Specifications FOR OFFICE USE ONLY-SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
i III _ q Transmittal Letter
W A tt l) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: Tom Hochstatter or Current Mechanical Plans Reviewer DATE RECEIVED:
DEPT: BUILDING DIVISION
FROM: Mickey Ingalls,EIT RECEIVED
COMPANY: Innovative Air,Inc. AUG 4 ZUZ1
PHONE: 541-746-1040 CITY OF TIGAR
3UILDING DIVISId'N
EMAIL: mickey@innovative-air.com
RE: 11974 SW 72nd Ave.,Tigard MEC-2020-00292
(Site Address) (Permit Number)
Dartmouth Apts.
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: Copies: Description:
Additional set(s) of plans. Revisions:
Cross section(s) and details. Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. 2 Engineer's calculations.
Other(explain):
REMARKS: Seismic calculations for HVAC equipment
FOR OFFICE USE ONLY
Route to Permit Technician: Date: -it._._ ?.) Initials: j r
Fees Due. Yee' ❑ No Fee Description: Amount Due.
$
Special
Instructions:
Reprint Permit(per PE): ❑ Yes ' -P No [I] Done
Applicant Notified: d' ` Date: �G/ I. Initials:
OFFICE COPY OFFICE COPY
Structural Calculations
For
Dartmouth - tat
Mechanical Unit Attachment
Tigard, Oregon
SERA Architects APPROVED
REVISION
March 08, 2021
m e c0_0 LD - O 0 ) Z) Job Number-20-T129
J r •2 - II. Z ) , ,AucTUR4�
�Q'ED PROFF.,
\�� (c, IA F9 Sao
15 2 "7
, OfGON
- 9 0 y '9,NQ'C
\,2j4RZ DERV
EXPIRES: 12/31/2o1-11
Ni.,41
,.n
w
FROELICH
ENGINEERS A
' ' ' LIMITATIONS * * *
ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS
SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR
LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER
FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
MAIN OFFICE€ CENTRAL OREGON€ DENVER OFFICE
17700 SW Upper Boones Ferry RD.
Suite 115 745 N.W.Mt.Washington Drive,Suite 204 940 Kimbark St,Suite 3
Portland,Oregon 97224 Bend,Oregon 97701 Longmont,Colorado 80501
503-624-7005/503-624-9770 FAX 541-383-1828 720-799-1001
1 of 41
eibe
FROELICH
ENGINEERSA Scope of Work
Client: SERA Architects
Project: Dartmouth Apartments— Mechanic\al Unit Support
Project Number: 20-T129
Date: 01/18/2021
By: BJH
Scope of Work:
Support for (11) steel racks on roof with (6) HP units each. HP and steel rack design is not by
FE. Supporting structure comprises wood sheathed pre-manufactured gang-nail wood roof
trusses. Per mechanical drawings, HP units are a max weight of 97 lbs. each.
Provide seismic attachment for two (2) HRV roof top units. Supporting structure comprises
wood sheathed pre-manufactured gang-nail wood roof trusses. Per mechanical drawings, HRV
units are a max weight of 463 lbs.
Support for (4) Air handling units (FC) and (6)fan units (GEF). To be suspended from PT
concrete slab. Per mechanical drawings, these units are max weight of 176 lbs.
Support for (2) exhaust fans at the Class A Vault (TEF). To be suspended from 10" concrete
ceiling slab. Per mechanical drawings, these units are 144 lbs.
Froelich Consulting Engineers, Inc. (FCE) has provided design of the project per the 2018
International Building Code (IBC) and 2019 Oregon Structural Specialty Code (OSSC).
Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our
design.
www.froelich-engineers.com
RI MAIN OFFICE 17700 SW Upper Boones Ferry Rd.Suite 115 Portland,Oregon 97223 503-624-7005
❑ CENTRAL OREGON 745 NW Mt.Washington Dr.,Suite#204 Bend,Oregon 97703 541-383-1828
❑ DENVER OFFICE 940 Kimbark St.,Suite#3 Longmont, Colorado 80501 720-799-1001
2 of 41
FOR REFERENCE ONLY
3/8"DEWALT MINI UNDERCUT+
WITH 3/4"EMBEDMENT W/3/8"
THREADED BOLT AND STEEP
STRAP 1"WIDE X 2"LONG X 12
PT CONCRETE SLAB GAGE MIN.OCCURS AT EACH OF 4
SPLAYED WIRE CONNECTIONS
I. I
FAN COIL UNIT
CONDENSATE DRAIN W/
TRAP&VENT RUN TO I1 NEAREST APPROVEDIry
RECEPTOR I #12 WIRE WITH 4 TURNS
OVER A MAX OF3"TOP S
BOTTOM.INSTALL AT 45
DEGREE ANGLE AT(4)
REFRIGERANT LIQUID& CORNER.
SUCTION LINES-VERIFY hIP
CONNECTION LOCATION IiiiiNSII
DUCT-SEE
OPTION TO USE UNISTRUT N1000 IF UNIT SUPPLYPLANS FOR SIZE AND
3/8"OJ ALL THREAD ROD W/ CONFIGURATION
3/8"0 TITEN HD ROD HANGER W/ NEEDS TO BE BOTTOM SUPPORTED.
1-5/8"EMBEDMENT INTO OTHERWISE,ATTACH THREADED RODS
CONCRETE.(TYP.@ 4 CORNERS) DIRECTLY TO UNIT IF UNIT HAS DESIGNED
ATTACHMENT POINTS. NUT&WASHER(TYP.4)
NOTE: \ CEILING WHERE OCCURS
LOCATE PT TENDONS WITH GPR PRIOR TO DRILLING DEEPER THAN 3/4"INTO
CONCRETE PT SLAB.DO NOT DRILL INTO PT TENDONS.
10 DUCTED FAN COIL UNIT
12" = 1'-0"
3 of 41
4 Client:
Project:
Project 8:
Date:
By:
FROELICH
E NI I N E E R 9 x
Suspended Non-Structural Component: (Seismic Design)
Seismic Force:
/, /-',
Top of Concrete Height: h= 25.0 ft
Height of Attachment: z= 25.0 ft •
IResponse Modification: Re 6[ASCE7-10 Table 13.5-1] SPC 4 Y_ i
Amplification Factor: ap 2.5[ASCE7-10 Table 13.5-1] 1.24R )
Component Weight: WP 179.0 lbs CO ]
Importance Factor: I . IA[ASCE7-10 Table 1.5-2] GOB"P!{Sf/r..
Spectral Acceleration: SOS' 0.724 p
Seismic Design Force: Fo 64.80 psf [ASCE7-10 EQN(13.3-1)]
Min Seismic Design Force: FVr,n= 38.88 psf [ASCE7-10 EQN(13.3-3)]
Max Seismic Design Force: E m,K 207.35 psf [ASCE7-10 EQN(13.3-21]
•Fp 64.80 psf
Number of wires in x direction:= 2
Number of wires in y direction:= 2
Tributary Fp: Fp 22.7 lbs 0.7*EQ(A5D)
Splay Wire Brace Design:
Splay Wire Angle Min: 8= 30'
Splay Wire Angle Max: B= 60' Select Splay Wire:Try 812 Wire
Tension in Wire: Ta= 45.4 lbs Allowable Tension: T,= 209 lbs Ta>Td Lin
Compression Strut Design:
Compression in Strut: Pd= 39.3 lbs (A5D)Safety Factor: R= 1.67[AISC El.]
