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Structural Calculations For o RECEIVED OFFICEJUL 212022 Dartmouth - / 0FT1aARo �V St .N Mechanical Unit Attachment Tigard, Oregon SERA Architects N -CZO22—oo&7( March 08, 2021 t s o� 5W 7- ND -F Job Number— 20-T129 b f-�'�/ c,\ JCTUf? ���p PR0pers \ \GINEk9 s'o t� 15 2 , 25 1 g Q, EXPIRES: !2.j3!/2oZ11 440, low k " ta: F R OE L I C H ENGINEERS * * * LIMITATIONS * * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND I 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 FROELICH ENGINEERSF 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 lI 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 jt1 3/8"DEWALT MINI UNDERCUT+ WITH 3/4"EMBEDMENT W/3/8" THREADED BOLT AND STEEP STRAP 1"WIDE X 2"LONG X 12 GAGE MIN.OCCURS AT EACH OF 4 PT CONCRETE SLAB -- SPLAYED WIRE CONNECTIONS FAN COIL UNIT CONDENSATE DRAIN W/ TRAP&VENT RUN TO NEAREST APPROVED RECEPTOR #12 WIRE WITH 4 TURNS OVER A MAX OF 3"TOP& BOTTOM.INSTALL AT 45 REFRIGERANT LIQUID& DEGREE ANGLE AT(4) SUCTION LINES-VERIFY CORNER. CONNECTION LOCATION SUPPLY DUCT-SEE 3/8"0 ALL THREAD ROD W/ OPTION TO USE UNISTRUT N1000 IF UNIT PLANS FOR SIZE AND 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. 1 O: DUCTED FAN COIL UNIT 12" = 1'-0" . - W _ _ 3 of 41 4 Client: Project: Project#: .$, x}t r;:"` Date: By: FROELICH ENGINEER 8 F Suspended Non-Structural Component: (Seismic Design) Seismic Force: V Top of Concrete Height: h= 25.0 ft I. Height of Attachment: z= 25.0 ft Response Modification: RP 6[ASCE7-10 Table 13.5-1] S4il y Amplification Factor: aP 2.5 [ASCE7-10 Table 13.5-1] is"ha i Component Weight: W, 179.0 lbs d if 6.oH® [SSI .,, Importance Factor: IP 1.0[ASCE7-10 Table 1.5-2] ----.30,, $ f RvT Spectral Acceleration: Sos= 0.724 re Seismic Design Force: FP 64.80 psf [ASCE7-10 EQN(13.3-1)] Min Seismic Design Force: Fp,n;n= 38.88 psf [ASCE7-10 EQN(13.3-3)] Max Seismic Design Force: Fpmax 207.35 psf [ASCE7-10 EQN(13.3-2)] •Fp 64.80 psf Number of wires in x direction:= 2 Number of wires in y direction:= 2 TributaryFp: FP 22.7 lbs 0.7*EQ(A5D) Splay Wire Brace Design: Splay Wire Angle Min: 8= 30° Splay Wire Angle Max: 8= 60° Select Splay Wire:Try#12 Wire Tension in Wire: Td= 45.4 lbs Allowable Tension: Ta 209 lbs Ta>Td i1.21s Compression Strut Design: Compression in Strut: Pd= 39.3 lbs (ASD)Safety Factor: 3= 1.67 [AISC El.] Structure Height: Hs 14.0 ft Effective Length Factor: K= 1.00[AISC Table C-A-7.1] Component Height H 9.0 ft Yield Stress: FY 33 ksi Length of Strut: Ls= 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: Ix 0.00418 in4 Wall Thickness: twam= 0.0283 in Radius of Gyration: r= 0.255 in Note:By inspection Euler Buckling will control compression design Max Length of Strut: 1_,„x= 10.54 ft r I0.877*nz*A*E Max=K*111 .fl*Pd Lmax>Ls irSlS A 0 4 Simpson Strong-Tie®Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON Titen HD' Rod Hanger Design Information — Concrete Strong-Tie , 0 I Titen HD Threaded Rod Hanger Product Data I Accepts Drill Bit Wrench Min. Hole Depth Quantity Size riAodel Rod Dia_ Dia. Size Embed. Overdrill ckl-) No. ON (in) ON (in) (in.) Box Carton rol i 1/4 x 1% THDB25158RH ri, 1,,„ % 1% IA 100 500 .*- , ......_..... . ..1,-ci fieVj %x 1 5/8 THDB37158RH % 1/4 1/2 1% 1/4 i 50 200 '..."0- 1 I16 x 23/4 THD50234RH lh Ye ivm 21/2 1,/,, 50 100 (I) 1_ 0 ...0 0 C Titen HD Threaded Rod Hanger Installation Information and Additional Datal < Model Number Characteristic Symbol Units 1110825158F1H ti) THD8371 588H THD50234RR ' C Installation Information CC ..0 Rod Hanger Diameter do in. 1/4 or% -ih (i.) 4:1) Drill Bit Diameter dm in. % % Maximum Installation Torque' Treslynax ft.-lb 24 50 Maximum Impact Wrench Torque Rating' Tripaclynax ft.