ebend-xx 2,100.0 ksi
- Fc-Pril 1,750.0 psi Eminbend-xx 1,090.0 ksi
Wood Species :SP/SP Fc-Perp 740.0 psi Ebend-yy 1,700.0 ksi
Wood Grade 30F-E2 Fv 300.0 psi Eminbend-yy 880.0 ksi
Ft 1,350.0 psi Density 34.320 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
117) f D(0178) t D(14)
7
0(0.48)L(0.48) i
+ t 1
Tie
>M ' It
- I
i
fig 111,
/..,-
6.75x25.5
Span=24.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.020, L=0.020 ksf, Tributary Width=24,0 ft
Uniform Load: D=0.1780 klft,Extent=15.0-->>24.0 ft, Tributary Width=1.0 ft
Point Load: D=0.70 k @ 15.0 ft
Point Load: D=1.40 k @ 23.90ft
DESIGN SUMMARY Desi!n OK
Maximum Bending Stress Ratio = 0.486 1 Maximum Shear Stress Ratio = 0.327 : 1
Section used for this span 6.75x25.5 Section used for this span 6.75x25.5
fb:Actual = 1,296.88 psi fv:Actual = 98.19 psi
FB:Allowable - 2,670.70 psi Fv:Allowable = 300.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 12.526ft Location of maximum on span = 21.898 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.184 in Ratio= 1565>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.421 in Ratio= 683>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb F'b V N F'v
+D+H 0,00 0.00 0.00 0.00
Length=24.0 ft 1 0.305 0.210 0.90 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 2403.63 6.52 56.79 270.00
+D+L41 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.486 0.327 1.00 0.890 1.00 1.15 1.00 1.00 1.00 79.06 1,296.88 2670.70 11.27 98.19 300.00
+D+Lr+H 0.890 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00
Length=24.0 ft 1 0.219 0.151 1.25 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 3338.38 6.52 56.79 375.00
-+D+S+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.238 0.165 1.15 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 3071.31 6.52 56.79 345.00
Wood BB8n1 rite="llust2l7-t0lishared.,projects1t91001290\stmcturaf4esgn1analys+stcvvsportland.ec6
ENERCALC.INC.1983-2017,Build:6.17.1.31,Ver:6.17.1.31
Lic.#: KW-06009304 Licensee:STANTEC CONSULTING INC
Description: glulam beams
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v
+D+0,750Lr+0.750L+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.346 0.234 1.25 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 3338.38 10.08 87.84 375.00
+D+0.750L+0.750S+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.376 0.255 1.15 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 3071.31 10.08 87.84 345.00
+D+0.60W+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
- Length=24.0 ft 1 0.171 0.118 1.60 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 4273.12 6.52 56.79 480.00
+D+0.70E+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.171 0.118 1.60 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 4273.12 6.52 56.79 480.00
+D+0.750Lr+0.750L+0.450W+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.270 0.183 1.60 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 4273.12 10.08 87.84 480.00
-D+0.750L+0.750S+0.450W+H 0.890 1.00 1.15 1.00 .1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0,270 0.183 1.60 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 4273.12 10.08 87.84 480.00
+D+0.750L+0.750S+0.5250E+H 0.890 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.270 0.183 1.60 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 4273,12 10.08 87.84 480.00
+0.60D+0.60W+0.60H 0.890 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00
Length=24.0 ft 1 0.103 0.071 1.60 0.890 1.00 1.15 1.00 1.00 1.00 26.79 439.44 4273.12 3.91 34.07 480.00
+0.60D+0.70E+0.60H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=24.0 ft 1 0.103 0.071 1.60 0.890 1.00 1.15 1.00 1.00 1.00 26.79 439.44 4273.12 3.91 34.07 480.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span
- +0+L41 1 0,4214 12.175 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 12.581 15.146
Overall MINimum 4.093 5.631
+D+H 6.821 9.386
+D+L+H 12.581 15.146
+D+Lr+H 6.821 9.386
+D+S+H 6.821 9.386
+D+0.750Lr+0.750L+H 11.141 13.706
+0+0.750L+0.750S41 11.141 13.706
+D+0.60W+H 6.821 9.386
+D+0.70E+H 6.821 9.386
+D+0.750Lr+0.750L+0.450W+H 11.141 13.706
+D+0.750L+0.750S+0.450W+H 11.141 13.706
+D+0.750L+0.7505+0.5250E41 11.141 13.706
+0.60D+0,60W+0.60H 4.093 5.631
+0.60D+0.70E+0.60H 4.093 5.631
D Only 6.821 9.386
Lr Only
L Only 5.760 5.760
S Only
W Only
E Only
H Only
9/6/2016 , • Design Maps Summary Report •
Z � Design Maps Summary Report
User—Specified Input •
Report Title cvs portland
Tue September 6,2016 12:00:22 UTC
Building Code Reference Document 2006/2009 International Building Code
(which utilizes USGS hazard data available in 2002)
Site Coordinates 45.51075°N, 122.69513°W
Site Soil Classification Site Class D - "Stiff Soil"
Occupancy Category I/II/III
{e' L'411:4_ 4)0R7tAtir, Camas
,A±l
A
„Hillsboro - - Portland d
T Gresham
Beaverton.