Structure Height: Hs 14.0 ft Effective Length Factor: K= 1.00[RISC Table C-A-7.1]
Component Height H,= 9.0 ft Yield Stress: F,= 33 ksi
Length of Strut: L,= 5.0 ft Modulus of Elasticity: E= 29000 ksi
Select Compression Strut:Try 22GA.3/4"Dia EMT Conduit
Outer Diameter: D= 0.750 in Area: A= 0.0642 in'
Inner Diameter: d= 0.6934 in Moment of Inertia: I 0.00418 in'
Wall Thickness: t*.,5= 0.0283 in Radius of Gyration: r= 0.255 in
Note: By inspection Euler Buckling will control compression design
Max Length of Strut: Lm„= 10.54 ft r Io.877*tr2*A*E
f.Max=K* 12*Pd
Lmax>Ls zt_Q,Ji
' • '
Simpson Strong-Tie Anchoring,Fastening and Restoration Systems far Concrete and Masonry ' SIMPSON
Titen HD® Rod Hanger Design Information — Concrete Strong-Tie
Titen HD Threaded Rod Hanger Product Data
Accepts Drill Bit Wrench Min. Hole Depth Quantity
Size Model I Rod Dia. Dia Size Embed. Orerdri1
(n.) No.
on.) (in.) PO ON (m-) Box Carton
i
*J 141 x 1% THDB25158RH Y4 1 1/4 3/4 1% 1 , 100 500 i 0
a J 3/4 x 13/4 THDB37158RH 3/4 i 'A 1 J1%
1._._-I- 50 200 1 -
J /x 234 TH050234RH 1h 1 % 'Yhe 21/2 Y4 I 50 100
CJ1
i
0
0
C
Titen HD Threaded Rod Hanger Installation Information and Additional Data' Q
Model Number
CO
Characteristic Symbol Units iHDB251581*1 0
THD50234R11
THD133715811H
Installation information tC
Rod Hanger Diameter do in. '/4 or% i 1/2 0
Drill Bit Diameter dnr in. 1/4 3
Maximum Installation Torque' Trty„ar ft.-lb. 24 50
Maximum Impact Wrench Torque Ratings Tjawcf.max ft.-lb. 125 150
Minimum Hole Depth hoot, in. 1 3 • 3
Embedment Depth hpr„ in. 1% 23
Effective Embedment Depth her in. 1.19 1.77
Critical Edge Distance I coc in. 3 211/4o
Minimum Edge Distance cn;, in. 114 134
z Minimum Spacing soon in. 1 Yz 3 •
z •
g jj MinmumConcrete Thickness Nth in. 31/4 41/4 •
AnchorData _ 1
Yeld Strengtil fof psi 100 000 97,000
2 Tensile Strength I t10 psi 125 000 110,000
Minimum Tensile and
Shear Stress Area i A In.' 0.042 0.099
co
Axial Stiffness in Service Load Range—
P ffiJm. 202,000 715,000
6 � Unaadsed Concrete "'c'
6 Cracked Concrete mice Load Range— j FQ Jm.Ib 173,000 345,000
a fj
1.The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11.
2.T,W,,,,,,is the maximum permitted installation torque for installations using a torque wrench. •
•
3.T;.,,p,ct,r,ayis the maximum permitted torque rating for impact wrenches.
1 175
.f41
Simpson Strong-Tie`Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON
Titen HD® Rod Hanger Design Information — Concrete Strong-Tie
at
Trten HD Threaded Rod Hanger Tension Strength Design Data IBC 1A r .
for Installations in Concrete'
•
Model Number
Characteristic Symbol •
• Units•
TFD625158RH THD50234R1i
TIDB371589H
Anchor Category 1,2 or 3 — 1
Embedment Depth tin in. 1% 2'h
Steel Strength in Tension(ACI 318-1417.4.1 or ACI 318-11 Section 15.1)
CO i Tension Resistance of Steel Nsa lb. 5,195 10,890
0 _
C Strength Reduction Factor—Steel Failure' (0g — 0.65
Q Concrete Breakout Strength in Tension(ACI 318-1417.42 or AQ 318-11 Section D.5.2)
CO V Effective Embedment Depth her in. 1.19 1.77
C Critical Edge Distance ow in. 3 2'/,a
C Effectiveness Factor—Uncracked Concrete , kmdr — 30 24
@� Effectiveness Factor—Cracked Concrete 17
Modification Factor µ�,N — 1.0
0.65
Strength Reduction Factor—Concrete Breakout Failure' Ow —
Pullout Strength in Tension(ACI 318-1417.4.3 or ACI 318-11 Section D.5.3)
Pullout Resistance—Uncracked Concrete(fir=2,500 psi) NpAner lb. WA" 2,025'
Pullout Resistance—Cracked Concrete(Pr=2,500 psi) Np,o lb. WA' 1,235'
Strength Reduction Factor—Pullout Failure' 46P
0'65
W
Tension Strength for Seismic AppMoatorttc(AG 318 14 172 3.3 a ACI 318-11 Section 6.3.3.3) o
0
lb. WA' 1 1,235''
Nominal Pullout Strength for Seismic Loads(fie=2,500 psi) N
am
Le
Strength Reduction Factor—Pullout Failure' — 0.65 .n
v5�
0
ii
1.The information presented in this table is to be used in conjunction with 4.As described in this n,N/A denotes that Pout resistance does
the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, not govern and does not need to be considered. 2
as applicable. 5.The characteristic pullout resistance fa greater compressive strengths o
2.The tabulated value of tits,applies when the bad combinations of Section may be increased by multiplying the tabular value by(f c✓2,500)° . "'
1605.2 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are 6.The tabulated vakras o14p or applies when both the bad combinations
used,as applicable.If the load combinations of ACI 318-11 Appendix C of AC!318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable, cti
b
are used,the appropriate value of A must be determined in accordance are used and the requirements of ACI 318-14 17.3.3(c)or AG 318- d
with ACI 318-11 D.4.4(b),as applicable. 11 D.4.3(c)for Condition B are met.Condition B applies whne u
3.The tabulated values of 00,applies when both the load combinations of supplementary reinforcement is not provided in concrete.For installations
Section 1605.2 of the IBC,ACI 318-14 Section 5,3 or ACI 318-11 Section were complying reinforcement can be verified,the Op or Ow factors
9.2,as applicable,are used and the requirements of ACI 318-11 0.4.3(c) described in ACI 318-14 17.3.3(c)or ACI 31 B-11 D.4.3(c),as applicable,
for Condition 8 are met.Condition B applies where supplementary may be used for Condition A.If the bad combinations of ACI 318-11
reinforcement is not provided in concrete.For installations were complying Appendix C are used,the appropriate value of 0 must be determined in
reinforcement can be verified,the 0m factors described in ACI 318-14 accordance with ACI 318-11 D.4.4(c)for Condition B.
17.3.3(c)or AC1318-11 D.4.3(c),as applicable,may be used for
Condition A.If the load combinations of ACI 318-11 Appendix C are
used,the appropriate value of 6 must be determined in accordance with
ACI 318-11 D.4.4(c)for Condition B.
'Seep.13 for an explanation of the load table icons.
176
Simpson Strong-Tie Anchoring.Fastening and Restoration Systems for Concrete and Masonry SIMPSON
Titen HD® Rod Hanger Design Information — Concrete Strong-Tie
Titen HD Threaded Rod Hanger Tension Strength Design Data for Installations in the Lower I'B"I ® Kr
and Upper Flute of Normal-Weight or Sand-Lightweight Concrete Through Metal Deck
•
Model No.
•
Lower Flute Upper Flute
Characteristic Symbol Units Figure 2 • Figure 1 Figure 2
. TH0825158RH THD50234RH THD625158141
TH0133715898 1199337158111
Minimum Hole Depth Nola in. 3 1%
•
Embedment Depth her„ in. '
2t 1% I
Effective EmbedmentDeplh her in. 1.77 1.19 1.19 I L
Pullout Resistance—Cracked Concrete"." Np, cr IbI. 420 870 655 O
Pullout Resistance—UncheckedCConcrete'ak Np,deckurf 1b1. 995 1,430 1,555 C.)
.The information presented in this table is to be used in conjunction with the design criteria of AC1318-14 Chapter 17 or Q
ACI 318-11 Appendix D,as applicable.