-lb. 125 150 Minimum Hole Depth hook in. 13/4 3 Embedment Depth hnom in. 1% 2% Effective Embedment Depth hei in. 1.19 1.77 i Critical Edge Distance ca, in. 3 2,%6 - , Minimum Edge Distance coo in. 1% 1% o z Minimum Spacing sok , in. 1'h 3 z < El Minimum Concrete Thickness kw in. 31/4 41/4 ,, il 8 Anchor Data 17 i Yield Strength j,:3 i 100,000 97,000 i fya P Tensile Strength t psi 125,000 110,000 — z o Minimum Tensile and cn. As, I a. Shear Stress Area in. 0.042 0.099 > i a> Axial Stiffness in Service Load Range— Puna i bal. 202,000 715,000 c' Uncracked Concrete h Axial Stiffness in Service Load Range— Pa lb/in. 173,000 345,000 Cracked Concrete i•=iF i______ o 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.sio.is the maximum permitted installation torque for installations using a torque wrench. 3.Ti-rnmet mak is the maximum permitted torque rating for impact wrenches. , , 1 75 • if 41 Simpson Strong-Tie•Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON Titen HD Rod Hanger Design Information — Concrete Strong-Tie rr f Titer' r InstallHDa ons adi Cood Fenger Tension Strength Design Data IBC .,III Model Number Characteristic Symbol Units THDB25158RH 1 THDB37158RH THD50234RH 1 1 Anchor Category 1,2 or 3 — 1 Embedment Depth hno„, in. 15/8 21/2 Steel Strength in Tension(ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1) Tension Resistance of Steel. ._.- N L. 5,195 10,890 i Ns, 0 _,.._._____._ .....__., .._-_-. _...____ ____.-_._ -C Strength Reduction Factor—Sleet Failure' Osa — 0.65 U Q Concrete Breakout Strength in Tension(ACI 318-14 17.4.2 or ACI 318-11 Section D.5.2) CO Effective Embedment Depth her in 1.1 U '.7i 0 'C Critical Edge Distance ca. in. 3 211he V Effectiveness Factor—Uncracked Concrete k,�„17 — 30 24 Effectiveness Factor—Cracked Concrete fcc, — 17 Modification Factor yery 1.0 Strength Reduction Factor—Concrete Breakout Failure' -- 0.65 ct Pullout Strength in Tension(ACI 318-14 17.4.3 or AC1 318-11 Section D.5.3) Pullout Resistance—Uncracked Concrete if',=2,500 psi) Np 110 lb. tv'A' 2 025 Pullout Resistance—Cracked Concrete(Pc=2,500 psi) NA,n lb. N/A' 1,235' o Strength Reduction Factor—Pullout Failure' 11'r — 0.65 Z Tension Strength for Seismic Applications(ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) o w Nominal Pullout Strength for Seismic Loads(f'e=2,500 psi) Nr,,R7 lb. WA' 1,2355 i7 Strength Reduction Factor—Pullout Failure' 41 0.65 0 co 1.The information presented in this table is to be used inconjunction with 4.As described in this report,N/A denotes that putout resistance does o_ the design criteria of AC1318-14 Chapter 17 or ACI 318-11 Appendix D, not govern and does not need to be considered. as applicable. 5.The characteristic pullout resistance for greater compressive strengths m 2,The tabulated value of,0 applies when the load combinations of Section may be increased by multiplying the tabular value by(fc/2,500)°''. 1605.2 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are 6,The tabulated values of m or applies when both the load combinations O used asapplicable.If the load combinations of ACI 318-1 1Appendix C p ¢� m of ACI 318-i 4 Section 5.3 or ACI 318-f 1 Section 9.2,as applicable, N are used,the appropriate value of must be determined in accordance are used and the requirements of ACI 318-14 17.3,3(c)or ACI 318- a with ACI 318-11 D,4.4(b),as applicable. 11 D.4.3(c)for Condition B are met.Condition B applies where ci 3.The tabulated values of Oct 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 reinforcer ire it can be verified,the Op or cog factors 9.2,as applicable,are used and the requirements of ACI 318-11 D.4.3(c) described in ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c),as applicable, for Condition B are met.Condition B applies where supplementary may be used for Condition A.If the load combinations of ACI 318-11 reinforcement is not provided in concrete.For installations were complying Appendix C are used,the appropriate value of q must be determined in reinforcement can be verified,the Oa,factors described in ACI 318-14 accordance with ACI 318-11 D.4.4(c)for Condition B. 17.3.3(c)or ACI 318-11 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 c,must be determined in accordance with ACI 318-i 1 D.4.4(c)for Condition B. 