Specifications (8) 25-0"
p /j/�j %/�j
Task: Check roof framing for the - _ 1
rep
addition of a new mechanical NI 1
• • • ,, �
unit (similar size/weight as other j--
mech units used for other • ,- Ar
a IA tenants in this strip mall). • /Z. �• •• / /"
Design the mechanical unit o n; o;
anchorage for seismic DASHED UNE INDICATES ■ / a 4H a • J /
attachment to the roof. LOCATION ( /
PA 7 HF * ■ Q 71AD8 /
a a a I ■ /
a ■ ■ 1 * ■ /
P1' ■ ■ a •
At ■ a • * a
• 4 a se De/
* ■ a a •/
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a ■ , ■
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NOTE;
a ■ •ACOUSTIC CELNGGRID:• •
1 ■ *SET ELEVATION 17 ■ / * I,..
a ® EBELOwOF eoII0NOH0Im• / .J•IX61NG ROOF
■ IN ■FRAMNG*PBERS ■ ■
211 III * a / a
a ■ • ■ / a
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r
0 SUITE X REFLECTED CEIUNG PLAN -UGHTING OPTION 'A'
101.4
Project Job no
James G. Pierson, Inc.
Dance Studio—Suite X
Consulting Structural Engineers Location Date
13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Schlesinger Companies Page 2 of 16
Seismic Design Forces on Mechanical Units
Task: Determine the lateral forces(seismic)and required connections for HVAC equipment
installed onto a floor. The vertical adequacy of the structure for the weight of the
equipment and other dead and live loads is beyond the scope of this section of the analysis
and is by others unless specifically noted herein.
References: 2012 IBC (2014 OSSC) Section 1613.1
ASCE 7-10 Section 13.6 for mechanical components and systems
12!.72016 Design Maps Summary Report
Criteria: muses Design Maps Summary Report
• User-Specified Input
Report Title Buster&Ully's
Seismic Design Category D, riMMiattifir=,221f et 224ci
Component Importance Factor Building Code Reference Document 2012/201S International Building`ode
=CP,t xes uses naffs;lea Abiai it iMM)
Ip= 1.00 f 1 Site Coordinates 45.4293°N,122.797°01
Latitude = 45.420 Site Soil Classification Site Crass D-'Stiff soil"
Longitude=-122.797
Risk Category =1")
Site class
Beaverton
Risk Category II
Wp=500 lb
h =34 in Tttrs' '
F
w=46 in tt" I
1=74 inVicurb 100 lb
heath=8 in
Mapped acceleration parameters(Section 11.4.1)USGS-Provided Output
at short period Ss=0.959 s,= 0.959 g S., 1.0718 sem= 0.714 8
at 1 sec period Si =0.421 s,= 0.421 g s„,.- 0.6665 g s„= 0,443 9
For information on how the SS and Sd values above have been calculated from probabilist c frisk-targetad)and
deterministic ground mellitus to the direction of maximvnb horizontal response,please return to the application and
Site coefficient at short period(Table 11.4-1) setact the'2009 NEHRP'building code reference document,
Fa=1.116
xicE xpecnmm Destan Respease Savanna
at 1 sec period(Table 11.4-2)
Fv=1.579
H
Spectral response acceleration parameters a°
at short period(Eq. 11.4-1)
SMs=FaxSs=1.071 ”'
at 1 sec period(Eq. 11.4-2)
Sunt =Fv x S,=0.665
> �c_o`rr e aa<ccn(;3'n^9 rhe».Th <ort sti�'_ti5:+ir.B :..:^etAri a3 s-�bje,C ,ai_er rt aaeird�z-
Design spectral acceleration parameters(Sect 11.4.4)
Source: http://geohazards.usgs.gov/designmaps/us/application.php
at short period(Eq. 11.4-3) SDS= 2/3 x SMS=0.714
at 1 sec period(Eq. 11.4-4) So,=2/3 x SM, =0.443
Project Job no.
James G. Pierson, Inc. Dance Studio—Suite X
Location Date
Consulting Structural Engineers
13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel (503)226-1286 Fax (503)226-3130 Client Sheet no.