• `
IU
Tigard
Lake Oswego
USGS—Provided Output
SS = 0.986 g SMS = 1.090 g Sns = 0.727 g
S1 = 0.348 g SM1 = 0.593 g Sol = 0.395 g
Table 13.6-1
Mechanical and Electrical Components Fp Values
Component Description =
Enter values in blue SOS= 0.7270
1p= 1.0
Wp= 3200.0 lbs or Ib/ft
z= 19.3 feet
h = 16.3 feet
Values in the below chart are seismic design forces that are centered at the component's center of gravity and distributed relative to the
component's mass distribution. Fp shall be determined in accordance with equation 13.3-1 but is not required to more than eq. 13.3-2
and shall not be less than eq. 13.3-3.
Mechanical and Electrical Component or Element [Eq. 13.3-1 Eq. 13.3-2 Eq. 13.3-3
130•
Air-side HVAC,fans,air handlers,air conditioning units,cabinet heaters, air distribution
3722 698
boxes and other mechanical components constructed of sheet metal framing. s, USE
3722 698
Wet-side HVAC,boilers,furnaces,atmospheric tanks and bins,chillers,water heaters,heat USE
exchangers,evaporators,air separators,manufacturing or process equipment and other
mechanical components constructed of high-deformability materials.
Engines,turbines, pumps,compressors and pressure vessels not supported on skirts and 1253 3722 698
not within the scope of Chapter 15. USE
Skirt supported pressure vessels not within the scope of Chapter 15. 3134 3722 698
USE
Elevator and escalator components 1253 3722 698
USE
Generators, batteries,inverters, motors,transformers and other electrical components 1253 3722 698
constructed of high deformability materials. USE
Motor control centers, panel boards,switch gear, instrumentation cabinets and other 1306 3722 698
components constructed of sheet metal framing. USE
Communication equipment,computers,instrumentation and controls. 1253 3722 698
USE
Root-mounted chimneys,stacks,cooling and electrical towers laterally braced below their
center of gravity. 2611 3722 698
USE
Root-mounted chimneys,stacks,cooling and electrical towers laterally braced above their
center of gravity. 1253 3722 698
USE
Lighting fixtures 2089 3722 698
USE
Other mechanical and electrical components. 2089 3722 698
USE
Vibration Isolated Components and Systems
Components and systems isolated using neoprene elements and neoprene isolated floors 3134 3722 698
with built-in or separate elastomeric snubbing. USE
3917 3722 698
Spring isolated components and systems and vibration isolated floors closely restrained
using built-in or separate elastomeric snubbing devices or resilient perimeter stops. USE
Internally isolated components and systems. 3917 3722 698
USE
Suspended vibration isolated equipment including in-line duct devices and suspended 3134 3722 698
internally isolated components. USE
Table 13.6-1
Mechanical and Electrical Components Fp Values
Component Description =
Enter values in blue SDS= 0.7270
IP= 1,0
Wp= 3600.0 lbs or lb/ft
z= 19.3 feet
h = 16.3 feet
Values in the below chart are seismic design forces that are centered at the component's center of gravity and distributed relative to the
component's mass distribution. Fp shall be determined in accordance with equation 13.3-1 but is not required to more than eq. 13.3-2
and shall not be less than eq. 13.3-3.
Mechanical and Electrical Component or Element Eq. 13.3-1 Eq. 13.3-2 Eq. 13.3-3
0469 4188 785
Air-side HVAC,fans,air handlers,air conditioning units,cabinet heaters,air distribution
boxes and other mechanical components constructed of sheet metal framing. USE
4188 785
Wet-side HVAC,boilers,furnaces,atmospheric tanks and bins,chillers,water heaters, heat USE
exchangers,evaporators,air separators,manufacturing or process equipment and other
mechanical components constructed of high-deformability materials.