2.Concrete compressive strength shall be 3,000 psi minimum.The characteristic pullout resistance for greater compressive strengthsCZ
shall be increased by multiplying the tabular value by(Y0speceiutl ,030 par". V
3.For anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies, ._
as shown in Figure 1 or Figure 2,ra ,ation of the concrete breakout strength may be omitted.4.In accordance with ACI 318-14 Section 17.4.3.2 or ACI 318-11 Section D.5.3.2,the nominal putout strength in cracked concrete for Oa
anchors =
over-metal-deck floor and roof assemblies
A do:Ka shall
be substituteds
orrn Npo.Where analysis indicates cracking at service ba soffit of sand-lightweight or ds,the normal putout strength in uncradkedNconcrete U
NpAa:xu.•iv shall be substituted for NAmor. ti
5.Minimum distance to edge of panel is 2her.
6.The minimum anchor spacing abng the flute must be the greater of 3f1pr or 1.5 times the flute width.
Min.3A00 psi normal or
Min.114'for anchors installed in lower flute sand-lightweight concrete
II
K,_ToM1v • %�o-0,°' ' o ;, 0. •.Min. •eh'bP. e o °. , �e"moo :!• ♦
• ° ° Upper •°t . °
ti a a,w�v, •
g °° °•t Min.steel deck
Max.3' I Min.4l4.I Min.414'
ta
Z _ Lower flute
Min.12'typ.
-0- • Max.1'offset.typ.
o
L Figure 1.THD50234RH Installation in Concrete over Metal Deck
2
I-
`n a Sand-lightweight concrete or
normal-weight concrete over steel deck
(minimum 3,000 psi)
mhe,;,"pa=min.344' Mni .('°'typ.
m e
o e .• 0 ° 0
fli
N .
4 O o,. Oa0 0 . d
co
li
o •kj O •.. .a, . •o `. io, ni o n oO no,
d 0'0 V. eo ? ° :O 1. 8
6
re a oo" , QO of Upper flute d o -Min.20-gauge
steel deck
Min.1K' Min.1%2 •-Min.3Ye'-.+•
.1 Max_W(.1-)offset I I -Lower flute
•-Min.2'h'-► from center of—.-II- Mix b'typ.
lower flute
Figure 2,THDB25158RH and THDB37158RH Installation in Concrete over Metal Deck
•See p.13 loran explanation of the load table icons. 177
7 of 41
SIMPSON Anchor Designer TM Company: Date: 12/29/2020
Engineer: Page: 1/5
Strong-Tie Software Project:
Version 2.9.7376.4 Address:
Phone:
E-mail:
1.Proiect information
Customer company: Project description:
Customer contact name: Location:
•
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACl 318-11 Concrete: Normal-weight
Units: Imperial units Concrete thickness, h(inch):8.00
State:Cracked
Anchor Information: Compressive strength,fc(psi):5000
Anchor type:Concrete screw 4'c,v: 1.0
Material:Carbon Steel Reinforcement condition: B tension,B shear
Diameter(inch):0.375 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):2.500 Reinforcement provided at corners: No
Effective Embedment depth,her(inch): 1.770 Ignore concrete breakout in tension:No
Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No 1
Anchor category: 1 Ignore 6do requirement:Not applicable
Anchor ductility:No Build-up grout pad:No I
h,nin(inch):4.00
czc(inch):2.69
Cn,in(inch): 1.75
S,nin(inch):3.00
Recommended Anchor
Anchor Name:Titen HD®Rod Hanger-THD37212RH(3/8"shank&3/8"rod), hnom:2.5"(64mm)
Code Report: ICC-ES ESR-2713
' :*4:44 ' ••••••evelifr"4010.1
li
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Siripson Strong-lie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
8 of 41
SIMPSON Company: I Date: 112/29/2020
Anchor Designer TM Engineer: Page: 2/5
StrongTie Software Project:
Version 2.9.7376.4 Address:
® Phone:
E-mail:
Load and Geometry
Load factor source:ACI 318 Section 9.2
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension:D.3.3.4.2 not applicable
Ductility section for shear:not satisfied
Ro factor:not set
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:No
Strength level loads:
N. [lb]:215
Vwx[lb]:0
Vaay[lb]:0
<Figure 1>
215 lb
O lb
0 lb
X p0
ad
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-'tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
9 of 41
Company: Date: 12/29/2020
SIMPSON Anchor DesignerT"" Engineer: Page: 3/5
Strong-Tie•
Software Project:
Version 2.9.7376.4 Address:
® Phone:
E-mail:
<Figure 2>
3 .00
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strangle Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
10 of 41
SIMPSON Company: I Date: 112/29/2020
Anchor Designers" Engineer: Page: f 4/5
Strong-Tie Project:
Project:
Version 2.9.7376.4 Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N.(Ib) V.(Ib) V.(Ib) 1/(Vua.)2+(Vaay)2(Ib)
1 215.0 0.0 0.0 0.0
Sum 215.0 0.0 0.0 0.0
Maximum concrete compression strain(%.):0.00
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):215
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
4. Steel Strength of Anchor in Tension(Sec.D.5.1)
Nsa(Ib) 9' 0Naa(Ib)
10890 0.65 7079
5.Concrete Breakout Strength of Anchor in Tension j$ec.D.5.2)
Nb=kaleJfcherh'5(Eq.D-6)
kc ila fc(psi) he(in) Nc(Ib)
17.0 1.00 5000 1.770 2831
0.750Ncn=0.750(ANc/AN..)Y'ea,NY'c.NY'cp,NNb(Sec.D.4.1 &Eq.D-3)
A^x(in2) ANco(in2 Ce,min(in) 'YadN Y'c,N Y'•0.N
Na(Ib) fb 0.750Nm(lb)
28.20 28.20 3.00 1.000 1.00 1.000 2831 0.65 1380
6.Pullout Strenath of Anchor in Tension(Sec. D.5.3)
0.750Nan=0.750Y'c.vlaNp(fc/2,500t(Sec.D.4.1, Eq. D-13&Code Report)
'Yc.P A a NP(Ib) fc(psi) n 45 0.750NPa(Ib)
1.0 1.00 1235 5000 0.50 0.65 851
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong I ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
11 of41
SIMPSON Company: Date: 12/29/2020
Anchor Designer TM Engineer: Page: 5/5
Strong-Tie Software Project:
Version 2.9.7376.4 Address:
a
Phone:
E-mail:
11.Results
11.Interaction of Tensile and Shear Forces(Sec.D.71?
Tension Factored Load,N.(lb) Design Strength,(An(lb) Ratio Status
Steel 215 7079 0.03 Pass
Concrete breakout 215 1380 0.16 Pass
Pullout 215 851 0.25 Pass(Governs)
THD37212RH(3/8"shank&3/8"rod), hnom:2.5"(64mm)meets the selected design criteria.