Schlesinger Companies Page 3 of 16
Application of OSSC and ASCE 7-10 Requirements:
Section 13.3 Attachments for floor or roof mounted equipment greater than 400 lbs in weight
need to be designed for seismic forces
Section 13.3-1 - Design for Total Lateral Force
F = apRalp 1+3—)W xp
Total design lateral force P r Eq. 13.3-1
Except that: Fp >0.7CaI pWp and Fp <_4CaI pWp (32-3)
Table 13.6-1 -Horizontal Force Factors, ap and Rp
Electrical, mechanical and plumbing equipment and associated conduit and
ductwork and piping. - ap = LO and Rp=2.5
Unit on flat roof above mechanical room so h.= 16 ft hr= 16 ft
Load Combinations -Members and the connection design shall use the load combinations and
factors specified in Section 2.3.2. The reliability/redundancy factor may be taken as 1.0 and Fp is
substituted for Qe.
Design Lateral Force:
Fp=0.4 * ap * SDS*Ip /Rp* (1 +2 * hx/hr) *Wp Fp= 171.300 lbs Eq. 13.3-1
Fp need not exceed Fpi = 1.6* SDS* Ip* Wp-=571.001 lbs Eq. 13.3-2
Fp shall not be less than Fp2=0.3 * SDS* Ip * Wp=107.063 lbs Eq. 13.3-3
The design is controlled by Fp= 171.300 lbs
Fpcurb=0.4 * ap * SDS* Ip /Rp* (1 +2 * hx/hr) *Wcurb Fpcurb=34.260 lbs Eq. 13.3-1
Project Job no.
James G. Pierson, Inc. Dance Studio—Suite X
Consulting Structural Engineers Location Date
13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Schlesinger Companies Page 4 of 16
Overturning:
Overturning will be controlled by Equation 2.3.2-7 of the Basic Load Combinations for Strength Design
which is:
0.9D + E
In this equation, according to ASCE 7 the value of E shall include
E=pQe- 0.2SdsD= 1.OQe - [0.2xSDsxWp] =Qe—o.143D
Therefore,when substituting Qe Equation 16-18 becomes 0.757 D+ E
Assume Center of gravity of unit and curb is located at center of height. The following forces apply to
allowable stress stability calculations using Equation 16-18 as modified for Qe
Unit Mass = 0.757 D=378.625 lbs
Fp= 171.300 lbs
46.000 in
Cabinet
Fp= 171.300 lbs
=34.000 in
U,j itMass =378.625 lbs
Floor
.e }
=8.000 in
1C FLANnE BEARING
Project Job no.
James G. Pierson, Inc. Dance Studio—Suite X
Location Date
Consulting Structural Engineers 13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel (503)226-1286 Fax:(503)226-3130 Client Sheet no.
Schlesinger Companies Page 5 of 16
Compute Stability about bottom of curb
h=34.000 in
h/2= 17.000 in
hcurb=8.000 in
w=46.000 in
w/2=23.000 in
Overturning_Moment=Fp X h/2 +hcurb)=4282.510 lbs_in
Curb Overturning_Momentc =Fpcurb X hcurb=274.081 lbs_in
Total Overturning Moment= =4556.591 lbs_in
Restoring_Moment= (UnitMass +UnitMassc)x w/2 = 10450.045
lbs_in
Safety Factor Against Overturning=Restoring_Moment/`1 %1 =2.293
Project Job no.
James G. Pierson, Inc. Dance Studio—Suite X
Location Date
Consulting Structural Engineers
13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Schlesinger Companies Page 6 of 16
Base Connection From Curb to Roof Diaphragm:
For typical roof top units, seismic attachment becomes a relatively simple matter of making a positive
connection from the standard steel channel curb into the roof diaphragm system.
For a wood roof system, it will ordinarily be more convenient to use working stress values for connector
designs. Generally, it will not be necessary to go beyond the connector(screw of lag)design as the
relatively small horizontal forces can be absorbed by the roof diaphragm.
Most mechanical curbs come pre-punched for base screw of lags, and many mechanical subcontractors
will habitually use lag screws for this attachment. Often these lag screws are found to be 3/8" diameter,
apparently stemming from standard plumbing/mechanical braces &brackets fabricated for"SMACNA"
standard applications. The use of 3/8" diameter lags is unnecessary (but certainly acceptable)and smaller
connectors are also acceptable.
Examples of Suitable Connectors:
Simpson SDS 1/4 x 2 screw
Shear Capacity in D.F. 303 lb with 10 gage side plate
327 lb with 3 gage side plate
2002 NDS 1/4" Dia. Lag Screw
G "=" 0.49 D.F. Zii=220 lb ZPERP.= 160 w/10 gage plate
Ztt=260 lb ZPERP.= 190 w/3 gage plate
2002 NDS #14 Gage Cut Thread
Wood Screw
D=0.242
G"_"0.49 D.F. Z= 182 lb w/10 gage plate
Z=221 lb w/3 gage plate
The lowest value found above is 160 lbs for perp. to grain installation of 1/4" diameter lag. For
seismic shear this value would be 1.33(160 lbs)=213 lbs
Thus it seems prudent to construct a table using a conservative value of 150 lbs per connector,to
allow for any imperfections of connection installation such as minimal penetration or edge
distances, and base the table on the following screws or lags.
