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OFFICE COPY OFFICE COPY Submittal Response Letter ARCHITECTURE 1> �© SERA URBAN DESIGN+PLANNING INTERIOR DESIGN Date APPROVPD REVISION Project Name Dartmouth Apartments Project Number 1903007 13 u p .o 1- Q 0 .3 y Attention (1 Company Essex General Construction Inc Address 4284 W 7th Avenue Eugene, Oregon, 97402 / l .77 I ! I , �� 4(J Phone (503) 747-0092 t (/� (� Email Submittal Name MEPF Seismic Bracing Submittal No. 01 35 73— 1.0 Revision The following comments refer to the submittal listed above. They supplement all comments made within the submittal itself and do not necessarily represent all comments within this submittal. General Comments: 1. No Exceptions Noted Sender Charlie Baxter SUBMITTAL REVIEW cc NO EXCEPTIONS NOTED ❑ DISAPPROVED ❑ NO EXCEPTIONS NOTED IN CORRECTED COPY ❑ REVISE AND RESUBMIT ❑ NOT REVIEWED Reviewed only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. This review does not affect the Contractor's responsibility to perform all contract requirements with no change in contract price or time, Any actions shown are subject to the requirements of the Contract Documents. Contractor is responsible to confirm and correlate dimensions at the site for information that pertains solely to the fabrication processes for the means, methods, techniques, procedures, sequences, and quantities necessary to complete the contract and for coordination of the work of all trades and the satisfactory performance of his work. Any review is undertaken solely to satisfy Architect's obligations, if any, to the Owner and shall not give rise to claim by Contractor or other parties against Architect or Owner. charlieb REVIEWED BY SERA 1/21/2022 DATE 338 NW 5TH AVENUE PORTLAND OR 97209 T 503.445.7372 r 503.445.7395 SERADESIGN.COM , 4 I Submittal Review .�Essex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. Section: 013573-1.0 Date: 01/12/22 Subcontractor/Supplier: Innovative Air, Jet Fire, Porter Electric, Tapani Plumbing Description: MEPF Seismic Bracing Contractor: Stamp - Innovative Air (2-43) Essex General Construction Inc - Jet Fire (44-46) This drawing or submittal has been reviewed - Porter Electric (47) for general conformance with plans and specifications. oes not - Tapani Plumbing (48-59) fabricator/vendor'ew or ubcontracto1reve of responsibility for errors,omissions,or non-compliance with contract documents. x r c Yije7° 01/12/2022 Reviewed Eliot Adams Architect: Stamp Engineer/Consultant: Stamp 50 REVIEWED ❑ REVISE AND RESUBMIT ❑REJECTED El FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. This contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe and satisfactory manner. FROELICH CONSULTING ENGINEERS, INC. DATE: 1-20-2022 BY: TWN 4284 W 7rh Avenue.Eugene,OR 97402 1541-342-4509 www.essexgc.com 17400 SW 65th Avenue.Lake Oswego,OR 97035 1503-747-0092 CCBN OR 54531 I WA ESSEXGC852JC Structural Calculations For Dartmouth - Mechanical Unit Attachment Tigard, Oregon SERA Architects March 08, 2021 Job Number—20-T129 5.�c iCTUi c30 PRO fie C 15 a core -�ii P. 5t q`'. l EXPIRES: !2/S1/2oZ1,1 cr3Aorddv 1,0„ 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 FROELICH ENGINEERS J 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.froeiich-enai neers.com 0 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 r , 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 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. O DUCTED FAN COIL UNIT 12" = 1'-0" 3 of 41 Client: Project: 41111 Project#: Alin Date: By: FROELICH E N S I N E E R B i Suspended Non-Structural Component: (Seismic Design) Seismic Force: / r:' /, ,,. V # Top of Concrete Height: h= 25.0 ft Height of Attachment: z= 25.0 ft Response Modification: RP 6[ASCE7-10 Table 13.5-1] Siti4,, Amplification Factor: ap= 2,5[ASCE7-10 Table 13.5-1] 1„./1411 ! Component Weight: WP 179.0 lbs ® ( OM Importance Factor: IP 1.0[ASCE7-10 Table 1.5-2] "r4. P[t sfp.4 5 rit uT Spectral Acceleration: Sos= 0.724 P Seismic Design Force: FP 64.80 psf [ASCE7-10 EQN(13.3-1)] Min Seismic Design Force: FPm;n= 38.88 psf [ASCE7-10 EQN(13.3-3)] Max Seismic Design Force: FPm,x 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 Tributary Fp: FP 22.7 lbs 0.7*EQ(ASD) Splay Wire Brace Design: Splay Wire Angle Min: 9= 30° Splay Wire Angle Max: 6= 60° Select Splay Wire:Try#12 Wire Tension in Wire: Td= 45.4 lbs Allowable Tension: Ta 209 lbs Ta>Td axiS Compression Strut Design: Compression in Strut: Pd= 39.3 lbs (ASD)Safety Factor: 1= 1.67[AISC El.] Structure Height: Hx= 14.0 ft Effective Length Factor: K= 1.00[AISC Table C-A-7.1] Component Height Hp= 9.0 ft Yield Stress: FY 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 in2 Inner Diameter: d= 0.6934 in Moment of Inertia: Ix 0.00418 in4 Wall Thickness: t�„ii= 0.0283 in Radius of Gyration: r= 0.255 in Note: By inspection Euler Buckling will control compression design Max Length of Strut: L",ax 10.54 ft L MAx= r* 0.877*zrz*A*E K 12*Pd Lmax>Ls lais I 0 I Simpson Strong-Tie®Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON Titen HD`) Rod Hanger Design Information — Concrete I= Titen HD Threaded Rod Hanger Product Data Size ModelDrill Bit Wrench Min Hole:Depth Quantity Rod Dia. Dia, Sae Embed. Qverdnff (inl cut} (in.) 011.) (In.t (il.) Box Carton '71 1/4 x 1% THDB25158RH % % 34 1% 14 100 500 It n1 a%J %xi% THDB37158RH 34 1/4 12 1% 31i 50 200 lit > 5.4ii -1/2 x 2' THD50234RH +�M 9 % t116 216 7/450 100 tl Cl) L 0 U C Titen HD Threaded Rod Hanger Installation Information and Additional Data' Q Model Number Characteii tic Symbol Unds Tt 825158RH THD50234RH U TH 1337158RH C Installation Information tg Rod Hanger Diameter do in. 1/4 or 34 1h V Drill Bit Diameter dot in. % 4 2 Maximum Installation Torque' Tart/lux ft.-lb. 24 50 Maximum Impact Wrench Torque Rating"'- T;,rpay,x ft.-lb. 125 150 Minimum Hole Depth hoojo in. 13/4 3 Embedment Depth hriGfil in. 1e 23/4 Effective Embedment Depth hot in. 1.19 1.77 Critical Edge Distance co; in. 3 2»/18 f Minimum Edge Distance con in. 1% 13 z Minimum Spacing sm, in. 1% 3 r a Minimum Concrete Thickness hmin in. 31/4 41/4 O Anchor Data - Yield Strengthjaa_ fry psi 100.000 97,000 F Tensile Strength tera I psi 125,000 110,000 in o Minimum Tensile and A„ in.' 0.042 0.099 2 Shear Stress Area i o Axial Stiffness in Service Load Range— P� j (bfn. 202,000 715,000 Uncracked Concrete 6' a, 8 Axial Stiffness in Service Load Range— er Cracked Concrete /307 Ibfn. 173,000 345,000 f o I.The information presented in this table is to be used in conjunction with the design criteria of ACl 318-14 Chapter 17 or ACI 318-11. 2.Tp,30,tt,f is the maximum permitted installation torque for installations using a torque wrench. 3.Tc.,,,a,is the maximum permitted torque rating for impact wrenches. 175 •f 41 Simpson Strong-77es Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON Titen HD'-' Rod Hanger Design Information — Concrete Strang-Tie Titen HD Threaded Rod Hanger Tension Strength Design Data IBC t r -* for Installations in Concrete' A ., °-;, Model Number Symbol Units 11U13825158RH TF37158RN 1Hd50234Ak Anchor Category 1,2 or 3 — Embedment Depth h, in. 1% 2' Steel Strength in Tension(ACI 318-1417.4.1 or ACI 318-11 Section D.5.1) s, Tension Resistance of Steel Al,„ lb. 5,195 10,890 0 _.