12.Warnings
-Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 D.3.3.4.3 for tension
need not be satisfied—designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-i ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
12 of 41
DEWALT Design Assist Ver. 1.4.13.0 Page 1
DEWALT
Untitled
ENGINEERED BY-?OWerS. Dec 29 2020
1.Project Information
Company:
Project Engineer: --
Address: -- -OR 97224
Phone: M: -P: -
Email: tnagele@froelich-engineers.com
Project Name: Untitled
Project Address: Untitled
Notes:
2.Selected Anchor Information
Selected Anchor: Mini-Undercut+
Brand: DEWALT
Material: 3/8"O Threaded Rod ASTM F1554 GR 36
Embedment: lief 0.75 in hnom 0.75 In
Approval: ICC-ES ESR-3912
Issued I Revision: Oct,2019 Mar,2020
Drill Method: Hammer Drilled
3.Design Principles
Design Method: AC1 318-14
Load Combinations: Section 5.3 User Defined Loads
Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) no= User Defined
4.Base Material Information
Concrete:
Type Cracked Normal Weight Concrete
Strength 5000 psi
Reinforcement:
Edge Reinforcement None or<#4 Rebar
Spacing Tension No(Condition B) Shear No(Condition B)
Controls Breakout Tension False Shear False
Base Plate:
Sizing Thickness 0 in Length 0 in Width 0 in
Standoff None Height 0 in
Strength 0 psi
Profile: None
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
13 of 41
DEWALT Design Assist Ver.1.4.13.0 Page 2
DEWALT
Untitled
ENGINEERED BY'?OWers' Dec 29 2020
5.Geometric Conditions "- _'`,
z
0 /iao 0100
m+
U
0
8 X
S.
him 2.500 in cmio 2.500 in cac 2.250 in smin 3.000 in
6zaimpary R, .>
Tension Loading
Design Proof Demand (lb) Capacity (lb) Utilization Status Critical
Steel Strength 100.00 2717.00 0.037 OK
Concrete Breakout Strength 100.00 234.00 0.427 OK
Pullout Strength 100.00 174.00 0.575 OK Controls
Shear Loading
Design Proof Demand (Ib) Capacity (lb) Utilization Status Critical
Steel Strength 100.00 537.00 0.186 OK
Concrete Breakout Strength 100.00 1461.00 0.068 OK
Pryout Strength 100.00 351.00 0.285 OK Controls
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
14 of 41
DEWALT DEWALT Design Assist Ver.1.4.13.0 Page 3
Untitled
ENGINEERED BY?OWers Dec 29 2020
7.Warnings and `2 , __ _ - __
ANCHOR DESIGN CRITERIA IS SATISFIEDill
a The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore,
you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design
professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them
for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any
guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application.
a Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to
seismic design categories C,D,E and F.
• Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force
should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling
concrete breakout strength.
Design Loads/Actions Z
Nu 100 lb Vux 0 lb Vuy 100 lb 4 N„ Y
Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb
\Mw .'w,
Consider Load Reversal X Direction 100% Y Direction 100% i ,M y
ic._.
/ fir.'
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
15 of 41
DEWALT Design Assist Ver.1.4.13.0 Page 4
DEWALT
Untitled
ENGINEERED BY"?0W@13 Dec 29 2020
9.Load Distribution ,..
Max.concrete compressive strain: 0.000 % Anchor Eccentricity
Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in
Resulting anchor forces/Load distribution
Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in)
Shear X Shear Y X y
1 100.00 100.0 0.0 100.0 0.000 0.000
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
16 of 41
DEWALT DEWALT Design Assist Ver. 1.4.13.0 Page S
Untitled
ENGINEERED BY-POWerS" Dec 29 20J20�
10.Design Proof Tension Loading b
Steel Strength:
iN
ACI 318-14 17.4.1 .. ' o
Variables °' .4 ' sf. j
Nsa (lb) W
4180.000 0.65
Results
cpNsa = 2717.0 lb Table 17.3.1.1
N. = 100.0 lb
Utilization = 3.7%
Concrete Breakout Strength: t N
ACI 318-14 17.4.2
•°r P
. I .
Equations °' ' . '
As` Eqn. 17.4.2.1a
Na= ,{jx.o . '414(,D . 4X0 ' liscp,> ' Na
Eqn. 17.4.2.2a
Variables
ANe On') ANcO (in=) tPceN IPed,N IPc,N Tcp,N
5.063 5.063 1.000 1.000 1.000 1.000
cac (in) ke 7r a fe (psi) lief (in) Camin (in)
2.250 17.000 1.000 5000 0.75 4
Nb (lb) tp Nseis
780.775 0.40 0.750
Results
cpNeb = 234 lb Table 17.3.1.1
N. = 100.0 lb
Utilization = 42.7%
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
17of41
DEWALTDEWALT Design Assist Ver. 1.4.13.0 Page 6
Untitled
ENGINEERED BY?owers Dec 29 2020
tN
Pullout Strength:
ACI 318-14 17.4.3 ' I.
A. '
A. • a'.• ...
Equations
n
Eqn. 17.4.3.1
Variables
Wc,p Np,eq (lb) f c (psi) n
1.000 579.828 5000 0.500 0.40
(PSeis
0.750
Results
oNpn = 174 lb
Nua = 100 lb Table 17.3.1.1
Utilization = 57.5%
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
18 of 41
DEWALT Design Assist Ver.1.4.13.0 Page 7
DEWALT
Untitled
ENGINEERED BY?OWers" Dec 29 2020
11.Design Proof Shear Loading "r .
Steel Strength: V
ACI 318-14 17.5.1 - ..e. '
4. . . qi
.Variables e' : _ ..
V sa,eq (lb) W
895.000 0.60
Results
Vsa,eq = 537 lb
Vua = 100 lb Table 17.3.1.1
Utilization = 18.6%
Concrete Breakout Strength: V
ACI 318-1417.52 �.
.� v
Equations
e` 4 ��
Eqn. 17.52.la
Eqn. 17.5.2.2a
vi_ 13 • ,ti)a.z• a) •k • tr. • (..,)-
Variables
Variables
AVc (in2) Avco (in2) sec V I'ed,V Tc,V ,Ph,`,
72.000 72.000 1.000 1.000 1.000 1.000
le (in) da (in) a.a fc (psi) cal (in) Vb (lb)
0.750 0.375 1.000 5000 4.000 3246.753
9 9seis
0.45 0.750
Results
TVcb = 1461 lb
Direction = Y+
Vua = 100 lb Table 17.3.1.1
Utilization = 6.8%
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
19of41
DEWALT Design Assist Ver.1.4.13.0 Page 8
DEWALT
Untitled
ENGINEERED BY?OWers Dec 29 2020
Pryout Strength: V
ACI 3 1 8-14 17.5.3 - ~►
;a r
-".
Equations - b
' .
V -kcp •Ncp Eqn. 17.5.3.1a
Ahr ��` ,Ir AI
Eqn. 17.4.2.1 a
Nell= - ' �h ' yIr t, ' �cp,a '
Akira
Na=ire ,1,5
hrirs Eqn. 17.4.2.2a
Variables
ANc (in2) ANcO (in2) IPec,N ed,N 'c,N trcpN
5.063 5.063 1.000 1.000 1.000 1.000
cac (in) Ice A'a hef (in) fc (psi) Gamin (in)
2.250 17.000 1.000 0.75 5000.000 4.000
Nb (lb) kg, Ncp (lb) W
780.775 1.000 780.775 0.45
Results
tpVcp = 351 lb Table 17.3.1.1
V ua = 100 lb
Utilization = 28.5%
Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility
20of41
DEWALT Design Assist Ver. 1.4.13.0 Page 9
DEWALT
Untitled
ENGINEERED BY'POVVerS' Dec 29 2020
12.Interaction of Tension and Shear Loads Reference
ACI 318-14 17.6
Equations
Eqn. 17.6.3
Nuc + Luc
N. (P • gi) C 1.0
1.2
Variables
yyy
0.575 0.285
Results
0.716 < 1.0
Status OK
ANCHOR DESIGN CRITERIA IS SATISFIED
Input data and results must be checked for agreement with the existing conditions.the standards and guidelines and must be checked for plausibility
TO
CAST IN.BLUE BANGER HANGERS S. UNISTRUT LUE ATTACH `
2'-0'O.C.PER PGE REQUIREMENTS. IN PLACE BLUE BANGER HANGERS \\\\\
UNISTRUT ATSACH TO CAST WITH 1/2"DIAMETER BOLTS AT 2'-O
IN PLACE BLUE BANGER HANGERS O.C.PER PGE REQUIREMENTS. I
WITH 1/2"DIAMETER BOLTS AT 2'-0"
O.C.PER PGE REQUIREMENTS. PT CONCRETE SLAB
1
•
EXHAUST FAN n�lu I Illu
UNISTRUT NI000 DIAGONAL EXHAUST FAN
BRACES.(2)IN EACH
DIRECTION.SEE PLAN VIEW
FOR CONFIGURATION.