'See p.13 for an explanation of the load table icons. 176 . . .. .. . .. . ... . ...., . ..... . .. .., . . , . • • Simpson Strong-Ties 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 and Upper Flute of Normal-Weight or Sand Lightweight Concrete Through Metal Deck1.2.`'.1 IBC ,,,t . r.,:. 61 Model No. Lower Flute Upper Flute Charaderistk- , Symbol Unit Figure 2 Figure 1 Figure 2 11-11)8251513R11 111D1125158RH THD5023411H THD837158RH 11101337158RH Minimum Hole Depth hhole in. 1 3/4 3 134 Embedment Depth hrum in. 1% 21b 13/4 Effective Embedment Depth hei in. 1 19 1.77 1.19 Cf) 1._ Pullout Resistance-Cracked Concrete3' NA dedo Ibt. 420 870 655 I 0 ' ...0 Pullout Resistance-Uncracked Concrete " p.N lbf. 995 1,430 1,555 I 0 deckuncr 1 C 1.The information presented in this table is to be used in conjunction with the design criteria of AC!318-14 Chapter I 7 or ACI 318-11 Appendix D,as applicable. < 2.Concrete compressive strength shall be 3,000 psi minitnum.The characteristic pullout resistance for greater compressive strengths MIMI shall be increased by multiplying the tabular value by(f',. ,fiS3,000 psirl. A3 3.For anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies, .c() as shown in Figure 1 or Figure 2,calculation 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 pullout strength in cracked concrete for CO anchors installed in the soffit of sand-lightweight or normal-weight-concrete-over-metal-deck floor and roof assemblies Npsieck a shall be substituted for Np.a.Where analysis indicates no cracking at service loads,the normal pullout strength in uncracked concrete = shall be substituted for Npuivr. 0 5.Minimum distance to edge of panel is 211,3f. a) 6.The minimum anchor spacing along the flute must be the greater of 3ho,or 1.5 times the flute width. 2 Min.3,000 psi normal or Min.1W for anchors installed in lower flute sand-lightweight concrete 1 I , "V •'•*,• ' ...• '•. : 'a '••••L'' : — ::: .Q..'1. ./,•:'. c',.' .2: ' oe. ,,...;0. ,.. . ;.... 0 • .Min.%typ. .a a • •••." • .",. •,,,•,„' ' 'T. t• a a . u * ."'92..° Max. Min.4%1 . 7.4 '''' ,.0';• UPPef I ``.•:,' '''•"". . Min • • •" '' flute .4, ./ \----20-gauge steel deck 3' 1. i Min.4W 0 z Min.12'typ. • --Lower flute rt( 2 ••••• -Max.1°offset,typ. 0 0 II, I—; Figure 1.THD50234RH Installation in Concrete over Metal Deck , 9 V ,co 1 z 1 0 Sand-lightweight concrete or 1 f2 normal-weight concrete over steel deck (minimum 3,000 psi) 0) haian.e.k=min 3W Min.W typ. , ol 17, c..0 po 8 n... Q •. - ,' . . G 0 C:“ 9 0 o,-3-- 0.00 . . \ t . .: • - ----• (3.. .-.. . '. 0 0 :" of. • . * 0 0,,„ •,0 0 0. rg'... , 0 • •. •• .0 :. . c) C) . 0° 0 q =, . .... .0.. . .. . 1., 4;74. •,, .... .. • 0 , 1 . ,.. „te p • . .. 4 0I *0 ° „,4..1, . tso ,, a. , ' 6. Zit 745* .0 •4-, :..„., • , .., •... ,..,, t to ._, ..) 0 Min 20-gauge ( ' Upper flute steel deck Min 1W Min.11/11.1 ....._.... •• Min.3W Max lii°(4-)offset ..---Min 2W--0., from center of—.