Specifications MEC.Z.o2o-ooG2--I
2400 SCk10 U g F'�'RRy t• !j
OFFICE COPY
7650 S.W.Beveland St. RECEIVED
1M TM RIPPEY Tigard,Oregon 97223
Phone: (503)443-3900 'JUL. 2 $ 7'+
CONSULTING ENGINEERS Fax: (503)443-3700 CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
PROJECT: HUNTER DAVISSON— 7-ELEVEN SCHOLLS FERRY
LOCATION: 12100 SCROLLS FERRY RD.
TIGARD,OR 97223
CLIENT: HUNTER DAVISSON
DATE: JULY 16,2020
PROJECT NUMBER: 20003.19
TABLE OF CONTENTS:
ITEM SHEET NUMBER
GENERAL NOTES N1
SKETCHES SK1—SK2
CALCULATIONS Cl—05
DESCRIPTION:
THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR
INSTALLATION OF TWO(2)REPLACEMENT ROOFTOP UNITS AT THE ADDRESS NOTED
ABOVE.CALCULATIONS TOOK INTO ACCOUNT THE WEIGHT OF THE UNIT AND CURB.
NEW UNITS ARE REPLACING EXISTING HEAVEIER UNITS AT SAME LOCATIONS.
SKETCHES INCLUDE THE CONNECTION OF THE UNIT TO THE CURB AND CURB TO
THE EXISTING STRUCTURE. p�
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ASI:S\:GINE9-4,5)*
L6.720
OREGON
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EXP: 6/30/22
I.
GENERAL STRUCTURAL NOTES
CODE REOUIREMENTS:
CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY
CODE,REFERENCED HEREAFTER AS IBC. •
DESIGN CRITERIA:
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE
FOLLOWING LOADS WERE USED FOR DESIGN:
ROOFTOP UNIT(5T)=656 LBS(UNIT+CURB)(48FC-5T-E-3PH)
BASIC WIND SPEED(3-SEC GUST,ULTIMATE):97 MPH
WIND EXPOSURE: B
SEISMIC IMPORTANCE FACTOR le: 1.0
SITE CLASS:D(ASSUMED)
SDS=0.685
EXISTING CONDITIONS:
THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR
SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR
TO THE START OF THE WORK.
TEMPORARY CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND
WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY
UNDER THE FINAL CONFIGURATION ONLY.
MECHANICAL:
THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING,
FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT
CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION(SMACNA),OR
SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'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 TO FABRICATION.
FLASHING AND WATERPROOFING:
ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS.
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OREGON oa
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N ru100
EXP: 6/30/22
--f /1-p_ TM RIPPEY
1 Yl Consulting Engineers By: KMJ Date:
7650 SW Beveland Street HUNTER DAVISSON—7-ELEVEN SCHOLLS FERRY ChkBy: Date:
Suite 100
Tigard,Oregon 97223 Job#: 20003.19
Phone:(503)443-3900
Sheet: NI Of
� � (E) UNIT TO
`I.tl6,g . R ir 3 BE REMOVED.
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MODEL NO: 48FC-5T-E-3PH —_ II
UNIT WGT= 565 LBS. ' ` �`
Or-Tr7 '4
CURB WGT= 100 LBS. 1 — •'--- --
ATTACH CURB TO EACH (E) *°" +F�. --- '!
TRUSS PER 1/SK2. ATTACH ,. "`�. (E) DOUBLE JOISTS AT
TO MIN. OF (2)TRUSSES 0 ;, a HEAVY END OF UNITS
BOTH SIDES. (4) TOTAL.
gIL '`v +k (E) MANUFACTURED
RTU-2 (5T) 1 : ) �` OPEN WEB WOOD
MODEL NO: 48FC-5T-E-3PH `, ,
JOISTS @ 2'-8" O/C, TYP.
UNIT WGT= 565 LBS. : t P. o
CURB WGT= 100 LBS. * s: a '
16
ATTACH CURB TO EACH (E) * .
TRUSS PER 1/SK2. ATTACH w s r;:
TO MIN. OF (2)TRUSSES -
BOTH SIDES. (4)TOTAL.