Rim „ 1 lU
EXHAUST DUCT-SEE
PLANS FOR SIZE AND UNISTRUT NI000(2)
UNISTRUT N1000(2)EDGES CONFIGURATION EDDNES OF EXHAUST
1/2"0 ALL THREAD ROD AT(4)
FA
CORNERS.ATTACH TO UNISTRUT OF EXHAUST FAN.
TOP&BOTTOM WITH NUT AND UNISTRUT ADJUSTABLE
WASHER. HINGE CONNECTOR WITH
1/2"BOLT TOP AND BOTTOM. PLAN VIEW
SECTION VIEW
3 TRANSFORMER ROOM FAN DETAIL 11
12"=1'-0"
-n n
O c
D
m D.)
m
m
D3 c
m cn
-.,
z 0
0 3
m CD
O -t
z 0
- 0
22 of 41
SIMPSON Company: Date: 1/19/2021
Anchor Designer TM Engineer: Page: 1/5
StrongTie Software Project:
Version 2.9.7376.4 Address:
Phone:
E-mail:
1.Prolect information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACl 318-11 Concrete:Normal-weight
Units: Imperial units Concrete thickness,h(inch):10.00
State:Cracked
Anchor Information: Compressive strength,f 5(psi):4000
Anchor type:Cast-in-place 4'u,v: 1.0
Material:F1554 Grade 36 Reinforcement condition:B tension,B shear
Diameter(inch):0.500 Supplemental reinforcement:Not applicable
Effective Embedment depth,tar(inch): 1.875 Reinforcement provided at corners:No
Code report:ICC-ES ESR-3707 Ignore concrete breakout in tension:No
Anchor category:- Ignore concrete breakout in shear:No
Anchor ductility:No Ignore 6do requirement:No
hmin(inch):2.75 Build-up grout pad:No
C,In(inch):1.50
Smin(inch):3.24
Recommended Anchor
Anchor Name:BBWF(Discontinued)-BBWF2550 with 1/2"0 F1554 Gr.36
Code Report:ICC-ES ESR-3707
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-lie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com
•
23 of 41
SIMPSON Company: Date: 1/19/2021
Anchor Designer TM Engineer: Page: 2/5
Strong-Tie Software Project:
Version 2.9.7376.4 Address:
Phone:
E-mail:
Load and Geometry
Load factor source:ACI 318 Section 9.2
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension:D.3.3.4.2 not applicable
Ductility section for shear:not satisfied
to factor:not set
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:No
Strength level loads:
Nw[lb]:500
V.[lb]:0
Vu.r[lb]:0
<Figure 1>
Z
5001b
•
0 lb
0 lb
O
*ti
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-lie Company Inc. 5956 W.Las Posilas Boulevard Pleasanton,CA 94568 Phone:925.560.9000 Fax:925.847.3871 www.strong8e.com
24 of 41
SIMPSON Anchor Designer Company: Date: 1/19/2021
9 Engineer: Page: 3/5
StrongTie Software Project:
Version 2.9.7376.4 Address:
Phone:
E-mail:
<Figure 2>
5.00
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong lie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax;925.847.3871 www.strongtie.com
25 of 41
SIMPSON Company: Date: 1/19/2021
Anchor Designer TM Engineer: Page: 4/5
StrongTie Software Project:
Version 2.9.7376.4 Address:
e
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, ShearI load combined,
Na(lb) Vw.(lb) Vaey(lb) Y(Vua.)2+(Vaay)2(Ib)
1 500.0 0.0 0.0 0.0
Sum 500.0 0.0 0.0 0.0
Maximum concrete compression strain(%o):0.00
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):500
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
4.Steel Strength of Anchor in Tension(Sec.D.5.11
1bN.=min fOnsertNaa,maen;OrodNse,rod)(ESR-3707)
Nsa,m,en(Ib) Qrasen Nsarod(Ib) 0rod bNsa(Ib)
7695 0.65 8235 0.75 5002
5.Concrete Breakout Strength of Anchor In Tension(Sec.D.5.21
Nb=kc)e11 f chat'(Eq.D-6)
kc A. Fc(psi) he(in) Nn(lb)
24.0 1.00 4000 1.875 3897
0.75#N0=0.750(ANc/ANco)'Yad,Ny'o,N'l'cn,NNb(Sec.D.4.1 &Eq.D-3)
Awn(in2) ANca(in2 ca,am(in) y'ad.N y'c,N 'Ycv,N Alb(Ib) 0 0.75"a(Ib)
31.64 31.64 5.00 1.000 1.00 1.000 3897 0.70 2046
11.Results
11.Interaction of Tensile and Shear Forces(Sec.D.71?
Tension Factored Load,N.(Ib) Design Strength,oNn(Ib) Ratio Status
Steel 500 5002 0.10 Pass
Concrete breakout 500 2046 0.24 Pass(Governs)
BBWF2550 with 112"D F1554 Gr. 36 meets the selected design criteria.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong l ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
26 of 41
El GREENHECK Printed Date: 03/30/2020
Job: Dartmouth Apartments
Building Value in Air. GEF Unit - For Reference Only Mark: GEF-1-6
Model: GJX-31-160-0634-M15
Performance Model: GJX-31 -160-0634-M 15
Quantity 6 __ Axial Transfer Direct Drive
Volume(CFM) 2,636
Total External SP(in.wg) 0.32
Operating Power(hp) 1.24 - Operating Performance
Fan RPM 3500 1.4
Elevation(ft) 374 2.1
Operating Temp.(F) 70 1
i
Fan Configuration i --1--- - S .- —+ - .—_. 1.2
1.8 - - — , i
Size 31
Arrangement 4 _ ,�
Discharge Position Horizontal �_ — . - 416 • 1.0
- I -
Mounting Ceiling Hung .� 27
Material Type Steel
Impeller Material Aluminum C 1.2 I 0.8 r
Equipment Weights y t I I at
3
( u I ; _ r 0.6a
Fan LMD Ib) 35
Motor/Drive(Ib) 36 � 0.9 7"' � �
Accessories Ib 68 ,
( 1 m
a I I
__- 0.4 co
Misc Fan Data ;� 0.6 -`.' .1
Outlet Velocity(ft/min) 3,222 ea
Tip Speed(ft/min) 11,225
i -_ �� 0.2
Thrust Force(Ib) 5 0,3 {- _
Throw Distance(ft) 85 do SY
strr►
Motor and Drives
Motor Included
0.0 I I J._.i_._i I ; I i i 0.0
Size(hp) 1 1/2 0 3 6 9 12 15 18 21 24 27 30
RPM 3500 Volume (CFM)x 100
Enclosure TEFC
V/C/P 208/60/3
Frame Size 143T
Max Frame Size 145 Static Pressure Calculations
L Operating Bhp point External SP 0 In.wg
0 Operating point at Total External SP Inlet Guard 0.136 in.wg
Fan curve Outlet Guard 0.073 in.wg
- - - System curve Silencer-Inlet and Outlet 0.11 in.wg
Brake horsepower curve Total External SP 0.32 in.wg
0 30 60 90 120[ft] ..B,''nv 000
30 B0o
15 BOO
0 - 400
-15 200
-30 O
ca Sound Power by Octave Band
valor, Sound Data 62.5 125 250 500 1000 2000 4000 8000 LwA dBA
OECD 71
Rm116r I Inlet I 74 I 77 I 85 I BO I 75 I 72 I 69 I 64 I
LwA-A weighted sound power level,based on ANSI 51.4
\ x i dBA-A weighted sound pressure level,based on 11.5 dB attenuation per octave band at 511-dBA levels are not licensed by AMCA International
bilithn.,N,
Generated by:mickey@integengineering.com Page 1 of 4
CAPS 4.31.1712 C:1Users\mickey\Documents\CAPSWobs\Dartmouth Apartments.gfcj
27 of 41
[GREENHECK Printed Date: 03/30/2020
Job: Dartmouth Apartments
Building Value in Air. Mark: GEF-1-6
Model: GJX-31-160-0634-M15
Model: GJX-31 -160-0634-M 15
Axial Transfer Direct Drive
Standard Construction Features:
CASING:Continuously welded heavy gauge steel coated with Permatector coating-Corrosion resistant
fasteners-Motor support rigidly formed and welded to the casing.PROPELLER:Cast Aluminum airfoil
blade and hub-Maunually adjustable blade pitch.SILENCERS:Two inch double wall-Perforated inner
wall and Permatector coated outer wall-High density sound absorbing insulation-Zinc coated inlet and
outlet guards.