___.. ..__.____ _______ _C Strength Reduction Factor—Steel Failure, :,� — 65 C Q Concrete Breakout Strength in Tension(ACI 318-1417.4.2 or ACI 318-11 Section D.5.2) I {a Effective Embedment Depth h,;.r in. 1.19 1 r7 0 ..___._W___.,......_.- -_. ,. _ C Critical Edge Distance cx in 3 211he Effectiveness Factor—Uncracked Concrete k, r — 30 24 2 Effectiveness Factor—Cracked Concrete k r — 17 Modification Factor wr N — 1.0 Strength Reduction Factor—Concrete Breakout Failure' `§ar — 0.65 Pullout Strength in Tension(ACI 318-1417.4.3 or ACI 318-11 Section D.5.3) Pullout Resistance—Uncracked Concrete(t',=2,500 psi) N,,;„t, lb. N/A" 2,025, Pullout Resistance—Cracked Concrete(f',=2,500 psi) N5 ib. N/A' 1,235,- Strength Reduction Factor—Pullout Failure, 6 — 0.65 z� Tension Strength for Seismic Applications(ACI 318-1417.2.3.3 or ACI 318-11 Section D.3.3.3) 0 Nominal Pullout Strength for Seismic Loads(f'c=2,500 psi) NF,eq i b. N/A' 1,2355 cl Strength Reduction Factor—Pullout Failure, t^ — 0.65 P �c m 1.The information presented in this table is to be used in conjunction with 4.As described in this report,N/A denotes that pullout resistance does na. the design criteria of AC1318-14 Chapter 17 or ACI 318-11 Appendix D, not govern and does not need to be considered. f as applicable. 5.The characteristic-pullout resistance for greater compressive strengths m 2.The tabulated value of or,applies when the load combinations of Section may be increased by multiplying the tabular value by(fc/2,500)". b 1605.2 of the IBC,ACI 318-14 Section 5.3 or ACI 318-t 1 Section 9.2 are 6.The tabulated values of op or o,a applies when both the load combinations m used,as applicable.If the load combinations of AC1 318-11 Appendix C of AC1 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable. o are used,the appropriate value of 6 must be determined in accordance are used and the requirements of ACI 318-14 17.3.3(c)or ACI 318- with ACI 318-11 D.4.4(b),as applicable. 11 c D.4.3forCondition are met.Condition B 3.The tabulated values of Oct ) B applies where �applies when both the load combinations of supplementary reinforcement is not provided in concrete.For installations Section 1605.2 of the IBC,AC1 318-14 Section 5.3 or AC1318-11 Section were complying reinforcement can be verified,the fin or'i•,,o factors 9.2,as applicable,are used and the requirements of AC1318-11 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 0 must be determined in reinforcement can be vented,the och factors described in ACI 318-14 accordance with ACI 318-11 D.4.4(c)for Condition B. 17.3.3(c)or ACl 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 0 must be determined in accordance with ACI 318-11 D.4.4(c)for Condition B. *See p 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 Strang-Tie Titen HD Threaded Rod Hanger Tension Strength Design Data for Installations in the Lower IBC t * and Upper Flute of Normal-Weight or Sand-Lightweight Concrete Through Metal Deckt.2'5-6 Model No. Lower Rite Upper Flute t Characteristic Symbol units Fgtse 2 Figure 1 Figure 2 T11DB25158R1f 11•0825158111 1H11B37158f1H T1iI15tl23dkiii T13715841 1 Minimum Hole Depth htrae in. 13/4 3 1/ Embedment Depth h,X,,, in. 1% 21/2 1% Effective Embedment Depth he in. 1.19 1,77 1.19 ti) Pullout Resistance-Cracked Concrete''•' NA deck, lbf. 420 870 655 1...o Pullout Resistance-Uncracked ConcreteJ 3.A N.d�,uncr ( lbt. 995 1,430 1,555 p 1.The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or C AC1 318-11 Appendix D,as applicable. < 2.Concrete compressive strength shall be 