Specifications OFFICE COP'S( f-/E-C202/-ce:95-99
//705- çi /99c/F--/C. ,A4/1"-
RECEIVED
AUG 02 2021
7650 S. W. Bo/eland
TM RIPPFY Tigard,Oregon 97223 CITY OF TIGARD
4 Phone: (503)443-3900— WILDING DMSION
CONSULTING ENGINEERS Lax: (503)443-3700
Poitoit\
STRUCTURAL CALCULATIONS
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70897PE -A
PROJECT: 7 PROTEMP-JERSEY MIKES RTU ,111
;-:1Eaom . tu,
LOCATION: 11705 SW PACIFIC DWY Cs,
PORTLAND,OR 97223 •Ak MOO'
IIPM7.1›CLIENT: PROTEMP ASSOCIATES,INC.
DATE: JULY 22,2021
PROJECT NUMBER: 21273
TABLE OF CONTENTS:
ITEM SHEET NUMBER
GENERAL NOTES NI -N2
SI I I PLAN SKI
DITAILS SK2 SK3
Cl -C8
DESCRIPTION:
THIS DESIGN PACKAGE INCLUDES DETAILS AND CALCULATIONS FOR THE
STRUCTURAL SUPPORT OF(2) REPLACEMENT ROOFPOP MECHANICAL UNITS.
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CODE REQUIREMENTS:
CONFORM T6THE2m8 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019QRE@ONSTRUCTURAL SPECIALTY
CODE, REFERENCED HEREAFTER ASIBC,
DBSIGNCRTE
DESIGN WAS BASED 0N THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. |N ADDITION TO THE DEAD LOADS,
THE FOLLOWING LOADS WERE USED FOR DESIGN:
LENNOX6-TONRTU:WEIGHT=8GDLDS.
Y(JRKG-TONRTU:WEIGHT=877LB3.
FLAT-ROOF SNOW LOAD Pi: 25P8F
BASIC WIND SPEED(3'8EC GUST, ULTIK8AJE):D7MPH
WIND EXPOSURE: 8
BUILDING RISK CATEGORY: /|
SEISMIC IMPORTANCE FACTOR le: 1.U0
SITE CLASS: D(QEFAUO)
SDS=0,8A3
SEISMIC DESIGN CATEGORY: D
UNIT PARAMETERS:ap=2.S. Rp=G.O
EXISTING CONDITIONS:
THE CONTRACTOR SHALL FIELD VER|FY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS, THE
CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS
PRIOR TO THE START OF THE WORK.
IONS:TEMPORARY C
THECONTRACTORSHALLBEREGPUNS|DLEF[]RGTHUQTURALGTAEUL|TYOFTHENBWANQEX\ST|NGS7RUCTUHES
AND WALLS DURING CONSTRUCTION, THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR
STABILITY UNDER THE FINAL CONFIGURATION ONLY.
MEMO:
ALL MISCELLANEOUS STEEL:A8TK8A38(Fy=8G,O0UPSU.C/HAS NOTED ASTMA8?2(Fy=50KS|).
ALL STEEL T[>HAVE SHOP COA[
ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED PER ASTM 123 FOR STRUCTURAL STEEL AND ASTM
153 FOR BOLTS AND HARDWARE. FABRICATION OF STEEL THAT|ST0BE HOT DIP GALVANIZED SHALL ALSO MEET
AGTIVIA386. REPAIR OF DAMAGED GALVANIZED COATING SHALL BE MADE WITH PRODUCTS MEETING ASTK8A780AND
AS A MINIMUM SHALL BE 50%GREATER IN THICKNESS THAN THE SURROUNDING GALVANIZING.
SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION, LATEST EDITION. SAWN LUMBER SHALL
CONFORM Tn WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING
RULES, UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF FABRICATION AND DRIED TO A MAXIMUM
0F1596DEp0RE INSTALLATION AND VERIFIED 0YTHEGENER4LCONTRACTOR. GRADES SHALL 8EASFOLLOWS
UNLESS NOTED OTHERWISE ON THE PLANS:
FRAMING ELEMENT SPECIES&GRADE
POSTS AND BEAMS 4xORSMALLER D.F #20RBETTER
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE
COMPANY(OR ENGINEER APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED
PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. HANGERS NOT
SHOWN SHALL BE8|KXPGONHUOF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BECOMMON
NAILS. WO BOX NAILS ALLOWED. FASTENERS AND ACCESSORIES /N CONTACT WITH PRESERVATIVE TREATED WOOD
MUST BE HOT DIPPED GALVANIZED[}R HAVE Zk0AXCOATING. ALL FASTENERS |N CONTACT WITH FIRE RETARDANT
LUMBER MUST BE HOT-DIPPED GALVANIZED. DU NOT INSTALL O.148^x1i/2" NAILS |m HANGERS UNLESS
/Y 'I'M & IPPEV
..................-... -_-_-__ _ By: 8l Ome*_____
7650SVYDoveland Street _ Y xm C|ikay: omo
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Tigard,Oregon 22] ��A: �JJ1 __.