Selected Options & Accessories:
Energy Efficient Motor-meets NEMA Table 12-11
Motor VFD Rated without Shaft Grounding Protection
Motor with Class B or Greater Insulation
Extended Motor Leads
Coating-Permatector,Concrete Gray-RAL 7023, Fan and Attached Accessories
Hanging, Isolator-Spring,Hanging, 1 Inch
UL Listed for UL/cUL-705-'Power Ventilators"
Inlet and Outlet Silencers
Galv. Inlet Guard
Galv.Outlet Guard
Unit Warranty: 1 Yr(Standard)
Generated by: mickey@integengineering.com Page 2 of 4
CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj
28of41
1GREENHECK Printed Date: 03/30/2020
Job: Dartmouth Apartments
Building Value in Air. Mark: GEF-1-6
Model: GJX-31-160-0634-M15
Model: GJX-31-160-0634-M15 Axial Transfer Direct Drive
65.98
17.00 --11.48--
24.49 14.80- - 24.49 _ 10.28--{
'
.41111111-
t1 1 8.90
12.25 16.18 16.99 ' .—
—_i
1
c,
W
Ill
U UZ
Z W
SIDE VIEW END VIEW
0.47 DIA. MOUNTING HOLES
END VIEW SHOWS FROM INLET END OF UNIT
Notes:All dimensions shown are in units of in.
Generated by: mickey@integengineering.com Page 3 of 4
CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj
29 of 41
LGREENHFCK Printed Date: 03/30/2020
Job: Dartmouth Apartments
artme n
® Building Value in Air. Mark: GEF-1-6
Model: GJX-31-160-0634-M15
Isolators
Type: Spring, Hanging, 1 Inch
Standard Construction Features:
The spring hanging isolator is designed to reduce transmission of vibration and noise produced by suspended equipment and piping.
The assure stability, the spring element has a minimum lateral stiffness of 1.0 times the rated vertical stiffness. The hanger will allow a
support rod misalignment through 30 degree arc and the isolation brackets will carry a 500%overload without failure. The isolator has
an epoxy powder coated bracket and spring coil which is color coded according to the load capacity and has a noise isolation pad, all
which is assembled into a stamped or welded hanger bracket.
Fan Configuration
Model: GJX-31-160-0634-M 15
Motor Frame Size: 143T
Isolator/Deflection: Spring, Hanging, 1 Inch
Spring, Hanging, 1 Inch Deflection - Vibration Isolator
NEOPRENE ELEMENT
3.69 2.25 —
� n A /'40111111...-
3.13
maip 5.25
v
� 1
00.625 MAX -
Notes:All dimensions shown are in units of in.
"Isolator dimensions may vary with all aluminum,aluminum airstream,or Spark A construction,
external inlet vane damper or with an outlet damper accessory.Consult factory for details.
Generated by:mickey@integengineering.com Page 4 of 4
CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj
DA,K r 30 of 41
Submittal Data Sheet FC Unit - For Reference Only
4.0-Ton MSP Concealed Ducted Unit
FXSQ48TAVJU
FEATURES
• Eleven capacity options from 5,800 Bluth to 54,000 Btu/h
• External static pressure up to 0.6 in.w.g.(150 Pa)
• Low profile height of 9-5/8"(245 mm)for all models
• 5-speed DC fan motor with selectable Auto fan speed
• Ease of installation with auto adjusting airflow at commissioning based on
external static pressure --
• Independently confgurable auxiliary heat on/off temperature settings "`-'"
• Factory rear-return,field convertible to bottom-return
• Integral condensate pump with up 25-5/16"(643 mm)of lift from the drain .
outlet
• Drain pan inspection port
• Standard Limited Warranty:10-year limited parts warranty
BENEFITS
• Requires as little as 11-1/4"(285 mm)of clearance above the ceiling
thanks to the low profile design.
• Auto fan speed control optimizes fan energy use by automatically adjusting
the unit's fan speed as the room temperature approaches the set point.
• The drain pan Inspection port simplifies maintenance by allowing for simple
and easy inspection of the drain pan conditions. ,N(Earpti.
• Designed for quiet operation,with sound levels as low as 28 dB(A).
R-410A
INVERTER yRy (fir
C US
LISTS
Daikin North America LLC,5151 San Felipe,Suite 500,Houston,TX,77056
Daikin City Generated Submittal Data www.daikinac.com wwwdaikincomfort.com
(Daikin's products are subject to continuous improvements.Daikin reserves the right to modify product design,specifications and information in this data sheet without notice and without
incurring any obligations)
Submittal Date:9/12/2018 8:56:13 AM Page 1 of 3
DAIKIN 31 of 41
Submittal Data Sheet
4.0-Ton MSP Concealed Ducted Unit
FXSQ48TAVJU
PERFORMANCE
Indoor Unit Model No. FXSQ48TAVJU Indoor Unit Name: 4.0-Ton MSP Concealed Ducted Unit
Ducted Rated Cooling Conditions: Indoor('F DBlWB):80l 67
Type: Ambient('F DB/WB):95/75
Rated Cooling Capacity(Btu/hr): 48,000 Rated Heating Conditions: Indoor('F DBNJB):70/60
Ambient('F DB/WB):47/43
Sensible Capacity(Btu/hr): 34,300 Rated Piping Length(ft):
Cooling Input Power(kW): 0.360 Rated Height Separation(ft):
Rated Heating Capacity(Btulhr): 54,000
Heating Input Power(kW): 0.36
INDOOR UNIT DETAILS
Power Supply(V/Hz/Ph): 208/230/60/1 Airflow Rate(H/M/L)(CFM): 1307/1,112/918
Power Supply Connections: L1,L2,G Moisture Removal(Gal/hr):
Min.Circuit Amps MCA(A): 2.8 Gas Pipe Connection(inch): 5/8
Max Overcurrenl Protection(MOP)(A): 15 Liquid Pipe Connection(inch): 3/8
Dimensions(HxWxD)(In): 9-5/8 x 55-1/8 x 31-1/2 Condensate Connection(inch): 1
Nel Weight(lb): 104 Sound Pressure(H/M/L)(dBA): 42/39/35
Ext.Static Pressure(Rated/Max)(inWg): 0.2/0.6 Sound Power Level(dBA): 70
Daikin North America LLC,5151 San Felipe,Suite 500,Houston,TX,77055
Daikin City Generated Submittal Data www.daikinac.com www.daikincomfort.com
(Daikin's products are subject to continuous improvements.Daikin reserves the right to modify product design,specifications and information in this data sheet without notice and without
incurring any obligations)
Submittal Date:9/12/2018 8:56:13 AM Page 2 of 3
rD4� IN 32 of 41
Submittal Data Sheet
4.0-Ton MSP Concealed Ducted Unit
FXSQ48TAVJU
DIMENSIONAL DRAWING
•
5-1 4 (134 24-13/16 (6301 H1
(Hanging bolt position)
•
•
: tom III
m 1
B •
Ij
Air $ Air h d1
Outlet • * Inlet
j
•• II
ON
1:
m 13 N 0 ,
33-7 16 B50 (Fran the Air Inlet)
00 0 O O H2
11111
Outlet iiipt.,,,,t ._ l CMlG`EI = ;-a
aM■u 3-9 If (911
R 33'�-`3 U 7-1 16 (179i O Q
- a MY • 1-15 16 (501
H 9-11/18(245) I •
W 55-1/8(1400) • tv
0 31-1/2(800) Ili
Air H7 8-3/16(2D8) IInlet Wl 53-1/4(1352)
Air H2 6-15/16 U7fi) •
Outlet W2 46-15/16(1192)
1 3 Drain socket
1 2 Drain hose(Accessory) I1 1 Socket(for maintenance) 0.0.41'(f26)
1 0 Hanger For MIO or equivalent .