1s
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ADDRESS:
, i".�' x ""
12100 SW SCHOLLS FERRY RD. Le ,+".^° ,
T GARD, OR 97223
At\�'J�< ��,1Ne0,„
16,720
C1....) SITE PLAN oR--A115 GEGONc9sNOTES: 9p 2p, ♦- 0
9 I
-ALL WATERPROOFING IS BY OTHERS <A PJ
-EXACT LOCATION PER MECHANICAL PLANS N TURNe
EXP: 6/30/22
TM RIPPEY BY KJ DATE
CONSULTING ENGINEERS HUNTER DAVISSON -7-ELEVEN SCHOLLS FERRY CHK BY DATE
7650 SW Bcvcland,Suite 100
Tigard,Oregon 97223 JOB NO 20003.19
-Phone:(503)443-3900
Fax: (503)443-3700 SHEET SK1 OF
3'I}�
EQ. SPACED .I
BOTH WAYS
TYP.
�gIF{
6,,
16 GA. CLIP
MECHANICAL UNIT N.r.s.
BY OTHERS
16 GA. CLIPS W/ (S)
*10 TEK SCREWS PER
CLIP, (4) CLIPS REQ'D.
SEE DETAIL 'A' FOR Farah 1'-0", TYP.
CLIP LOCATIONFA
I I
WOOD BLOCKING
REQUIRED CLIP
LOCATION
FLASI-IING AND INSULATION MECH. UNIT
NOT SI.4OWN FOR CLARITY
A PLAN
NTb.
1v f
...„„44.,
(E)TOP CHORD
(1) #10 x 2" SCREW TO (E) TOP CHORD AT pp
EACH TRUSS WHEN CURB RUNS
PERPENDICULAR TO TRUSSES. (MIN. OF
4 TOTAL PER UNIT) 18,720 \�
yG 0REG0N
cro
ti TUR03`
CURB SECTION
�s 1(2/ EXP: 6/30/22
TM RIPPEY BY KJ DATE
CONSULTING ENGINEERS HUNTER DAVISSON - 7-ELEVEN SCHOLLS FERRY CHKRY DATE
7650 SW Beveland,Suite 100
Tigard,Oregon 97223 Joe No 20003.19
Phone:(503)443-3900
Fax:(503)443-3700 SHEET SK2 OF
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EXP: ' 6/3'0/22
hANTMRIPPEY BY KY DATE__
CONSULTING ENGINEERS
_... _ CHK BY _DATE
7650 S.W. Beveland St,Suite 100 pa NO "201.90.22.,19
Tigard, Oregon 97223 Phone(503) 443-3900 ___ SHEETC_k_ OF
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 0.60+(0.6W or 0.7E) load cases.
Wind and Seismic Loads on Mechanical Unit
Windspeed:= 97mph
Exposure:_ "B"
Vasd "no" (Is wind speed ASD?)
Seismic Parameters
SDS:_ .685
ap 2.5
RP 6.0
lE:= 1.0
Building Dimensions
Category:= "II"
Roof Elevation:= 30ft Building_Width:= Il0ft Building_Depth 5011
Mechanical Unit Dimensions
Displacement:_ "Fan Unit" RTU 5T
Weight:= 5561b
UnitHeight:= 33.5in
Width:= 46.625in
Length:= 74.5in
Curb:= 14in
Curb_Width:= 37.18in (Dimension for Calculating Overturning Uplift)
SUMMARY(ALL VALUES ARE ASD) Method_Used= "ASCE 7-16-Section 29.5.1"D=556 lb W 3361b
WindUpliflASD=
Displacement="Fan Unit" (From ACSE 29.5-3)
EASD= 1331b
hseismic 2.563 ft
WWindASD=433 lb
(From ACSE 29.5-2)
h 1.979ft X=3.098ft
Wind=
,,. TWindTotalASD '278 th
Notes: TseisnhiCASD=-57lb
1.Positive sign convenion shown.Negative values indicate opposite direcion
2.X equals the Wdth between attachmentprintsforoer.irnirg �M
C2
Connection Calculator https://www.awc,org/calculators/connectiencaic.160106/ccstyle.as...