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GENERALSTROCTURALNOTES
SPECIFICALLY NOTED ON THE PLANS& DETAILS. NAIL CALLOUTSSHALLBE INTERPRETED ASFOLLOWS:
NA|LCALbOUT DIAMETER LENGTH
0dCoK*K8QN 0.131" 2 1/2°
10dC0MMOW 0.148° 3"
16WCOK4W0N 0.1621' 31821,
K8ECHAI80AL:
THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT, MECHANICAL, PLUMBING,
FIRE SPRINKLER, MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TDSTRUCTURE
NOT C0NFORK4|NQTO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION (8K4ACNA), OH
SPECIFICALLY DETAILED ON THE MECHANICAL ENGWEER'S DRAWINGS,SHALL BE DESIGNED IN ACCORDANCE OF
THESE GENERAL NOTES, BY AN ENGINEER REGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO
THE ENGINEER PRIOR T0FABRICATION.
FLASHING AND OQJ�jNG�
ALL FLASHING AND WXTERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS.
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Consulting Engineers ----- —�------- --- �` �— ��--
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AREA OF WORK FOR
(2) REPLACEMENT
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ROOFTOP
MECHANICAL UNITS,
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ADDRESS:
11705 SW PACIFIC HWY
PORTLAND, OR 97223
15
SITE PLAN
S kl N.T.S,
BY JH DATE
,....,_ ,..,..„ ,....
CliK BY
M P"),.. CONSMING ENGIN TM RIPPEY EERS
100 NO
PROJEMP - JERSEY NA1g§ RTP DATE
5HEEr SKI or
7650 S.W. lieveland St,Suite 100 21273
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Tigard,Oregon 97223
• NEW RTU (BY SUPLLIER)
MAX WEIGHT (INCLUDING
CURB) . 877 LBS.
FOR EXACT LOCATION
SEE MECHANICAL PLANS.
(E) GANG NAIL .
--* (SK3
WOOD __--- - -- '
TRUSSES @
N.,.
NEW OR EXISTING 4x6 -* -—- - — -—- -—-—
HEADERS CENTERED I
UNDER UNIT CURB AND -„,,,
HUNG FROM (E)TRUSSES SK3)
W/SIMPSON tLUS46' ,.../
HANGER W/(4) 0.148x11/2"
NAILS TO TRUSSES AND
(4) 0.162x31/2 NAILS TO 4x
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NOTES: i fr,Ar,
INSTALL ALL NEW FRAMING PRIOR TO INSTALLING CURB IM 1891PE -r--
-ALL WATERPROOFING IS BY OTHERS
r,,I.,.,ni
, - EXACT LOCATION PER MECHANICAL PLANS
NAIL PLYWOOD SHEATHING TO ALL NEW FRAMING MEMBERS \•'(t----N., , 7,,,, Ati:, .5t-
vw-10c1 NAILS 0 6"0/C.
try3REs: (yaw 7.3
1 TYPICAL FRAMING PLAN AT RTU
S K2 N.T.S.
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1 IlY J H DATE
I i It-LI. N. coNsuurtsoNNSINKERg PROTEMP -JERSEY MIKES RTU CM BY WM
7650 SYkr,Beve1and St,Suite 100 ios No 21 27P --
N Tigard,Oregon 9722,3
— 5KETSK?,
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Ea SPACED / * Ofi
------, .
-----*
MECHANICAL UNIT BY 6o,---„..,,t.,,,fp-
OTHERS.
1g, r...,,A.. cl... P ,.'M VAsItit_kOSIALG cur
16 GA,CLIPS WI(8)#10 TEK \\
SCREWS PER CLIP,(4)CLIPS
REQUIRED.SEE PLAN VIEW
FOR CLIP LOCATION. NI- T-7I
IL / -t-11---V-0", TYP..
C (
WOOD BLOCKING REQUIRED. ------,,,' TOTAL.LIP LOCATION 4)
..........._
FLASHING AND INSULATION . MECH.UNIT OUTLINE.
NOT SHOWN FOR CLAF1ITY.
WATERPROOFING IS BY
OTHERS. PL.4N VIEW
i MIN. 1 1/2"THICK x 3 1/2"
,..1..„.....m.,_,,ammmm *--- WIDE P.T.LEVELING CURB.
/
PROVIDE#10 SCREWS 0 l'-0" \ \ (E)SHEATHING.
0/C.AND AT 6'FROM ENDS 7'; \\ .