- — Min 6'typ. --Lower flute lower flute Figure 2.THDB25158RH and THDB37158RH Installation in Concrete over Metal Deck *See p 13 for an explanation of the load table icons 177 7 of 41 SIMPSON Anchor Designer TM Company: Date: 12/29/2020 Software Engineer: Page: 1/5 Strong-Tie Project: Version 2.9.7376.4 Address: Phone: E-mail: 1.Project 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:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):8.00 State: Cracked Anchor Information: Compressive strength,f'c(psi): 5000 Anchor type: Concrete screw 4Pcv: 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,het(inch): 1.770 Ignore concrete breakout in tension: No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear: No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:No Build-up grout pad: No hmin(inch):4.00 cac(inch):2.69 Cmin(inch): 1.75 Smin(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 # f 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 8 of 41 SIMPSON Anchor Designer TM Company: Date: 12/29/2020 Engineer: Page: 2/5 Stro 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 Do 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 V.[Ib]:0 Vuay[Ib]:0 <Figure 1> Z 215 lb O lb 0 lb X 06. I 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 9of41 SIMPSON Anchor DesignerT"' Company: Date: 12/29/2020 Engineer: Page: 3/5 Software Project: Strong-Tie Version 2.9.7376.4 Address: Phone: E-mail: <Figure 2> 3 .00 .41 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 ' 10 of 41 SIMPSON Anchor Designer TM Company: Date: 12/29/2020 Engineer: Page: 4/5 stroll atm Software Project: Version 2.9.7376.4 e Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(lb) Vuay(lb) d(Vuax)2+(Vuay)2(Ib) 1 215.0 0.0 0.0 0.0 Sum 215.0 0.0 0.0 0.0 Maximum concrete compression strain Ma):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):215 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(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) 0 Oka(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kc2aAI f cher15(Eq. D-6) kc Aa Pc(psi) her(in) Nb(Ib) 17.0 1.00 5000 1.770 2831 0.750Ncb=0.750(ANc/ANc")Y'ed,N'c,NPcp,NNb(Sec. D.4.1 &Eq. D-3) ANc(in2) ANco(in2 Comm(in) y'ed,N Yc,N Ycp,N Nb(lb) 0 0.75ONcb(lb) 28.20 28.20 3.00 1.000 1.00 1.000 2831 0.65 1380 6.Pullout Strength of Anchor in Tension jSec.D.5.3) 0.750Npn=0.750Y'c,P2aNp(fc/2,500)"(Sec. D.4.1,Eq.D-13&Code Report) Yc,P A a Np(Ib) fc(psi) 11 0 0.750Npn(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-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 11 of 41 SIMPSON Anchor Designer TM Company: Date: 12/29/2020 Software Engineer: Page: 5/5 Strong-TiG Project: Version 2.9.7376.4 Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load, N.(Ib) Design Strength,oN.(Ib) 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-Tie 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 DEWA`T 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"0 Threaded Rod ASTM F1554 GR 36 Embedment: hef 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: ACI 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) 00= 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 lowers" Dec 29 2020 5.Geometric Conditions z /too otoo 4 — / Y I U. 1` � P"rv: :ifs .$ice O O 8a. X hmin 2.500 in cmin 2.500 in cac 2.250 in smin 3.000 in 6.Summary Results 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 (lb) 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 Remarks ANCHOR DESIGN CRITERIA IS SATISFIEDCIO 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. a 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. 8. Load Conditions Design Loads/Actions Z Nu 100 lb Vux 0 lb Vuy 100 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% M� I7 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"?owers" 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 I, 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 Design Assist Ver. 1.4.13.0 Page 5 DEWALT ENGINEERED BY?owers Untitled Dec 29 2020 10.Design Proof Tension Loading Steel Strength: N ACI 318-1417.4.1 a v Variables e� • i Nsa (lb) 4180.000 0.65 Results (pNsa = 2717.0 lb Table 17.3.1.1 Nua = 100.0 lb Utilization = 3.7% Concrete Breakout Strength: t N ACI 318-1417.4.2 • s e Equations p. 44" .44 A r, Eqn. 17.4.2.1 a N.n= — • Vr, ti . r, . gw . ;tiro Arr.