9 Air Inlet flange �•��.�„
8 Air Outlet flange
7 Power supply wiring connection
6 Transmission and remote m ■
controller wiring connection - `
5 Control box(inside) `�
4 Ground terminal(Control box) 84 —
3 Drain pipe connection 0.0.41-1/4"(032)
2 Gas pipe connection 45/8'(415.9) Flare connection (From the Air Outlet)
1 Liquid pipe connection 4378'(09.5) Flare connection
ITEM PART MAME REMARK
Note:For additional dimensional data and clearance information,refer to Engineering Data
Daikin North America LLC,5151 San Felipe,Suite 500,Houston,TX,77056
Daikin City Generated Submittal Data www.daikinac.com www.daikincomforl.com
(Daikin's products are subject to continuous improvements.Daikin reserves the right to modify product design,specifications and information in this data sheet without notice and without
incurring any obligations)
Submittal Date:9/12/2018 8:56:13 AM Page 3 of 3
33 of 41
alPrinted Date: 12/18/2020
GREENHECK Job: Dartmouth Apartments
•
Building Value in Air. Mark: TEF-1
Model: SQ-160-VG
Model: SQ-160-VG
Direct Drive Centrifugal Inline Fan
Dimensional _
Quantity 2 FAN AT CLASS A VAULT
Weight w/o Acc's(lb) 142 FOR REFERENCE ONLY
Weight w/Acc's(lb) 144
2.5 1.5
i
1557 FRPM 'A
Performance 2.0 _ 1.2
Requested Volume(CFM) 4,150
Actual Volume(CFM) 4,150 rn
Total External SP(in-wg) 0.5 3 1 5 0.9 a
Fan RPM 1557 m°
Operating Power(hp) 1,29
z i
Elevation(ft) 374 ai 1.0 ;% 0.6 a
m
Airstream Temp,(F) 70 a
Air Density(Ib/ft3) 0.074 = I
Tip Speed(fl/min) 6,827 to 0.5 +' m 0 0.3
Static Eff-(%) 25 cow,
9° system -
0.0 ' '-{.-- - - - : i , l ' I 0.0
0 5 10 15 20 25 30 35 40 45 50
Motor Volume (CFM)x 100
Motor Mounted Yes
Size(hp) 2
Voltage/Cycle/Phase 208/60/1 L Operating Bhp point
Enclosure TEFC 0 Operating point at Total External SP
Fan curve
Motor RPM 1725 - - - -System curve
Windings 1 Brake horsepower curve
Notes:
All dimensions shown are in units of in.
*NEC FLA-based on tables 430.248 or 430.250 of QrncQ
National Electrical Code 2014.Actual motor FLA may vary, AGMGOIW
Sound Power by Octave Band for sizing Thermal overload,consult factory. MIp�
Sound LwA-A weighted sound power level,based on ANSI S1.4 fllf,
Data 62.5 125 250 500 1000 2000 4000 8000 LwA dBA Sones dBA-A weighted sound pressure level,based on 11.5 dB
attenuation per Octave band at 5 ft-dBA levels ere not ' alor
Inlet 79 78 85 84 75 74 70 66 84 72 20 licensed by AMCA Intemational Nu°w
Radiated 82 80 81 78 67 58 52 50 78 66 13.3 Sones-calculated using AMCA 301 at 5 ft \
Generated by:mickey@integengineering.com
CAPS 4.31.1712 C:\Userslmickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 1 of 3
34 of 41
fGREENHEK
JobPrinted
Dart outh Apartme is
® Building Value in Air- Mark: TEF-1
Model: SQ-160-VG
Model: SQ-160-VG
Direct Drive Centrifugal Inline Fan
Tags:TEF-1 TEF-2
Standard Construction Features:
-Galvanized steel housing-Backward inclined composite(sizes 60-95)or
aluminum(sizes 97-160)wheel-Two bolted access panels-Integral duct
connection flanges-Ball bearing motors(sizes 97-160 and all vari-green motors),
sleeve bearing motors(sizes 60-95)-Corrosion resistant fasteners
Selected Options &Accessories:
Motor-Vari-Green EC motor
Control-Vari-Green Dial on Exterior of Fan Housing,Mounted and Wired
Switch,NEMA-1,Toggle,Shipped with Unit
Junction Box Mounted&Wired
Aluminum Wheel Material
Unit Warranty: 1 Yr(Standard)
Generated by:mickey@integengineering.com
CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 2 of 3
35of41
Printed Date: 12/18/2020
•GREENHECK Job: Dartmouth Apartments
Building Value in Air. Mark: TEF-1
Model: SQ-160-VG
SQ-1 60-VG Direct Drive Centrifugal Inline Fan
I I
TOP VIEW
11
II
22.88 SQ. INLET 26.00 1
II
_
26.00 1 1.50 — 26.00 --1.50
29.00 -
END VIEW SIDE VIEW
Notes:All dimensions shown are in units of in.
Generated by:mickey@integengineering.com
CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 3 of 3
36 of 41
FOR REFERENCE ONLY
NOTE:
1.ALL RAIL COMPONENTS WELDED.
2.APPROXIMATE WEIGHT OF RACK ONLY IS 230 LBS.VERIFY TOTAL WEIGHT OF RACK WITH
INSTALLED UNIT(S).REFER TO HVAC ROOF PLAN,SHEET M107.1&M107.2.
3.(5)UNIT RACK SIMILAR(120"LONG/170 LBS.).
4.PROVIDE VIBRATION ISOLATION AT MOUNTING POINTS OF UNIT.
144"
/ /
20" 20"
/ (TYP.) / (TYP.) /
15 1/2"
/ 15 1(2� 55 3/4' ,(' /
\ ' I[j j
/ � 1-i l2"UNISTRUT
(TYP.)
v
Ir
\ 2-1/2"0 SCH.40 STEEL
PIPE(TYP.4)
OUTDOOR HEAT
PUMP UNIT(TYP.) 4"/ WIDEx3/16"L CHANNEL THICK
(TYP.)
1/2"0 THRU BOLT � j /
(TYP.4 EA.UNIT) \ . j
\1
2-1/2"0 SCH.40 STEEL 6X6 BASE PLATE
PIPE(TYP.4) \ /
W/(4)1/4"0 X 4
ROOF DECK �` �] ('Icy 11 SCRES TO BILKG.S
//J X7 C
X ROOF TRUSSES -`
6X6 BLKG CENTERED UNDER EACH HVAC
POST.NAIL SHEATHING TO BLKG W/(2)
SIMPSON A35 CLIP EACH SIDE OF BLKG ROWS OF(4)0.148"0 X 3'NAILS EQ SPACED
TYP.
TO TRUSS TOP
CHORD
1 ® HEAT PUMP RACK DETAIL
3/8"= 1'-0"
37of41
FOR REFERENCE ONLY
I 62"
iiiiiMMIIIIIIIIIIIIi
SPRING VIBRATION
ISOLATOR,
RESTRAINED,1" A
DEFLECTION(TYP.4)
HRV-1 3/4"0 THRU BOLT W/
3"STANDARD PIPE(TYP.) I WASHER&NUT
(TYP.