OF CURB.MINIMUM 1 1,12" CENTEF1 CURB ON NEW OR /10 PROit: 4k
PEN. INTO STRUCTURAL EXISTING STRUCTURAL
MEMBER. MEMBER.
CI: 7809/PE if::‘
11-1.-A------
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41111 TYPICAL FRAMING PLAN AT RTU .,MIRES: 06130‘1.$
N.T.S.
A'-lob riAlli RIPPEY
II:VI I ‘)..... CONSUIZING ENGINMS PROTEMP -JERSEY MIKES RTU
7650 S.W. lieveland St,Suite 100 JONO 21273
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Tigard,Oregon 97223
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7650 S.W. Beveiand St, Suite 100 jog NO 11 2 f"3..
Tigard, Oregon 97223 Cmt
Phone(503) 443-3900 SHEEP _. ...__or
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7650 5.W. Bevelanci St, Suite 100 100 NO 2%1
Tigard,Oregon 97223
Phone(503) 443-3900 SHEET <-1 OF
General Beam Software F _ � +��
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DESCRIPTION: rtu 1 existing NB
General Beam Properties
Elastic fMlodulus 29,000.0 ksi
Span#1 Span Length = 54.50 ft Area= 10.0 inA2 Moment of Inertia r 100.0 inA4
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Cab ,p05.)444 x
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span 54 50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations
Uniform Load. L7 0.0150,, S=0,0250 ksf, Tributary Width=2.0 ft.
Uniform Load: 0 w 0,04320 ksf,Extent:23.0—>>25 0 ft, Tributary Width=2,0 ft
DESIGN SUMMARY
Maximum Bending= 32.962k-ft Maximum Shear r 2.323 k
Load Combination 40+S-+fi Load Combination fD+S+}f
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Location of maximum on span 25.888 ft Location of maximum on span 0,000 ft
Maximum Deflection
Max Downward Transient Deflection 3.450 in 189
Max Upward Transient Deflection 0.055 in 11943
Max Downward Total Deflection 6.036 in 108
Max Upward Total Deflection 0.024 in 26733
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General Beam Softwate copyright LNIiiRCALC,irrc 1933 2030,11311(1.17 2033 74
Lie,#VKW-0600260;":'14 '.,iLl:.',q',t'f,!;;,e5,'4i:iir:?4,i311%itil,t0lEP.,i44gilfifffij7PRAPAriefi..= :-,f6Wiiii;;; i;:f":, ,',;Mliitts4;j1MAMR,P .:11PPIA§Pti,•,,,92,P., ..."'kg
DESCRIPTION: du 1 new
General Born Properties
Elastic Modulus 29,000,0 ksi
Span#1 Span Length = 54.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 MA4
D(0.0922)
0 *150.)--b )s(0 0.5) ,
_,,--- -, ------
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ft illti, 44,3i
Span=54.50 ft ,
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Applied Loads Service loads entered Load Factors will be applied for calculations,
Uniform Load: 0 ,0.0150, S 3,-:0,0250 ksf, Tributary Width=2,0 ft
Uniform Load: D=0,04610 ksf,Extent=23,0-->>26.0 ft, Tributary Width=2,0 ft
DESIGN SUMMARY
Maximum Bending= 33,186 k-ft Maximum Shear= 2.332 k
Load Combination ±fir-S+H Load Combination +04-S-i H
Span#where maximum occurs Span Ill Span#where maximum occurs Span#1
Location of maximum on span 25,888 ft Location of maximum on span 0,000 ft
Maximum Deflection
Max Downward Transient Deflection 3,450 in 189
Max Upward Transient Deflection 0.055 in 11943
Max Downward Total Deflection 6.071 in 107
Max Upward Total Deflection 0.025 in 26396
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General Beam Software copyright 1 tf1b ft(1,I 1983-2020 Uri 0 12 20 0 24
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DESCRIPTION: rtu 2 existing
General Beam Properties -
Elastic Modulus 29 0Q0.0 ksi
Span#1 Span Length 54.50 tt. Area= 10,0 iri"2 Moment of Inertia = 100.0 in"4
rya orb
to a oa}�r Lo }
}fit» ; 3f3f3E .,
F
Span=.54,50 ft
Applied Loads Service toads entered. Load Factors wilt be applied for calculations.
Uniform Load: D=0,0150, S 0,0250 kst, Tributary Width W 2,0 ft
Uniform Load D=0.03590 ksf,Extent=17.0-4>>20.330 ft, Tributary Width=2,0 ft
DESIGN SUMMARY
Maximum Bending = 31.976 k-ft Maximum Shear= 2.337 k
Load Combination +0+S+i1 Load Combination +D4-Si11
Span It where maximum occurs Span#1 Span#where maximum occurs Span#1
Location of maximum on span 26.160 ft Location of maximum on span 0,000 ft
Maximum Deflection
Max Downward Transient Deflection 3,450 in 189
Max Upward Transient Deflection 0.055 in 11943
Max Downward Total Deflection 5.940 in 110
Max Upward Total Deflection 0,024 in 27571
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General Beam Stiftware,copyrIg18 LHE ftCAt(1,INC 1981-2020,8848,12.20 8 24
p.025,421 .