<a • N;.=kc • k. • IF - kr1-5 Eqn. 17.4.2.2a Variables ANc (in2) ANcO (in2) 'ec,N "cd,N qjc,N "cp,N 5.063 5.063 1.000 1.000 1.000 1.000 cac (in) kc A'a Pe (psi) lief (in) Camin (in) 2.250 17.000 1.000 5000 0.75 4 Nb (lb) tp tpseis 780.775 0.40 0.750 Results �Ncb = 234 lb Table 17.3.1.1 Nua = 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 17 of 41 DEWALT Design Assist Ver. 1.4.13.0 Page 6 DEWALT ENGINEERED BY?OWfC 5 Untitled Dec 29 2020 Pullout Strength: t N AC1 318-14 17.4.3 "�I M/. Equations �' �� `, 4,, r Eqn. 17.4.3.1 Variables 111e p Np eg (lb) f c (psi) n cp 1.000 579.828 5000 0.500 0.40 cps cis 0.750 Results tpNpn = 174 lb N. = 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 Reference Steel Strength: V ACI 318-14 17.5.1 t b v Variables d'+ d - s Vsa,eq (lb) cp 895.000 0.60 Results V sa,eq = 537 lb V ua = 100 lb Table 17.3.1.1 Utilization = 18.6% Concrete Breakout Strength: V ACI 318-1417.5.2 a d a • Equations A- a � � A t' 1, Eqn. 17.5.2.1a fir.:. = "Is Y �.v ' r • ' h \a.z 1 $ r r Eqn. 17.5.2.2a Yt = (8 . C1 . v7.) .A. • Y7f ' tx@Gl9S Variables Ave (in2) AVco (in2) 'ec,V "ed,V "e,V 'Ph.V 72.000 72.000 1.000 1.000 1.000 1.000 le (in) da (in) Xa f e (psi) cal (in) Vb (lb) 0.750 0.375 1.000 5000 4.000 3246.753 (PSeis 0.45 0.750 Results tpVcb = 1461 lb Direction = Y+ V ua .= 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 • 19 of 41 DEWALT Design Assist Ver. 1.4.13.0 Page 8 DEWALT Untitled ENGINEERED BY?owers' Dec 29 2020 Pryout Strength: V ACI 318-1417.5.3 a • Equations ,. . 4 174,=kcp •Ncp Eqn. 17.5.3.1a Egn. 17.4.2.1a eb= A • jJcd,Jt lt ' *cp.J4 . b ti to N:=kc • 7i„ • f'. . krt_s Eqn. 17.4.2.2a Variables ANc (in2) ANcO (in2) 'ec,N �ed,N 'c,N cp,N 5.063 5.063 1.000 1.000 1.000 1.000 Cac (in) kc Xa hef (in) f c (psi) Camin (in) 2.250 17.000 1.000 0.75 5000.000 4.000 Nb (lb) kcp Ncp (lb) N 780.775 1.000 780.775 0.45 Results tpVep = 351 lb Table 17.3.1.1 Vua = 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 I • 20 of 41 1 DEWALT Design Assist Ver. 1.4.13.0 Page 9 DEWALT Untitled ENGINEERED BY"?OWerS" Dec 29 2020 12.Interaction of Tension and Shear Loads Reference ACI 318-14 17.6 Equations Nu„ + Vu Eqn. 17.6.3 �o •Nn ' Vn) C 1.0 1.2 Variables 'ti ua ltna 0.575 0.285 Results 0.716 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIEDCI Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility CAST IN BLUE BANGER HANGERS @ UNISTRUT N1000.ATTACH TO CAST 2'-0"O.C.PER PGE REQUIREMENTS. IN PLACE BLUE BANGER HANGERS UNISTRUT N1000.ATTACH TO CAST NNN WITH 1/2"DIAMETER BOLTS AT 2.-0" 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 solonnemilmnie It EXHAUST FAN 4. I ° �U 101 I UNISUT N1000 AGAL EXHAUST FAN 0 111110 1.''Ill I I I 111111111111114 i . US BRACETRS.(2)IN EACHDI ON DIRECTION.SEE PLAN VIEW FOR CONFIGURATION. I.P. �� I 1■ 1.111 EE \ EXHAUSTLAS FORDUCT SIZE AND PLANS SIZE AND UNISTRUT N1000(2) CONFIGURATION EDGES OF EXHAUST 1/2"0 ALL THREAD ROD AT(4) UNISTRUT N1000(2)EDGES FAN. CORNERS. ATTACH TO UNISTRUT OF EXHAUST FAN. TOP&BOTTOM WITH NUT AND WASHER. UNISTRUT ADJUSTABLE HINGE CONNECTOR WITH 1/2"BOLT TOP AND BOTTOM. PLAN VIEW SECTION VIEW DTRANSFORMER ROOM FAN DETAIL 12"=1.-0" m D 0 c : r+ m m m rn C) o m O z o 22 of 41 SIMPSON Anchor Designer TM Company: Date: 1/19/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.4 Address: Phone: E-mail: 1.Project 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,fe(psi):4000 Anchor type: Cast-in-place 4'cv: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(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 Crain(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-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ' 23 of 41 SIMPSON Anchor Designer TM Company: Date: 1/19/2021 Software Engineer: Page: 2/5 Strong-TieProject: 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 Co factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.