Engines,turbines,pumps,compressors and pressure vessels not supported on skirts and 1410 4188 785
not within the scope of Chapter 15. USE
Skirt supported pressure vessels not within the scope of Chapter 15. 3526 4188 785
USE
Elevator and escalator components 1410 4188 785
USE
Generators,batteries,inverters,motors,transformers and other electrical components 1410 4188 785
constructed of high deformability materials. USE
Motor control centers,panel boards,switch gear,instrumentation cabinets and other 1469 4188 785
components constructed of sheet metal framing. USE
Communication equipment,computers,instrumentation and controls. 1410 4188 785
USE
Koot-mounted chimneys,stacks,cooling and electrical towers laterally braced below their
center of gravity. 2938 4188 785
USE
Koot-mounted chimneys,stacks,cooling ano electrical towers laterally braced above their
center of gravity. 1410 4188 785
USE
Lighting fixtures 2351 4188 785
USE
Other mechanical and electrical components. 2351 4188 785
USE
Vibration Isolated Components and Systems
Components and systems isolated using neoprene elements and neoprene isolated floors 3526 4188 785
'with built-in or separate elastomeric snubbing. USE
4407 4188 785
Spring isolated components and systems and vibration isolated floors closely restrained
using built-in or separate elastomeric snubbing devices or resilient perimeter stops. USE
Internally isolated components and systems. 4407 4188 785
USE
Suspended vibration isolated equipment including in-line duct devices and suspended 3526 4188 785
internally isolated components. USE
ritet.
f--- l4. G, Rio
AdN.0 11.1. .58.1S tin3 ` 4 HT1 2
_ 13 Q0t A* R. H44L ., 1tt. 14 /A004111. 144A
/41,01,
mtiAtiks
os6 34" D►JA. LAi SC.RE
t of. fiat. 6
14 10 111.5$
Designed by: j+)$fr,S Checked by:
TABLE 1. Withdrawal:
s Screws: Metal-to-Plywood Connections(a) Tables 3 and 4 present average
' Depth of Ultimate Lateral Load(Ib)(b) ultimate withdrawal loads for wood
Eo Threaded
o Wood Screws Sheet Metal Screws and sheet metal screws in 1 ood
", Penetration p yw
(in.) #8 #10 #12 #8 #10 #12 and-metal joints, based on analysis of
Y 1/2 415 (500) CD 465 (565) 670
a 5/8 - - 500 (600) 705 test results. Wood screws have a
3/4 - - - 590 (655) 715 tapered shank and are threaded for
_ z°
(a) Plywood was C-D grade with exterior glue(all plies Group 1),face grain parallel to load. only 2/3 of their length. Sheet metal
Side plate was 3/16-thick steel.
(b)Values in parentheses are estimates based on other tests. screws typically have higher ultimate
C
load than wood screws in the smaller
N
o Q 4 . gages, because of their uniform shank
r
diameter and full-length thread.The
difference is not as apparent in the
4 larger gages and lengths because the
- A 1111
taper is not as significant.
a Values shown in Table 3 for wood
2
screws are based on 1/4-in.protrusion
7.1
42
of the wood screw from the back of
T \/ the panel.This was to assure rneasur-
o Wood Screw Sheet Metal Screw able length of thread embedment in
the wood, since the tip of the tapered
oo
TABLE 2. wood screw may be smaller than the
o Sheet Metal Screws: Plywood-to-Metal Connections(a) pilot hole. This was not a factor for
D
Ultimate Lateral Load(Ib)(b) sheet metal screws due to their
Plywood
z
Framing Thickness Screw Size 1/4"-20 Self uniform shanks.
o
(in.) #8 #10 #12 #14 Tapping Screw Adjustment for Species Other
a 0.080" 1/4 330 360 390 410 590 Than Group 1:
2 Aluminum 1/2 630 850* 860 920 970
z 3/4 910* 930* 1250 1330 1440 All the ultimate loads presented in
0 0.078" 1/4 360 380 400 410 650 Tables l through 4 are based on
> Galvanized 1/2 700* 890* 900 920 970 plywood panels of all-Group 1 con-
Steel(14 gage) 3/4 700* 950* 1300* 1390* 1500
0 struction. For plywood panels of other
g (a) Plywood was A-C EXT(all plies Group 1),face grain parallel to load.
r (b) Loads denoted by an asterisk(*)were limited by screw-to-framing strength; species groups, the ultimate loads in
rt
were limited by plywood strength.
g these tables must be adjusted by
0
FeQ
T_
4
0 .. .1111
—o
0W
W
'i''.f Ill13
Z
W
..s
1
an
an
5 2
correction factors presented in Table 5. TABLE 3.