#14 x 2-1/2" Cut Thread Wood Screw
1/4" Dia. x 2-1/2" min. Standard Lag Screw
Simpson SDS 1/4" x 2-1/2" Hex Head Wood Screw
Project Job no.
James G. Pierson, Inc. Dance Studio—Suite X
Location
Date
Consulting Structural Engineers
13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Schlesinger Companies Page 7 of 16
Unit Report For 3T
Project: -Untitled202 02/15/2019
Prepared By: 02:56PM
Unit Parameters Dimensions(ft. in.)&Weight(lb.
Unit Model. 48FCEA04A2A5-0A0A0 Unit Length 6'2.375"
Unit Size. 04(3 Tons) Unit Width. 3' 10.625"
Volts-Phase-Hertz 208-3-60 Unit Height- 2'9.375"
Heating Type. Gas *** Total Operating Weight 482 lb
Duct Cfg. Vertical Supply/Vertical Return
Medium Heat *** Weights and Dimensions are approxim. e. ci. t d•;s
Standard One Stage Cooling Models not include unit packaging. Approximate • -
provided primarily for shipping purposes.For exact
dimensions and weights,refer to appropriate product
data catalog.
Lines and Filters
Return Air Filter Type. Throwaway
Return Air Filter Quantity 2
Return Air Filter Size. 16 x 25 x 2
Unit Configuration
Direct Drive-EcoBlue-Medium Static
Al/Cu-Al/Cu
Base Electromechanical Controls
Standard Packaging
Warranty Information
1-Year parts(std.)
5-Year compressor parts(std.)
10-Year heat exchanger-Aluminized(std.)
No optional warranties were selected.
NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods.
Ordering Information
Part Number Description Quantity
48FCEA04A2A5-0A0A0 Rooftop Unit 1
Base Unit
Direct Drive-EcoBlue-Medium Static
None
Packaged Rooftop Builder 1.490 Page 2 of 9
Page 8 of 16
Certified Drawing for 3T
Project: -Untitled202 02/15/2019
Prepared By: 02:56PM
1 1X15 WCINENT IS TIE P1WEAI:4
OF 511 Cl1NLiF,101/1015 5,6X15510*01 1HESE W41IX55 W IOCYIENTS
NOTES: UNIT J X (Carrier')ixiiiwi c0irnii iiii NOT 51'oxLO51D ON ISIo01T10A 00[11011115111X11 XA5i PE110*6UtE W
1. DIMENSIONS ARE [N INCHES DIMENSIONS 33 3/8 18 5/15 C16N.11NNNN0YF 111105111111(1 COISENT. ACC[PIM[[11 C0*TMCi.
IX[ 1 ARE IN MIIIIMETE 5 18FCNNO4 3 3/ [ 5/
2.& CENTER OF GRAVITY 48E0005 33 8111 3/8 14 13111 7/0 CONNECTION SIZES
1
33-3/8 A 1 3/8'[35]DIA FIELD POWER SUPPLE HOLE
/BFCNN06 33 14 7/8 18181
3.y DIRECTION OF AIR FLOW 1841111 13771 A 2' [501 DIA POKER SUPPLY KNOCKOUT
481CN NSI 11 311 IB 5/8 32-1/8 . ' -IC 1 3/1•[511 DIA GAUGE ACCESS PLUG
4. [OPTIONAL
OPTALL VIEW DRAWN USING 3RD ANGLE - 11051] U721 [8171 ELR HOOD
IOP 1IIONA0X611 D 7/8'(221 DIA FIELD CONTROL WIRING HOLE
16
[1071 E 3l/'-14 NPT CONDENSATE DRAIN
25-5/8
6521 F 1/2'-14 NPT GAS CONNECTION
RETURN AIR 1 G 2 1/2' 1641 DIA POWER SUPPLY KNOCK-OUT
F 1 4•-a
• /7 ' C_ TARE-THE-BASE CHART
./.4, `.---,. 10-7/0 RETURN THESE HOLES REOUI8AIS. EO FOR USE
10/// ��//� 12771 AIR CRBTYR008A00, 009600
I D11��1.1�IIIII,1 THREADED VIRE AEO'D HOLE
I'���1"l`\�", 1 •• •• - CONDUIT SIZE USE SIZES IMAX.]