DESCRIPTION; nil 2 new
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 54.50 ft Area 10.0 402 Moment of Inertia = 100.0 iriA4
D(0,0844)
• ") D(0,03)S(0 05)
)
span 54.50 It
Applied Loads Service loads entered Load Factors will be applied for calculations,
Uniform Load: D=0 0150, S=0.0250 ksf, Tributary Width=2.0 ft
Uniform Load: D=0,04220 ksf,Extent= 17.0-->>20,330 ft, Tributary Width=2.0 ft
DESIGN SUMMARY
Maximum Bending= 32.383 k-ft Maximum Shear= 2.365 k
Load Combination +00,S+H Load Combination 4D+8 rFi
Span#where maximum occurs Span#I Span#where maximum occurs Span#1
Location of maximum on span 26,160ft Location of maximum on span 0,000 ft
Maximum Deflection
Max Downward Transient Deflection 3,450 in 189
Max Upward Transient Deflection 0.055 in 11943
Max Downward Total Deflection 6.013 in 108
Max Upward Total Deflection 0.024 in 26796
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CONSULTING I."Itit:.INI,>iItN
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7650 S.W. Beveland St,Suite 100 tOB NO, 2,1 3
Tigard, Oregon 97223
Phone(503) 443-3900
2-N7
• Wind and Seismic Loads on Mechanical Unit
Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based
on the ASCE 7-16.Hold down forces are calculated based on 0.6D+(0.6W or 0.7E) load cases,
Wind and Seismic Loads on Mechanical Unit
Windspeed:,, 97mph
Exposure:= "B"
Vasd "1101' (Is wind speed ASD?)
Seismic Parameters
S .= 0.693
DS
a .= 2.5
P
It •=' 6.0
P
1 1.0
E'—
Building Dimensions
Category "11"
Roof Elevation := 2011 Building Width:= 25011 Building_Depth 5511
Mechanical Unit Dimensions
Displacement :--- "Fan Unit"
Weight 8771b
Unitlieight := 33in
Width 45in
Length:= 83in
Curb 14in
Curb Width:= 37in (Dimension for Calculating Overturning Uplift)
Method Used "ASCE 7-16-Section 29.5.1"
SUMMARY ALL VALUES ARE ASD
D=877 lb
WWindl)pliflASD=324 lb
Displacement "Fan Unit" (FromACSE 29.5-3)
EAsi) 213 lb
['seismic= 2.542 i
WWindAS =429 lb
ID
(FromACSE 29 5-2)
X 3.083 ft
hWind 1 968 11 172 lb
TWindTotalASD
--88
Notes: sotsmicASD lb
1 Positive sign convention shovel.Negative values indicate opposite direction
2,X equals the width betviken attachment points for overturning
400•1'
P.,,T V) 2
,
• Wind and Seismic Loads on Mechanical Unit
Worksheet Calculates the wind arid seismic forces for a rooftop mounted mechanical unit based
on the ASCE 7-16. Hold down forces are calculated based on 0.6D+(0.6W or 0.7E) load cases.
Wind and Seismic Loads on Mechanical Unit
Windspeed:= 97mph
Exposure
Vasd:' "no" (Is wind speed ASD?)
Seismic Parameters
0.693 SDS:'''
a .= 2.5
P '
6,0
P '
I •-. 1.0
E•
Building Dimensions
Category:=- "11"
Roof Elevation := 2011 Building Width:= 250ft Building_Depth:= 5511
Mechanical Unit Dimensions
Displacement:= "Fan Unit"
Weight:= 8501b
Unitl leight := 47in
Width := 47in
Length := 83in
Curb:= 14in
Curb Width:= 38in (Dimension for Calculating Overturning Uplift)
fiL .
SUMMARY(ALL VALUES ARE ASD) Method_Used = "ASCE 7-16-Section 29.5.1"
''"D WwiplifIASD850 lb 3,11 lb
.
Displacement — "Fan (Mit" 1 ndU(From ACSE 29.5-3)
EASD(
-206 lb
hscisinic. 3.125 ft fa
WWindASD - 561 lb
(FromACSE 29.5-2)
2.542 ft X .3.1670
11Wind '''
TWindIotalASD --366 lb
IseisinicASD = —52 lb
Notes:
1 Positive sign cower ition stiown.Negative values indicate opposite direction
2 X equals the width between altachmenl points for overturning
11\ifl:k.,
((1