3,000 psi minimum.The characteristic pullout resistance for greater compressive strengths shall be increased by multiplying the tabular value by(f'c, 3,000 psfi°'. CD 3.For anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies. U as shown in Figure 1 or Figure 2,calculation of the concrete breakout strength may be omitted. `C 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 CD anchors installed in the soffit of sand-lightweight or normal-weight-concrete-over-metal-deck floor and roof assemblies Np.deck.cr shall be substituted for Np,,,Where analysis indicates no cracking at service loads,the normal pullout strength in uncracked concrete V Np,dm,rr,, shall be substituted for Nr,.„„,,,. 5.Minimum distance to edge of panel is 2her. 0) 6.The minimum anchor spacing along the flute must be the greater of 3h,for 1.5 times the flute width 2 Min.3,000 psi normal or Min.11z'for anchors installed in lower flute sand-lightweight concrete \y c; '". o,* 0° . a i • Min.If typ. • o. < . ° 1 c s� • •°°•U • Upper °•a o >t Min. • flute —20-gauge l ,n y i I steel deck Max.3' [...Min. I Min.414' Z . Min.12'typ. lower flute a m ► 1.--Max.1'offset,typ. 0 F Figure 1.THD50234RH Installation in Concrete over Metal Deck o z 0 Q i- n 0 Sand-lightweight concrete or co normal-weight concrete over steel deck mm,.axk�min 3. 'la (minimum 3,000 psi) m h Min.3/u typ. CI.— °v/ • ° • .°.o epO '• p e •o o o a o. A ot -F) o a. o.. O o n v e t • p . i.o p 0 b O •. ` • °. • o° s. o.. • • O cr e ,,,,:•,. a. • ° ° °b °Qad• ($'G $ P /` a oo. i "wi' ° Upper flute A O Min.20-gauge steel deck Min.1W Min. 1 i �. 1'».__._._ Max.'A'(+!)offset ..—Min,3S4'--••—►• .--Min.214'--► from center of--.1- 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 DesignerTM Company: Date: 12/29/2020 Software Engineer: Page: 1/5 Strongne* 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:ACI 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 4Pc,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 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 bib Mr ilmiNaIIIIiIY°Ilool)illaia. 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 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 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.[Ib]:215 V.[Ib]:0 Vuay[Ib]:0 <Figure 1> Z 215 lb 0 Ib 411\0406,0 lb Xr 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 9of41 SIMPSON Anchor Designer TM Company: Date: 12/29/2020 Engineer: Page: 3/5 Stro 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 Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 10of41 SIMPSON Anchor Designer TM Company: Date: 12/29/2020 Software Engineer: Page: 4/5 Strong-Tie Software Project: Version 2.9.7376.4 Address: e Phone: i E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) 1I(Vuax)2+(Vuay)2(lb) 1 215.0 0.0 0.0 0.0 Sum 215.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):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'rix(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 q$Nsa(lb) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcA.all f cherl 5(Eq.D-6) kc A.a fc(psi) her(in) Nb(Ib) 17.0 1.00 5000 1.770 2831 0.750Ncb=0.750(ANc/ANco)'ed,N-c,NY'cp,NNb(Sec. D.4.1 &Eq.D-3) ANc(in2) ANco(in2 Ca,min(in) f'ed,N Yc,N Tcp,N Nb(Ib) 0 0.750Ncb(lb) 28.20 28.20 3.00 1.000 1.00 1.000 2831 0.65 1380 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0.750Npn=0.750P'c,P2aNp(fc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) Y'c,P A a Np(Ib) f c(psi) r1 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-Tie 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.