\\���o.1",--.t.:.1., � .../ f it .
\.....� (o I W 1/2' 115V 7/8' [22.21
1/-118 '% J f z 1/2• 240 7/8' [22.21
11120.91 Y E ALT. 29-112 Y 314' POWER 1-118' [28.6]
- � CONDENSATE - 17-311 [1181 Zs (0096001 1/2•FPT GAS 1-118' [28.6]
�Z 1 DRAIN AG 11511 FOR'TNRU-THE-AASEPAX'FACTORY OPTION,
IN BASEPAN SUPPLY 26-518 FITTINGS FOR ONLY 6, Y, 8 2 ARE PROVIDED
7 F A]A [615] SUPPLY
14-1/2 I ' AIR N (0086001 PROVIDES 3/4'FPT THAU CURB
FLANGE 8 FITTING.
[369] 12.112 11-112 SEE THRU THE-1\-. %
[318] 12931 . •BASE CHART ••�• •1 i
+I 1 Cj WE 1 • 1
10-1/8 '.----2X 23-3/4--I 4 _6-1//
[256] (6031 �� 1811
(30 11581
4 FLUE I 12-1(8
[1011 HOOD Vim-[3071 I
K 1�28 25 - 1A-3(8
(6351 [4661
z%4-188 TOP
[118] E STD.
CONDENSATE 10-7/81
LECTRICAL DRAIN [215] ' [25]
DISCONNECT _
V LOCATION FILTER
CONDENSER1• ••='.
IIA,B,GOPTIONALCONTROLBOMlliCOILFACTORY ACCESSPANEL 25-311INSTALLEDINDOOR BLOWER1T-3/8 [653[1411
DISCONNECT ACCESS PANELSUPPLY AIR AETUROPTIONALI 1l AIR __FACTORY l f INSTALLED ==T-=
CONVENIENCE I� ®F ANDLE 11-1/8 I_I 21 11//
OUTLET ---'''HHH''' �-
A FT
QI19-I/t f� [3021 I''�O ) [5391 OUTSIDE
[191] AIR
11-1/1 -moi! 1_ �� 6-5/8 [2871
III!'
.� , i� a -_- 411111.1
����_ Wr__li 1168] Y •+,OO L..,..1 Lam• -_-���
J HANDLE 5-3(4 WWI 6-3/8 7 5.3/1
3-3A d6-5/8 8-3/8 [116] 11611 [1711 11461
[95] [1186] 301/8 [214]
17661 26-7/8
[6821
0•1LEFT !18898 [786] BAROMETRIC
CO RELIEF
CD
SUPPLY Jr FLOW
FRONTCID AIR RETURN
Q RIGHT
AIR
6)
ITC CLASSIFICATION SHEET DATE SUPERCEDES 48FC 04-01 SINGLE PACKAGE ELECTRICAL REV
U.S. ECCN:NSR 1 OF 3 09/01118 06122/18
COOLING WITH GAS HEAT 48TC003093 A
Packaged Rooftop Builder 1.490 Page 3 of 9
X
-.3k
-.06k/ft _
1 I ' II ' ' ,� III!!!I wpm , j
�1 ri0 3 �t,5 '/ 7 4i0 9 '/01 '/o 13 �i d 15 '10 17 ri<,19 ri,�21 I ' 23
la qui Op Op Op Ori 4:1.0 Ori Of, l
4 6 8 10 12 14 16 18 20 22
Loads:BLC 1,DL
Envelope Only Solution
Pierson SK- 1
prg Suite X Feb 23, 2019 at 11:42 AM
RTU Truss Calc 2-23-19.r3d
Page 10 of 16
Company : Pierson Feb 23,2019
I iIRISA Designer : prg 11:42 AM
Job Number : Checked By.
=,r Model Name : Suite X
Wood Material Properties
Label Type Database Species Grade Cm Emod Nu Therm(..Dens[k/ft...