[Ib]: 500 V.[Ib]:0 Vuay[lb]:0 <Figure 1> Z i 500 lb 0 Ib oltrataftw 0 Ib Y . X' 411, 0 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 24 of 41 SIMPSON Anchor Designer TM Company: Date: 1/19/2021 Engineer: Page: 3/5 Strong-TieSoftware 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-Tie 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 Anchor Designer TM Company: Date: 1/19/2021 Engineer: Page: 4/5 stron mine Software 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.(lb) V.(lb) Vuay(Ib) J(Vuax)2+(Vuay)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'Nx(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) 4$Nsa=min(OinsertNsa,insert;grodNsa,rod](ESR-3707) Nsa,insert(Ib) y5insert Nsa,rod(Ib) Orod Oise(Ib) 7695 0.65 8235 0.75 5002 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kc2a'If'ohert 5(Eq.D-6) kc A. f c(psi) her On) Nb(lb) 24.0 1.00 4000 1.875 3897 0.750Ncb=0.750(ANc/ANso)-ed,N!Pc,N-cp,NNb(Sec. D.4.1 &Eq.D-3) ANc(In2) ANco(In2 Ca,min(in) �edN ¶Pc,N Vcp,N Nb(Ib) 0 0.750Ncb(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.7)? Tension Factored Load,N.(Ib) Design Strength,0Nn(Ib) Ratio Status Steel 500 5002 0.10 Pass Concrete breakout 500 2046 0.24 Pass(Governs) BBWF2550 with 112"0 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-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com y w...�..ax...... �W�,.,�., s[Y .,a .,. _. 4„ ..,...�,..,,Yy,.u,..a...... ...... n tl m B,«.,, .....,�... . .r.r, ., r-., ,.. ..,..,.,.. ..-.,n,i. e t♦no-«.>,<,.,,.._. 26of41 1-15GREENHECK 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 Volume CFM) 2,636 Axial Transfer Direct Drive Total External SP(in.wg) 0.32 g Operatin Power(hp) 1.24 Operating Performance -_-- Fan RPM 3500 Elevation(ft) 374 2.1 1.4 Operating Temp.(F) 70 --- --_ Fan Configuration 1.8 Size j-_ 31 S Arrangement 4 00 Discharge Position Horizontal .(\ Mounting Ceiling Hung 1'S IS 1.0 im Material Type Steel Impeller Material L Aluminum 1.2 0.80. Equipment Weights Fan(LMD)(Ib) 35 = Motor/Drive(Ib) 36 N 0.9 m`Q 0.6 a Accessories(lb) 68 2 a 0 maw a) Misc Fan Data Es 0.6 c 0.4 m` Outlet Velocity(ft/min) 3,222 Tip Speed(ft/min) 11,225 gave Thrust Force(Ib) 5 0.3 0 - 0 - 0.2 Throw Distance(ft) 85 poi o cJ m Motor and Drives yste Motor Included 0.0 - - - 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 C) 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] """' n tro"a 30 000 IF BOIL 15 0 -15 30 310 o Qmc1 1 Sound Power by Octave Band WOR1DwID1 Sound Data 62.5 125 250 500 1000 2000 4000 8000 LwA dBA OIRTIfND RRTIRGS Inlet 74 77 85 80 75 72 69 64 82 71 LwA-A weighted sound power level,based on ANSI S1.4 pRIICtlR dBA-A weighted sound pressure level,based on 11.5 dB attenuation per octave band at 5 ft-dBA levels are not licensed by AMCA International H �FMOIIIII � l AIR RIM[fAt.T ♦♦ MD OdttROI ".... 'tMIOOIR ion e,h 1RT1ORR1.IIIG Generated by:mickey@integengineering.com CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 1 of 4 27 of 41 ®GREENHECK Printed Date: 03/30/2020 Job: Dartmouth Apartments Building Value in Air. Mark: G E F-1-6 Model: GJX-31-160-0634-M 15 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 CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 2 of 4 28 of 41 gtli.111111141N111111111111111111111111111111, At J IBGREENHECK Printed Date: 03/30/2020 ob: 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—•-1 — 24.49 — r-i-10.281 Crow i 1 f r.