Correction factors apply for both Wood and Sheet Metal Screws: Metal-to-Plywood Connections(a)
Depth of Average Ultimate Withdrawal Load(lb)
lateral and withdrawal loading.The Threaded
Screw Size
adjustment factor for the highest Penetration
(in.) #6 #8 #10 #12 #14 #16
numbered species group present in
3/8 150 180 205 — — —
any veneer should be used. 1/2 200 240 . 275 41616, 350 —
5/8 250 295 345 r 440 —
Fastening Into Plywood Panel Edges 3/4 300 355 415 470 525 —
Fastening into plywood panel edges is 1 - - —. 625 700 775
1-1/8 — — 705 790 875
not normally recommended. For some 2-1/4 — — — — 1580 —
purposes, however, edge fastening
(a) Plywood was C-D grade with exterior glue(all plies Group 1).
may be necessary.Table 6 presents
ultimate lateral and withdrawal loads
for various sizes of wood screws in Lai Q
this application. 1
Estimating Allowable 111111
it�� � �:Ot��
Design LoadsM -i- �A�
0.25' '(�.
It is the responsibility of the designer — ,.
- to select a working load suitable for Wood Screw Sheet Metal Screw
the particular application. A high
degree of variability is inherent in TABLE 4.
� ty Sheet Metal Screws: Plywood-to-Metal Connections(a)
individual fastener test results. Ultimate Lateral Load(lb)(b)
Therefore, for screws in withdrawal, a Plywood
Framing Thickness Screw Size 1/4"-20 Self
working load of about one-sixth of the (in.) #8 #10 #12 #14 Tapping Screw
ultimate load has traditionally been0.080" 1/4 130 150 170 180 220
used for long-duration loads. For Aluminum 1/2 350 470 500 520 500
3/4 660 680 790 850* 790*
normal load duration, the long-term
0.078" 1/4 130 150 170 180 220
working load may be increased by Galvanized 1/2 350 470 500 520 500
10 percent. Normal load duration Steel(14 gage) 3/4 660 680 800 900 850
contemplates fully stressing the con- (a) Plywood was A-C EXT(all plies Group 1).
(b) Loads denoted by an asterisk(*)were limited by screw-to-framing strength;
nection for approximately ten years, others were limited by plywood strength.
either continuously or cumulatively. Q
IMIIIIIIIIIFL,,M
ri
. , ;.
3
1995 APA-The Engineered Wood Associat,
KANSAS SALES DRAWING SUBJECT TO CHANGE
U
Z
Z
O
CO
C.) tt��
/
1 II// 11 a
• iia
MIN 0/A HOOD
f ►--------------I
1__ DAMPER i L 3_sJ
i I
i ! MERV 8 AND MERV 131w
i
F 1 J A O Q
I
\�z — — �-- — —__T VO
I," ` PRE-COOL DX zz •yr o j i_
-I t _ — — c� a at — CO F-
'� ft �-- r 0.~a 1 W V
ii 4-1 r2 4'- CC (LI
;1 4a\Ss'
o _ gm1b ,� Z - o Cf)
I Cr-----n-r- 6 ---r---------7 a,
r
iia n``� POST-COOL DX • ( o c>
I rt-----_________L__L fd.
2: 1t:
oa o
! i`` ' ! r M .:2= w M
f M
-42
r 0 1 I 1 U ..F,i� Z�' [ L1 W
! ! (
!i tn
Uo (' 1.!i! STO�Y
FAN SECTION ! C1' a W
ID
1 � �0
i C.5sU
s`flECTRIC _ ! J vi
I ` I I
I$8Km r.__ r
I , �
K Lu
N
F-
W -Q
o p
�.ice 1 I I i-.,U N 1W1 _ 4 -� N C�
1147- 14 CN`. I c w
_J I L___ I
t i -Icn
may /cr
a ,., 0 ,1 .. INN
p .„ !-ft *EIk1 s.0
r) mil
-T-- 'T
E,...,-------..E.y.: • I E.,:...,:f±:. • I 114111 •
.Ls ,,,,,,,
C+
r
n -
d
n DOOR SIZES AND INTERNAL COMPONENTS ARE APPROX VALUES.DIMENSIONS SHOWN IN INCHES ONLY UNLESS OTHERWISE NOTED.
PRELIMINARY FW84/K/OIMV/UVC
TAG: NPR PORTLAND,OR PRELIMINARY DRAWING ONLY- NOT FOR CONSTRUCTION.
REVISIONS'
XENGINEERED AIR
11gI
DATE DRWN BY: CHKD BY: DRWG NO..