1 DF Solid Sawn Visually G... Douglas Fir-Larch No.2 1 .3 .3 .035
2 SP Solid Sawn Visually G... Southern Pine No.1 1 .3 .3 .035
3 HF Solid Sawn Visually G... Hem-Fir No.1 1 .3 .3 .035
4 SPF Solid Sawn VisuallyG... Spruce-Pine-fir No.1 1 .3 .3 .035
5 24F-1.8E DF.. Glulam NDS Tabl.. 24F-1.8E DF BAL na 1 .3 .3 .035
6 24F-1.8E DF.. Glulam NDS Tabl.. 24F-1.8E DF UNBAL na 1 .3 .3 .035
7 24F-1.8E SP.. Glulam NDS Tabl.. 24F-1.8E SP BAL na 1 .3 .3 .035
8 24F-1.8E SP.. Glulam NDS Tabl.. 24F-1.8E SP UNBAL na 1 .3 .3 .035
Wood Section Sets
Label Shape Type Design List Material Design Rules A[in 2] lyy[in4] Izz[in4] J[in4]
1 2x6 2X6 Beam None DF Typical 8.25 1.547 20.797 5.125
2 2x4 2X4 Column Rectangular DF Typical 5.25 .984 5.359 2.877
Wood Design Parameters
Label Shape Length[... le2[ft] lel[ft] le-bend to... le-bend bo... Kyy Kzz CV Cr y sway z sway
1 M1 2x4 4.502 0 Lbyy Yes
2 M2 2x4 4.502 2.25 2.25 Lbyy Yes
3 M3 2x4 4.502 0 0 Lbyy Yes
4 M4 2x4 4.502 0 0 Lbyy Yes
5 M5 2x4 4.502 0 0 Lbyy Yes
6 M6 2x4 4.502 0 0 Lbyy Yes
7 M7 2x4 4.502 0 0 Lbyy Yes
8 M8 2x4 4.502 0 0 Lbyy Yes
9 M9 2x4 4.502 0 0 Lbyy Yes
10 M10 2x4 4.502 0 0 Lbyy Yes
11 M11 2x4 4.502 0 0 Lbyy Yes
12 M12 2x4 4.502 0 0 Lbyy Yes
13 M13 2x4 4.502 0 0 Lbyy Yes
14 M14 2x4 <,4.502 0 0 Lbyy Yes
15 M15 2x4 4.502 0 0 Lbyy Yes
16 M16 2x4 4.502 0 0 Lbyy Yes
17 M17 2x4 4.502 0 0 Lbyy Yes
18 M18 2x4 4.502 0 0 Lbyy Yes
19 M19 2x4 4.502 0 0 Lbyy Yes
20 M20 2x4 4.502 0 0 Lbyy Yes
21 M21 2x4 4.502 0 0 Lbyy Yes
22 M22 2x4 4.502 0 0 Lbyy Yes
23 M23 2x6 50.417 4 4 Lbyy Yes
24 M24 2x6 45.833 4 4 Lbyy Yes
Member Point Loads
Member Label Direction Magnitude[k,k-ft] Location[ft,%]
No Data to Print ...
RISA-3D Version 17.0.2 [Z:\...\13707 SW Pacific Hwy- HVAC\Suite X\RTU Truss Calc 2-23-19.r3d] Page 1
Page 11 of 16
111RI SA Company : Pierson Feb 23,2019
p Y
Designer : pr 11:42 AM
Job Number Checked By.
,,- ,,, , €,.,, Model Name : Suite X
Member Distributed Loads (BLC 1 :DL)
Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft...Start Location[ft,%] End Location[ft,%]
1 M23 PY -.06 -.06 0 0
Member Distributed Loads (BLC 2:RLL)
Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft...Start Lo cation[ft,%] End Location[ft,%]
1 M23 PY -.1 -.1 0 0
Load Combinations
Descripti... Solve PDelta S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac...