-,-.N t 1 8.90 AlriA 12.25 16.18 16.99 ' WILIM TA I 1 67 1 w w U U Z Z J�' 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 CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 3 of 4 29 of 41 I1GREENHECK Printed Date: 03/30/2020 Job: Dartmouth Apartments Building Value in Air. Mark: GEF-1-6 Model: GJX-31-160-0634-M 15 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 ---- A 3.13 P 1, ill 5.25 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 CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 4 of 4 „ DAT I IN 30of41 Submittal Data Sheet FC Unit - For Reference Only 4.0-Ton MSP Concealed Ducted Unit FXSQ48TAVJU FEATURES • Eleven capacity options from 5,800 Btu/h 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 a • Independently configurable 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 as# ' • 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. ANT ER ipR • Designed for quiet operation,with sound levels as low as 28 dB(A). R-41 OA INVERTER VRVE7US Limo Daikin North America LLC,5151 San Felipe,Suite 500,Houston,TX,77056 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) 31 of 41 DA3 N., I I N 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 Type: Ducted Rated Cooling Conditions: Indoor(°F DBANB):80/67 Ambient(°F DB/WB):95/75 Rated Cooling Capacity(Btulhr): 48,000 Rated Heating Conditions: Indoor(°F DB/WB):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(Btu/hr): 54,000 Heating Input Power(kW): 0.36 INDOOR UNIT DETAILS Power Supply(V/HzJPh): 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 Overcurrent 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 Net 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,77056 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) . . _ .. ,.. 4,,x' 32 of 41 1 IK IN Submittal Data Sheet 4.0-Ton MSP Concealed Ducted Unit FXSQ48TAVJU DIMENSIONAL DRAWING 5-1/4 (1341_, 24-13/16 (630) H 1 I (Hanging bolt positions 0 * C:3 • 1.111 • • ., . • : I, fl � ) • • ® a -' 3 Air Air H IM: Outlet • . ""1 • ® Inlet immi IEl - 0 " I. 1�><�� ea CO O in cr. ® U 33-7/16 (850) _ (From the Air Inlet) r0 0 0 O © H2 Outlet i• 07-3- i•g �n0c 3Illl I■ • I ANY l --x i- 1 N N . ,w11 3-9 16 (91) -, _ - 7-1 16 (179) 0 O I I • 1-15 16 (50) I w m � II i H 9-11/16(245) W 55-1/8(1400) O 31-1/2(600) Air H1 8-3/16(208) I Inlet W1 53-1/4(1352) Air H2 6-15/16(176) Outlet W2 46-15/16(1192) 1 3 Drain socket 1 2 Drain hose(Accessory) 1 1 Socket(for maintenance) 0.901"(426) 1 0 Hanger For M10 or equivalent 9 Air Inlet flange • �,_- ! 8 P Outlet flange 7 7 Powerrsupply wiring connection " controller and remote ■ ■ controller wiring connection _ 5 Control box(inside) 4 Ground terminal(Control box) M4 -3 Drain pipe connection 0.D.41-1/4"(032) 2 Gas pipe connection 05/8"(015.9) Flare connection (Free the Air Outlet) 1 Liquid pipe connection 0 3/8"(09.5) Flare connection ITEM PART NAME REMARK Note:For additional dimensional data and clearance information,refer to Engineering Data i Daikin North America LLC,5151 San Felipe,Suite 500,Houston,TX,77056 Daikin City Generated Submittal Data www.daikinac.com www.daikincomfort.com r (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) C.d.mili l rh/n•O/19/9M0 A-SA•11 AAA • 33 of 41 1GREENHECK Printed Date: 12/18/2020 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/oAcc's(Ib) 142 FOR REFERENCE ONLY Weight w/Acc's(lb) 144 2.5 1.5 • 1557 FRPM C Performance 2.0 1.2 Requested Volume(CFM) 4,150 Actual Volume(CFM) 4,150 N m Total External SP(in.wg) 0.5 3 1.5 0.9 a� . Fan RPM 1557 . Operating Power(hp) 1.29 T. ro \ 45 Elevation(ft) 374 ai to 0.6 CI Airstream Temp.(F) 70 o_ y °� Air Density(Ib/ft3) 0.074 • m cs ti9) Tip Speed(ft/min) 6,827 rn 0.5 i 0- 0.3 Static Eff.(%) 25 ° c O° System 0.0 - 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----- --------- 9 1 Brake horsepower curve Notes: All dimensions shown are in units of in. 