Design Method I Allowable Stress Design(ASD)
Connection Typell Lateral loading
Fastener Type I Wood Screw
Loading Scenario II Single Shear
Main Member Type I Douglas Fir-Larch
Main Member Thickness 1 1,75 in.
Main Member:Angle of 190
Load to Grain I
Side Member Type lI Steel
Side Member Thickness 16 gage
Side Member:Angle of
Load to Grain ��
Wood Screw Number 10(D=0.19 In,)
Length 11.5 In.
Load Duration Factor I Co= 1.6
Wet Service Factori I C_11 = 1.0
End Grain Factor I C_eg= 1.0
Temperature Factor I C_t= 1.0
Connection Yield Modes
1m 5451bs.
Is 4101bs.
II 223 lbs.
Min 1263 lbs.
Ills 185 lbs.
IV I255lbs.
Adjusted ASD Capacity 185 lbs.
• Wood Screw bending yield strength of 80000 psi is assumed.
• Dowel bearing strengths for wood screws with nominal diameter greater than 1/4 in.
are calculated and rounded to the nearest 50 psi in accordance with NDS Table
11.3.2.
• Length of tapered tip is assumed to be two times the nominal wood screw diameter for
calculating dowel bearing length in the main member.
• ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 I!
Grade 33 Steel is assumed for steel side members less than 1/4 in.thick.
While every effort has been made to insure the accuracy of the information presented,and
special effort has been made to assure that the information reflects the state-of-the-art,neither
the American Wood Council nor its members assume any responsibility for any particular
design prepared from this on-line Connection Calculator.Those using this on-line Connection
Calculator assume all liability from its use.
•
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Connection Calculator https://www.awc.org/calculators/connectioncalc.160106/ccstyle.as...
Design Method Ailowable Stress Design(ASD)
Connection Type)Withdrawal loading
LFastener Type I Wood Screw
Loading Scenario I WA
Main Member Type I Douglas Fir-Larch
Main Member Thickness 1.75 In.
Side Member Type I Steel ;
Side Member Thickness 16 gage
Wood Screw Number 110(D=0.19 in.)
Length II 1.5 in.
Load Duration Factor] C_D= 1.6
LWet Service Factor)I C_M =1.0
Temperature Factor I C t= 1,0
Adjusted ASD Capacity 217 lbs.
• The Adjusted ASD Capacity does not apply for wood screws installed in the end
grain of wood members.
• The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main
member.It does not address head pull-through capacity of the fastener in the side
member.
While every effort has been made to insure the accuracy of the information presented,and
special effort has been made to assure that the information reflects the state-of-the-art,neither
the American Wood Council nor its members assume any responsibility for any particular
design prepared from this on-line Connection Calculator.Those using this on-Iine Connection
Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson
and David Pollock at Washington State University.Support for development of the
Connection Calculator was provided by American Wood Council.
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Search Information 4,11:od.,na-i21 Wat hmetton Square: 40
mud fla
Address: 12100 SW Scholls Ferry Rd,Beaverton,OR
97008,USA 224 ft
Rh w
Coordinates: 45.44412369999999,-122.8007835
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Elevation: 224 ft
Timestam p: 2020-07-10T22:51:15.974Z •
Hazard Type: Seismic
Goo'gle
Reference ASCE7-16 I` Mapd<Repbd(8hiapertgte
Document:
Risk Category: II
Site Class: D-default
Basic Parameters
Name Value Description
Ss 0.856 MCER ground motion(period=0.2s)
Si 0.397 MCER ground motion(period=1.0s)
SMS 1.028 Site-modified spectral acceleration value
SM1 *null Site-modified spectral acceleration value
Sps 0.685 Numeric seismic design value at 0.2s SA
SDI null Numeric seismic design value at 1.0s SA
*See Section 11.4.13
Additional Information
Name Value Description
SDC *null Seismic design category
Fa 1.2 Site amplification factor at 0.2s
Fv *null Site amplification factor at 1.0s
CRs 0.884 Coefficient of risk(0.2s)
CRi 0.866 Coefficient of risk(1.0s)
{
PGA 0.391 MCEG peak ground acceleration
FpGq 1.209 Site amplification factor at PGA
• PGAM 0.473 Site modified peak ground acceleration
TL 16 Long-period transition period(s)
•