1 Deflectio... Yes Y DL 1
2 Deflectio... Yes Y LL 1
3 Deflectio... Yes Y DL 1 LL 1
4 IBC 16-1 Yes Y DL 1.4
5 IBC 16-2... Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL .5
6 IBC 16-2... Yes Y DL 1.2 LL 1.6 LLS 1.6
7 IBC 16-3... Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1
Envelope Wood Code Checks
Member Shape Code Check L. ,..LC Shea...Loc...... LC Fc'[k..Ft'[k...Fb1' ...Fb2' ...Fv'[k RB CL CP Eqn
1 M1 2X4 .421 • 3 .000 0 z 3 .35 .863 1.535 1.708 .18 9.167 .989 .225 3.9-1
2 M2 2X4 .346 I 3 .000 0 z 3 1.048 ,863 1.535 1.708 .18 9.167 ,989 .675 3.6.3
3 M3 2X4 .339 0 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 ,989 1 3.9-1
4 M4 2X4 .188 . 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3
5 M5 2X4 .196 . 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1
6 M6 2X4 .109 f 3 .000 0 'z 3 1.552 .863 1.535 1.708 ,18 9.167 ,989 1 3.6.3
7 M7 2X4 .125 •` 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 .989 1 3.9-1
8 M8 2X4 .070 0` 3 .000 0 z 3 1.552 .863 1.535 1.708 ,18 9.167 _989 1 3.6.3
9 M9 2X4 .055 • 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 .989 1 3.9-1
10 M10 2X4 .031 . 3 .000 0 z 3 1.552 .863 1.535 1.708 ,18 9.167 ,989 1 3.6.3
11 M11 2X4 .008 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3
12 M12 2X4 .013 • 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 '9.167 ,989 1 3.9-1
13 M13 2X4 .047 0 3 .000 0 z 3 1.552 .863 1.535 1.708 ,18 9.167 ,989 1 3.6.3
14 M14 2X4 .083 • 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1
15 M15 2X4 .085 3 .000 0 z 3 1.552 _863 1.535 1.708 ,18 9.167 ,989 1 3.6.3
16 M16 2X4 .153 • 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 .989 1 3.9-1
17 M17 2X4 .124 I 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 ,989 1 3.6.3
18 M18 2X4 .223 0 3 :000 0 z 3 1.552 .863;1.535 1.708 .18 9.167 .989 1 3.9-1
19 M19 2X4 .162 • 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 ,989 1 3.6.3
20 M20 2X4 .291 , 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 .989 1 3.9-1
21 M21 2X4 .206 . 3 .000 0 z 3 1.552 ,863 1.535 1.708 .18 9.167 .989 1 3.6.3
22 M22 2X4 .372 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167" .989 1 3.9-1
23 M23 2X6 .549 48.; . 3 .150 4.63 y 3 .433 .748 1.327 1.547 .18 10.832 .986 .292 3.9-1
24 M24 2X6 .892 • • 3 .004 0 y 3 .433 .748 1.327 1.547 .18 10.832 .986 .292 3.9-1
(e) truss okay for new
mechanical unit
RISA-3D Version 17.0.2 [Z:\...\13707 SW Pacific Hwy- HVAC\Suite X\RTU Truss Calc 2-23-19.r3d] Page 2
Page 12 of 16
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Company : Pierson Feb 23,2019
g11:42 AM
iIRISA Job DesiNumberner prg Checked By.
Model Name : Suite X
Envelope Member Section Forces (Continued)
Member Sec Axial[k] LC y Shear[k_ LC z Shear[kl LC Torque[k... LC y-y Mom... LC z-z Moment[k-... LC
52 min -.25 1 0 1 0 1 0 1 0 1 0 1
53 3 max 0 2 0 3 0 3 0 3 0 3 0 3