0 0 MAY 252017 DAJ PRELIMINARY
DUCT-RAILS NOT SHOWN ON DRAWING FOR CLARITY
I141 1/2"
r i
\ VA MUM /
\ I
N /
N /
N /
\ / a
\/ 3
24" k 40 1/4" m
A A / \\ 11-1-
= 'u
J >
-1 1 i \\ SUPPLY 0 ry i
/I 1,./. \
_tet AIR FLOW Z
W o
_
0
10 1/B"
1 L J
PLAN VIEW
7 //4"I 1 s'
ELEVATION 1"
1 , 1 ,
,2"
I
�._.._.........,_.��.�_. 137 1/2" .1Jr1
INSIDE TO INSIDE CURB WALLS
FACTORY
B
3 2O INSULATION
/2SI&)€5 = ! L°It 11 5 �: Ifo *4 ►.1 1.i MU
4a BASE r
CHANNEL ''M
Z-BAR WELDED / M"
TO CURB _ ,,,,yf SUPPLY
NEOPRENE GASKET FIELD AIR
MOUNTED(SEE NOTE 1) / •I. I_-
2'X4' / 318'
FACTORY MOUNTED DUCT
FLASHING(BY OTHERS) L. SAL
ROOFING PAPER(BY OTHERS)
RIGID INSULATION(BY OTHERS) 12
CANT STRIP(BY OTHERS)
TAR AND GRAVEL
(BY OTHERS) 0.!0 TQy bn
NOTES: or.- •'-;102:. .
1.318'X 314"NEOPRENE GASKET FOR 2"TO 4"CHANNELS.OR
3/8"X 1-1/2"NEOPRENE GASKET FOR CHANNELS 6"AND OVER. ----• -
t5t 2 CURB MAY BE BROKEN DOWN FOR SHIPPING IN THESE CASES,FIELD
T ASSEMBLY WILL BE REQUIRED BY INSTALLING CONTRACTOR. 2. I F 7 1/8_�
W 3.CONTWUOUS BASE SUPPORT TO CURB PANELS,INCLUDING THE CENTER "'111
SUPPORT PANEL IF SUPPLIED,IS REQUIRED BY OTHERS
t4 DIMENSIONS GIVEN IN INCHES ONLY SECTION A-A
o
-
599991 DRAWING NOT TO SCALE
1 12"HIGH CURB FOR DOWN DISCHARGE UNIT
A
II1gI . ENGINEERED AIR REVISIONS:
DATE: DRWN BY: CHKD BY: DRWG NO.:
Wood B@ant File=1\us1277 f0Ashared_projects1191001290\structural\designlanalysis\cvs portand ec6
ENERCAIC,INC.1983-2017,Build:6.17.1.31,Ver:617.1.31
Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC,
Description pudies-full ahu 2
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
- Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0 ksi
- Fc-Prll 1,150.0 psi Eminbend-xx 510.0 ksi
Wood Species : Spruce-Pine- Fir Fc-Perp 425.0 psi
Wood Grade :No. 1/No. 2 Fv 135.0 psi
Ft 450.0 psi Density 26.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
L(€1.o41
V D(0.25} D(431 0(0.26)
V V T
t t ,
7 .
. .,,,
;,.. ,,.,,
ti_.
2x8
Span=7.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Ream self weight calculated and added to loads
Uniform Load: D=0.0150 ksf, Tributary Width=2.0 ft
Uniform Load: L=0.020 ksf, Tributary Width=2.0 ft
Point Load: D=0.280 k @ 1.670 ft,(new ahu)
Point Load: D=0.280 k @ 5.170 ft,(new ahu)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.809: 1 Maximum Shear Stress Ratio = 0.543 : 1
Section used for this span 2x8 Section used for this span 2x8
fb:Actual = 977.41 psi fv:Actual = 73.27 psi
FB:Allowable = 1,207.50 psi Fv:Allowable _ 135.00 psi
Load Combination +D+L+H Load Combination +D+4,_-4.1
Location of maximum on span = 4.106ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.043 in Ratio= 2095>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.169 in Ratio= 531>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v
+D+H 0,00 0.00 0.00 0.00
Length=7.50 ft 1 0.667 0.460 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.40 1086.75 0.41 55.90 121.50
+D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0 809 0.543 1.00 1.200 1.00 1.15 1.00 1.00 1.00 1.07 977.41 1207.50 0.53 73.27 135.00
+D+Lr4l 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.481 0.331 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.40 1509.38 0.41 55.90 168.75
- +D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.50 ft 1 0.522 0.360 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.40 1388.63 0,41 55.90 155.25