'NEC FLA-based on tables 430.248 or 430.250 of QfCIA Sound Power by Octave Band National Electrical Code 2014.Actual motor FLA may vary. &O:nigD for sizing thermal overload,consult factory. Rm1.es Sound 62.5 125 250 500 1000 2000 4000 8000 LwA dBA Sones A-A weighted sound power level,based on ANSI S1.4 foImD Data dBA-A weighted sound pressure level,based on 11.5 dB D ..e attenuation per Octave band at 5 ft-dBA levels are not Inlet 79 78 85 84 75 74 70 66 84 72 20 licensed by AMCA International rarw A�Re Radiated 82 80 81 78 67 ` 58 52 50 78 66 13.3 Sones-calculated using AMCA 301 at 5 ft ..<O,.°<, °,ice Generated by: mickey@integengineering.com CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 1 of 3 34 of 41 ®GREENHECK Printed Date: 12/18/2020 Job: Dartmouth Apartments ® 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 van-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 35 of 41 LGREENHECK Printed Date: 12/18/2020 Job: Dartmouth Apartments Building Value in Air. Mark: TEF-1 Model: SQ-160-VG SQ-1 60-VG Direct Drive Centrifugal Inline Fan l I TOP VIEW 22.88 SQ. INLET 26.00 26.00 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.) / 151/� 553/4" / / �51/2"/ \ • �� jL °"�� 1-1/2"UNIST • RUT (TYP.) 0 v M` / j / , 2-1/2"0 SCH.40 STEEL PIPE(TYP.4) OUTDOOR HEAT PUMP UNIT(TYP.) 4"WIDEx3/16"THICK STEEL CHANNEL(TYP.) 1/2"0 THRU BOLT 7 (TYP.4 EA.UNIT) s 2-1/20 SCH.40 STEEL PIPE(TYP.4) \ 1 6X6 BASE PLATE ROOF DECK `v / W/(4) P N 4 -_ �/ 1/2"SIMPSON SDS X] "EX X X " X X Xo11 EX SCRES TO BLKG. ROOF TRUSSES - - 6X6 BLKG CENTERED UNDER EACH HVAC SIMPSON A35 CLIP POST.NAIL SHEATHING TO BLKG W/(2) EACH SIDE OF BLKG ROWS OF(4)0.148"0 X 3"NAILS EQ SPACED TO TRUSS TOP TYP. CHORD i/ HEAT PUMP RACK DETAIL 3/8"= 1-0" 37 of 41 FOR REFERENCE ONLY 62" SPRING VIBRATION ISOLATOR, RESTRAINED,1" DEFLECTION(TYP.4) HRV-1 3/4"0 THRU BOLT W/ 3"STANDARD PIPE(TYP.) _ WASHER&NUT (TYP. SINGLE PLY STANDARD 2 EACH ISOLATOR) PIPE FLASHING FOR RIGID ROOF WATERPROOFING PER INSULATION PER ROOFING ACHITECTURAL REQUIREMENTS �� leza &SPECIFICATIONS t..� ROOF DECK-REFER TO ACHITECTURAL& 14" STRUCTURAL Q � , 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. 92 k 3" 6" 13/16"0 HOLE- C5x6.7 TO (2)PER ISOLATOR 3/4"A307 THRU 3/16" C5x6.7 BOLTS W/WASHER (TYP.) &NUT TO ATTACH 2 UNIT TO FRAME 3" C5x6.7 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) HRV DETAIL 12" = 1'-0" 38 of 41 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 Lb= 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 K1= 0.00 K2= 0.93 K3= 0.96 Topographic Factor K,,= 1.00 Gust Effects&Terrain Constants nominal height of boundary zg= 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 Ke= 1.00 Table 26.9-1 page 268 Velocity Pressure Exposure Coefficients Kh (see below) Table 26.10-1 page 268 Height(ft) Kh q,(psf) Velocity 15 0.57 18.0 Pressure 20 0.62 19.6 Output q, 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 • y= 3.33 ft B ~x♦I z1 = 5ft z2= 3.333333 ft z3= 3 ft L(building) II Center of wind res. Center of mass z1 z3 Wind UR Wind up/down Af= 17 50 ft` 0.1Bh= 450 1500 1.90 Bh= 4500 15000 1.00 GC,= 1.90 1.90 Varies Linearly.Interpolated for area. Design Wind Pressures-p(psf)at h p=ghGC, Wind UR 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 [13.1.3] 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) [fable 13.5-1] Rp= 3.5 [Table 13.5-1] 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 [13.3.1.2] 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 (13.1.3] 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) [Table 13.5-1] Rp= 3.5 [Table 13.5-1] ap= 1 Fp= 149 lbs (eq 13.3-1] Fp,max= 695 lbs (eq 13.3-2] Fp,min= 130 lbs (eq 13.3-3] IF Horizontal Seismic Force= 149 lbs Concurrent Veritcal Seismic Force= 87 lbs (13.3.1.2] 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)10d NAILS FOR SHEATHING TO BLOCKING