54 min -.25 1 0 1 0 1 0 1 0 1 0 1
55 M10 1 max .255 3 0 3 0 3 0 3 0 3 0 3
56 min 0 2 0 1 0 1 0 1 0 1 0 1
57 2 max .255 3 0 3 0 3 0 3 0 3 0 3
58 min 0 2 0 1 0 1 0 1 0 1 0 1
59 3 max .255 3 0 3 0 3 0 3 0 3 0 3
60 '' min 0 2 0 1 0 1 0 1 0 1 0 1
61 M11 1 max .065 3 0 3 0 3 0 3 0 3 0 3
62 min 0 2 0 1 0 1 0 1 0 1 0 1
63 2 max .065 3 0 3 0 3 0 3 0 3 0 3
64 min 0 2 0 1 0 1 0 1 0 1 0 1
65 3 max .065 3 0 3 0 3 0 3 0 3 0 3
66 min 0 2 0 1 0 1 0 1 0 1 0 1
67 M12 1 max 0 2 0 3 0 3 0 3 0 3 0 3
68 min -.06 1 0 1 0 1 0 1 0 1 0 1
69 2 max 0 2 0 3 0 3 0 3 0 3 0 3
70 min -.06 1 0 1 0 1 0 1 0 1 0 1
71 3 max 0 2 0 3 0 3 0 3 0 3 0 3
72 min -.06 1 0 1 0 1 0 1 0 1 0 1
73 M13 1 max .381 3 0 3 0 3 0 3 0 3 0 3
74 min 0 2 0 1 0 1 0 1 0 1 0 1
75 2 max .381 3 0 3 0 3 0 3 0 3 0 3
76 min 0 2 0 1 0 1 0 1 0 1 0 1
77 3 max .381 3 0 3 0 3 0 3 0 3 0 3
78 min 0 2 0 1 0 1 0 1 0 1 0 1
79 M14 1 max 0 2 0 3 0 3 0 3 0 3 0 3
80 min -.376 1 0 1 0 1 0 1 0 1 0 1
81 2 max 0 2 0 3 0 3 0 3 0 3 0 3
82 min -.376 1 0 1 0 1 0 1 0 1 0 1
83 3 max 0 2 0 3 0 3 0 3 0 3 0 3
84 min -.376 1 0 1 0 1 0 1 0 1 0 1
85 M15 1 max .695 3 0 3 0 3 0 3 0 3 0 3
86 min 0 2 0 1 0 1 0 1 0 1 0 1
87 2 max .695 3 0 3 0 3 0 3 0 3 0 3
88 min 0 2 0 1 0 1 0 1 0 1 0 1
89 3 max .695 3 0 3 0 3 0 3 0 3 0 3
90 min 0 2 0 1 0 1 0 1 0 1 0 1
91 M16 1 max 0 2 0 3 0 3 0 3 0 3 0 3
92 min -.691 1 0 1 0 1 0 1 0 1 0 1
93 2 max 0 2 0 3 0 3 0 3 0 3 0 3
94 min -.691 1 0 1 0 1 0 1 0 1 0 1
95 3 max 0 2 0 3 0 3 0 3 0 3 0 3
96 min -.691 1 0 1 0 1 0 1 0 1 0 1
97 M17 1 max 1.013 3 0 3 0 3 0 3 0 3 0 3
98 min 0 2 0 1 0 1 0 1 0 1 0 1
99 2 max 1.013 3 0 3 0 3 0 3 0 3 0 3
100 min 0 2' 0 1 0 1 0 1 0 1 0 1
101 3 max 1.013 3 0 3 0 3 0 3 0 3 0 3
102 min 0 2 0 1 0 1 0 1 0 1 0 1
103 M18 1 max 0 2 0 3 0 3 0 3 0 3 0 3
RISA-3D Version 17.0.2 [Z:\...\13707 SW Pacific Hwy- HVAC\Suite X\RTU Truss Calc 2-23-19.r3d] Page 4
Page 14 of 16
Company : Pierson Feb 23,2019
I I 1 R' Designer prg 11:42 AM
sA Job Number Checked By.
K,. °1,,,. Model Name : Suite X
Envelope Member Section Forces (Continued)
Member Sec Axial[k] LC y Shear[kl LC z Shear[kl LC Torque[k... LC y-y Mom... LC z-z Moment[k-... LC
104 min -1.011 1 0 1 0 1 0 1 0 1 0 1
105 2 max 0 2 0 3 0 3 0 3 0 3 0 3
106 min -1.011 1 0 1 0 1 0 1 0 1 0 1
107 3 max 0 2 0 3 0 3 0 3 0 3 0 3
108 min -1.011 1 0 1 0 1 0 1 0 1 0 1
109 M19 1 max 1.317 3 0 3 0 3 0 3 0 3 0 3
110 min 0 2 0 1 0 1 0 1 0 1 0 1
111 2 max 1.317 3 0 3 0 3 0 3 0 3 0 3
112 min 0 2 0 1 0 1 0 1 0 1 0 1
113 3 max 1.317 3 0 3 0 3 0 3 0 3 0 3
114 min 0 2 0 1 0 1 0 1 0 1 0 1
115 M20 1 max 0 2 0 3 0 3 0 3 0 3 0 3
116 min -1.317 1 0 1 0 1 0 1 0 1 0 1
117 2 max 0 2 0 3 0 3 0 3 0 3 0 3
118 min -1.317 1 0 1 0 1 0 1 0 1 0 1
119 3 max 0 2 0 3 0 3 0 3 0 3 0 3
120 min -1.317 1 0 1 0 1 0 1 0 1 0 1
121 M21 1 max 1.682 3 0 3 0 3 0 3 0 3 0 3
122 min 0 2 0 1 0 1 0 1 0 1 0 1
123 2 max 1.682 3 0 3 0 3 0 3 0 3 0 3
124 min 0 2 0 1 0 1 0 1 0 1 0 1