(lb) Design Strength,0N, (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-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 12of41 DEWALTDEWALT Design Assist Ver.1.4.13.0 Page 1 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:Seiected Anchor Information Selected Anchor: Mini-Undercut+ Brand: DEWALT Material: 3/8"0 Threaded Rod ASTM F1554 GR 36 wr 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 lope = 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) 120= User Defined - #tt�.;,uz , x y—.�., , SalFu#.A.„. . �3...i-vz '5 €+ ,141, tzt,Mita-44,,,,4 4. cx 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'?o verS Dec 29 2020 5.Geometric Conditions z /100 0 0100 4, • y T.- 0 0 5 \s X y r, hmin 2.500 in cmin 2.500 in cac 2.250 in smin 3.000 in 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 14of41 DEWALT Design Assist Ver.1.4.13.0 Page 3 DEWALT Untitled ENGINEERED BY"Anvers Dec 29 2020 ANCHOR DESIGN CRITERIA IS SATISFIED f 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. • 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 N.. Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb . .if •Consider Load Reversal X Direction 100% Y Direction 100% �, 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'dowers' Dec 29 2020 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 Design Assist Ver.1.4.13.0 Page 5 DEWALT Untitled ENGINEERED BY'dowers" Dec 29 2020 Steel Strength: t N ACI 318-14 17.4.1 11 id id Variables • a + ^4 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: N ACI 318-1417.4.2 4.1 Equations e. , 4. _ AN, ''f Eqn. 17.4.2.1a N.rb a As,„ ryrrd,lf 1e,H ' 1 4tEp.tr • N• o Na= .k . . htrt s Eqn. 17.4.2.2a Variables ANc (in2) ANcO ( 2) Iljec,N 'Ped,N ‘Pc,N ' cp,N 5.063 5.063 1.000 1.000 1.000 1.000 cac (in) kc Xa fc (psi) hef (in) Camin (in) 2.250 17.000 1.000 5000 0.75 4 Nb (lb) cp Wseis 780.775 0.40 0.750 Results cpNcb = 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 Untitled ENGINEERED BY'?Owers Dec 29 2020 Pullout Strength: nt ACI 318-1417.4.3 •- "ItIllr"a 1). Equations . 'a a Eqn. 17.4.3.1 Arpr= W r P ,1p (2,-scoco) Variables 'Pep Np,eq (lb) f c (psi) n cp 1.000 579.828 5000 0.500 0.40 c9S eis 0.750 Results PNpn = 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 Steel Strength: y ACI 318-1417.5.1 r a a • �� I V Variables Vsa,eq (lb) co 'a 895.000 0.60 Results V sa,eq = 537 lb Vua = 100 lb Table 17.3.1.1 Utilization = 18.6% Concrete Breakout Strength: V ACI 318-1417.5.2 �J Equations ,. q. Eqn. 17.5.2.1 a Y = e.. • Wea,r • V4,r • C., •yu Eqn. 17.5.2.2a VA,= (R • CO. • V } • \Cal�i5 Variables Ave (hie) Avco (in2) Tec,V tPed,V ‘Pc,V h,V 72.000 72.000 1.000 1.000 1.000 1.000 lc (in) da (in) Xa f c (psi) cal (in) Vb (lb) 0.750 0.375 1.000 5000 4.000 3246.753 (PS eis 0.45 0.750 Results cpVcb = 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 19 of 41 DEWALT Design Assist Ver.1.4.13.0 Page 8 DEWALT Untitled ENGINEER®BY'rowers Dec 29 2020 Pryout Strength: V ACI 318-14 17.5.3 Equations I. A . .. V.,=kcp .vcp Eqn. 17.5.3.1 a A"= Eqn. 17.4.2.1a AN, .v =Ire •ks - v7 • kri-s Eqn. 17.4.2.2a Variables ANc (ine) ANcO (in2) "ec,N "ed,N "c,N 'cp,N 5.063 5.063 1.000 1.000 1.000 1.000 oac (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 Nep (lb) cp 780.775 1.000 780.775 0.45 Results cpVcp = 351 lb Table 17.3.1.1 V. = 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 20 of 41 DEWALT Design Assist Ver.1.4.13.0 Page 9 DEWALT Untitled ENGINEERED BY'r?OWerS Dec 29 2020 12" Interaction'of,Tension and Shear Loads t ` g, 'i o - ACI 318-14 17.6 Equations 1�T N Vt: Eqn. 17.6.3 co • iVri cp • tit < 1.0 1.2 Variables •qua Vua 9 'Nn aP 'Vn 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 CAST IN BLUE BANGER HANGERS© UNISTRUT N1000.ATTACH TO CAST -- UNISTRUT N1000.ATTACH TO CAST --- 2'-0"0.C.PER PGE REQUIREMENTS. IN PLACE BLUE BANGER HANGERS WITH 1/2"DIAMETER BOLTS AT 2'-0" IN PLACE BLUE BANGER HANGERS O.C.PER PGE REQUIREMENTS. I I WITH 1/2"DIAMETER BOLTS AT 2'-0" O.C.PER PGE REQUIREMENTS. PT CONCRETE SLAB 111 1 , It f _ i©I IU -ih....H1r UNISTRUT N1000 DIAGONAL EXHAUST FAN [Al BRACES.