' 2E
SINGLE PLY STANDARD EACH ISOLATOR)
PIPE FLASHING FOR RIGID ROOF
WATERPROOFING PER INSULATION PER
ROOFING ACHITECTURAL
REQUIREMENTS
&SPECIFICATIONS
ROOF DECK-REFER TO \
ACHITECTURAL& 14"
STRUCTURALA 41,
1,
0
....,
SIMPSON A35 CLIP 6X6 BASE PLATE
EACH SIDE OF BLKG W/(4)1/4"0 X 4
TO TRUSS TOP 1/2"SIMPSON SDS
CHORD SCRES TO BLKG.
6X6 BLKG CENTERED UNDER EACH
HVAC POST.NAIL SHEATHING TO BLKG ROOF TRUSSES
W/(2)ROWS OF(4)0.148"0 X 3"NAILS
EQ SPACED TYP.
3"
fi 92 t
6"
13/16"0 HOLE- C5x6.7 TO
(2)PER ISOLATOR
3/4"A307 THRU 3/16" C5x6.7
BOLTS W/WASHER (TYP.)
2"
&NUT TO ATTACH
UNIT TO FRAME
3"
C5x8.7 FRAME
NOTE:
SPRING VIBRATION ISOLATOR STEEL FRAME TO BE HOT DIPPED GALVANIZED,
(TYP.4). OR COATED W/A SPRAY FINISH THAT PASSES A
500 HOUR SALT SPRAY CORROSION RESISTANCE
TEST(RUST-OLEUM 1085)
O
HRV DETAIL
12" = 1'-0"
38 of 41
4111' Client:
Project:
Project#:
Date:
FROELICH By:
ENGINEERS.
WIND FORCE CALCULATION-Equipment Overturning
ASCE 7-10 SECTION 30.11 Page Refs by Printing
Design Wind Loads on Walls/Signs or Other Structures 1st Printing
Wind calculation per ASCE 7-10,29.4.1 Section 30.10 page 380
Section 29.4.1 page 322
Basic Wind Speeds Input
3 Second Gust Vas= 120 mph page 250-265
Exposure Category= B page 266
Wind Directionality Factor Kd= 0.85 Table 26.6-1 page 266
Mean Height of Roof,h= 75 ft Roof Height,or 0 for ground-mounted
Building Elevation= 0 ft Base Elevation Above Sea Level
Topographic Effects Input
Hill Height H= 0 ft Table 26.8-1 page 267
Length of 1/2 hill height Lh= 1000 ft Table 26.8-1 page 267
Dist.From Crest to Bldg.x= 100 ft Table 26.8-1 page 267
Height Above Local Grade z= 15 ft Table 26.8-1 page 267
Horizontal Attenuation Factor m= 1.5 Table 26.8-1 page 267
Height Attenuation Factor g= 3 Table 26.8-1 page 267
Shape Factor Kl/(H/Lh)= 1.3 Table 26.8-1 page 267
Output-Topographic Multipliers K,= 0.00
K2= 0.93
K3= 0.96
Topographic Factor Ks,= 1.00
Gust Effects&Terrain Constants
nominal height of boundary zs= 1200 Table 26.9-1 page 269
3-s gust exponent a= 7.00 Table 26.9-1 page 269
Elevation Adjustment
Ground Elevation Factor Kz= 1.00 Table 26.9-1 page 268
Velocity Pressure Exposure Coefficients Kg (see below) Table 26.10-1 page 268
Height(ft) Kh qz(psf) Velocity
15 0.57 18.0 Pressure
20 0.62 19.6 Output qz
25 0.67 20.8
30 0.70 22.0
40 0.76 23.8
50 0.81 25.4
60 0.85 26.8
70 0.89 28.0
80 0.93 29.1
h= 75 0.91 28.52 qh
39 of 41
Plan View:
See dimensions in diagram:
Bldg Dim B= 60 ft
Bldg Dim L= 200 ft y
x= 10ft B
Y= 3.33 ft x �I
z1 = 5ft •
z2= 3.333333 ft
z3= 3 ft
L(building)
Center of wind res.
Center of mass
z1
z3
Wind L/R Wind up/down
Al= 17 50 fe
0.1 Bh= 450 1500 1.90
Bh= 4500 15000 1.00
GC,= 1.90 1.90 Varies Linearly.Interpolated for area.
Design Wind Pressures-p(pst)at h p=ghGC,
Wind L/R Wind up/down
Wind Pressure -p= 54.2 54.2 psf Eq.29.4-2
40 of 41
HEAT PUMP RACK LATERAL CALCULATIONS
Seismic design for RTU(non structural component)per ASCE 7-16 Ch.13
Component Importance Factor,ip= 1.0 113.1.3)
Seismic Design Category= D
RTU weight,Wp= 850 lbs
RTU width= 12 ft
RTU length= 3.33 ft
RTU height= 4.25 ft
Frame height= 1.17 ft
Sds= 0.724 g
Attachment Height,z= 75 ft
Structure Height,h= 75 ft
Architectural Component=Other Rigid Components!High-deformability elements and attachments(steel rack) ((able 13.5-1]
Rp= 3.5 (Table/3.5-1]
ap= 1
Fp= 211 lbs (eq 13.3-1)
Fp,max= 985 lbs (eq 13.3-2)
Fp,min= 185 lbs (eq 13.3-3)
Horizontal Seismic Force= 211 lbs
Concurrent Veritcal Seismic Force= 123 lbs [13.3.7.2]
Uplift(width ends)(0.7E)= 112 lbs
Uplift(length ends)(0.7E)= 180 lbs
Wind design for RTU(rooftop equipment)per ASCE 7-16 Ch.30.11
C&C Wind Pressure= 54.2 psf
Horizontal Wind Force(perp to width)= 2764.2 lbs
Horizontal Wind Force(perp to width)= 767 lbs
Uplift(width ends)(0.6W)= 104 lbs
Uplift(length ends)(0.6W)= 1349 lbs
Controling Design
Shear Uplift
Perp to width 2764# 0.6W 1349# 0.6W
Perp to length 767# 0.6W 112# 0.6W
USE(4)1/4"x4-1/2'SDS SCREWS FOR RACK TO BLOCKING
USE(4)10d NAILS FOR SHEATHING TO BLOCKING
41 of 41
•
HRV RACK LATERAL CALCULATIONS
Seismic design for RTU(non structural component)per ASCE 7-16 Ch.13
Component Importance Factor,Ip= 1.0 j13.1.3]
Seismic Design Category= D
RTU weight,Wp= 600 lbs
RTU width= 7.67 ft
RTU length= 5.17 ft
RTU height= 5.00 ft
Frame height= 1.58 ft
Sds= 0.724 g
Attachment Height,z= 75 ft
Structure Height,h= 75 ft Architectural Component=Other Rigid Components:High-deformability elements and attachments(steel rack) Fable 13.5-ble 13.5-f]
Rp= 3.5
ap= 1
Fp= 149 lbs jeq 13.34.1
Fp,max= 695 lbs leg 13.3-2]
Fp,min= 130 lbs jeq 13.3-3]
Horizontal Seismic Force= 149 lbs j13.3.1.2J
Concurrent Veritcal Seismic Force= 87 lbs
Uplift(width ends)(0.7E)= 95 lbs
Uplift(length ends)(0.7E)= 111 lbs
Wind design for RTU(rooftop equipment)per ASCE 7-16 Ch.30.11
C&C Wind Pressure= 54.2 psf
Horizontal Wind Force(perp to width)= 2077.667 lbs
Horizontal Wind Force(perp to width)= 1400 lbs
Uplift(width ends)(0.6W)= 361 lbs
Uplift(length ends)(0.6W)= 794 lbs
Controling Design
Shear Uplift
Perp to width 2078# 0.6W 794# 0.6W
Perp to length 1400# 0.6W 361# 0.6W
USE(4)1/4"x4-1/2"SDS SCREWS FOR RACK TO BLOCKING
USE(4)1Od NAILS FOR SHEATHING TO BLOCKING