125 3 max 1.682 3 0 3 0 3 0 3 0 3 0 3
126 min 0 2 0 1 0 1 0 1 0 1 0 1
127 M22 1 max 0 2 0 3 0 3 0 3 0 3 0 3
128 min -1.685 1 0 1 0 1 0 1 0 1 0 1
129 2 max 0 2 _ 0 3 0 3 0 3 0 3 0 3
130 min -1.685 1 0 1 0 1 0 1 0 1 0 1
131 3 max 0 2 0 3 0 3 0 3 0 3 0 3
132 min 1.685 1 0 1 0 1 0 1 0 1 0 1
133 M23 1 max 0 2 .109 3 0 3 0 3 0 3 0 3
134 min -2.567 1 0 2 0 1 0 1 0 1 0 1
135 2 max 1.673 3 0 2 0 3 0 3 0 3 0 2
136 min 0 2 0 1 0 1 0 1 0 1 -.088 1
137 3 max 0 2 0 2 0 3 0 3 0 3 0 3
138 min -2.679 1 -,109 1 0 1 0 1 0 1 0 1
139 M24 1 max 0 2 .004 3 0 3 0 3 0 3 0 3
140 min -1.939 1 0 2 0 1 0 1 0 1 0 1
141 2 max 0 2 0 2 0 3 0 3 0 3 0 2
142 min -5,241 1 0 1 0 1 0 1 0 1 -.036 1
143 3 max 0 2 0 2 0 3 0 3 0 3 0 3
144 min -1.714 1 -.002 1 0 1 0 1 0 1 0 1
RISA-3D Version 17.0.2 [Z:\...\13707 SW Pacific Hwy- HVAC\Suite X\RTU Truss Calc 2-23-19.r3d] Page 5
Page 15 of 16
4ck0CTVRq
QED PRO/
45;41
psi
Ak.,c.1
`c,�G,N£F„P° REQUIREMENTS
t IR MENT R ROOFTOP BUT UNOT
-14. G 18346P: M LESS THAN CURB/ROOF
ATTACHMENT
POSITIVE 7OF 1 UNITT S EELNECTION CURB PER
ORE 0 co 45
cP
(A-0Pt.ch l9, \
FR R GD'' ,1/
EXPIRES= 6-30-I9 HVAC UNIT /1
FLASHING
PRE-FAB CURB BY
OTHERS -
CONNECTION OF STEEL
CHANNEL CURB TO ROOF
CURB PER REQUIREMENTS
OF ROOFTOP UNIT MANF. CANT STRIP-SEE ARCH
BUT NOT LESS THAN CURB/ROOF
ATTACHMENT SCHEDULE kr INSULATION AND ROOFING-SEE ARCH
DISTRIBUTE SCREWS EQUALLY I
AROUND PERIMETER OF CURB
NOTE
COORDINATE EXACT DETAIL WITH
HVAC UNIT MANUFACTURER
/-ROOF DECK
4X12-RIP TO MATCH ROOF SLOPE
.1L
SIMPSON A35 PER SCHEDULE
(EITHER SIDE OF CURB)
,/,. ...., ,,,/
BLOCKING-SEE 2/55.1
MAXIMUM WEIGHT OF MECH, HORIZONTAL SEISMIC FORCE MINIMUM NUMBER OF SIMPSON A35'5 FOR
UNIT•CURB(POUNDS) FORCE GENERATED PER IBC SCREWS OR LAGS FROM LEVELING CURB TO
(OREGON) (POUNDS) UNIT CURB TO WOOD CURB ROOF STRUCTURE
1000 343 4 4
ems,
2000 686 6 6
2500 951 B 8
3000 1029 B B
4000 1311 10 10
5000 1114 12 12
6000 2051 15 15
CONNECTORS ARE TO BE INSTAI I Fr)THROUGH THE BOTTOM FLANGE OF THE STFFI CURB
SECTION THROUGH THE ROOF PLYWOOD SHEATHING AND INTO A WOOD FRAMING MEMBER(OR
WOOD BLOCKING)BELOW.VERTICAL SUPPORT OF THE WEIGHT OF THE MECHANICAL UNIT IS A
SEPARATE CONSIDERATION,AND SHALL BE PROVIDED FOR BY ARRANGEMENT OF ROOF
STRUCTURAL FRAMING NOT SHOWN SPECIFICALLY BY THIS TABLE OR DETAIL APPROVED
CONNECTORS INCLUDE THE FOLLOWING-LARGER 517E5 MAY BE USED.
1114 X 2 1/2"MINIMUM LENGTH CUT THREAD WOOD SCREW
1/4"DIAMETER X 2 1/2"MINIMUM LENGTH STANDARD LAG SCREW
"SIMPSON"SDSI/4 X 2 1/2"MINIMUM LENGTH HEX HEAD WOOD SCREW
1 SEISMIC CONNECTION FOR ROOFTOP MECH. UNIT
S5.1 3"'''-0
Project Job no.
James G. Pierson, Inc. Dance Studio—Suite X
Date
Consulting Structural Engineers LocaOon
13707 SW Pacific Hwy, Tigard,OR 2/22/2019
610 S .Alder,Suite 918 Portland,Oregon 97205
Tel (503)226-1286 Fax (503)226-3130 Client Sheet no.
Schlesinger Companies Page 16 of 16