(2)IN EACH DIRECTION.SEE PLAN VIEW FOR CONFIGURATION. 4. .qI I■ EXHAUST DUCT-SEE N CLANS FOR SIZEO AND UNISTRUT N1000(2) 1/2"0 ALL THREAD ROD AT(4) UNISTRUT N1000(2)EDGES CONFIGURATION EDGES OF EXHAUST CORNERS. ATTACH TO UNISTRUT OF EXHAUST FAN. FAN. TOP&BOTTOM WITH NUT AND UNISTRUT ADJUSTABLE WASHER. HINGE CONNECTOR WITH 1/2"BOLT TOP AND BOTTOM. PLAN VIEW SECTION VIEW ll) TRANSFORMER ROOM FAN DETAIL 71 12"=1'-0" O C = M 23 m m PO m Cn 0 m m O z o � 3 22 of 41 SIMPSON Anchor Designer TM Company: Date: 1/19/2021 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:ACI 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch): 10.00 State:Cracked Anchor Information: Compressive strength,fn(psi):4000 Anchor type:Cast-in-place 4Jc,v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,he(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 Cmin(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 DesignerTM Company: Date: 1/19/2021 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 Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[Ib]:500 Vuax[Ib]:0 Vuay[Ib]:0 <Figure 1> Z 500 lb 0 lb '*' Y 01b tt~ X (lb 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 24 of 41 SIMPSON Anchor Designer TM Company: Date: 1/19/2021 Engineer: Page: 3/5 StrongTie Software Project: Version 2.9.7376.4 Address: e Phone: E-mail: <Figure 2> i jii j 1 1 1 5r00 DP- 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 25of41 SIMPSON Anchor Designer TM Company: Date: 1/19/2021 Engineer: Page: 4/5 Strong-Tie 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.(Ib) Veax(Ib) Veay(Ib) A/(Veax)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(%e):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) ONsa=minAbinsertNsa,insert;(brad Nsa,rod](ESR-3707) Nsa,insert(Ib) yinsert Nsa,rod(lb) ybrod ON.(Ib) 7695 0.65 8235 0.75 5002 5,Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kc2aifchef15(Eq.D-6) kc A.a fc(psi) her(in) Nb(Ib) 24.0 1.00 4000 1.875 3897 0.750Ncb=0.750(Ant c/ANco)Vied,N'c,NVcp,NNb(Sec. D.4.1 &Eq. D-3) ANc(in2) ANco(in2 Ca,min(in) yed,N PcN 'cp,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 1/2"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 26 of 41 alGREENHECK 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-M 15 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 Elevation(ft) 374 2.1 1.4 Operating Temp.(F) 70 _____ _- -- - Fan Configuration i A Size 31 1.8 1.2 Arrangement 4 `s00 Discharge Position Horizontal Mounting Ceiling Hung 01 CO, 1.0 Material Type Steel Impeller Material Aluminum 1.2 1. \� 0 8 Equipment Weights N \ a Fan(LMD)(Ib) 35 = Motor/Drive(Ib) 36 12 0.9 4a 0.6 0 Accessories(lb) 68 N afa 0 b Q' cu - Misc Fan Data 0.6 `'gym m Outlet Velocity(ft/min) 3,222 as •mac 0.4 m Tip Speed(ft/min) 11,225 �aCO '`o Thrust Force(Ib) 5 0.3 0\.o� 0.2 Throw Distance(ft) 85 0 - - - - Motorand Drives po Sy Stem. - - \ 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 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 1201111 v»'.<,,,,i,,...,' 30 . 15 noo ut•ivir�i 2001 ,m) ' .a. 0 15 -30 Sound Power by Octave Band 1 IDS romat � Sound Data 62.5 125 250 500 1000 2000 4000 8000 LwA dBA 01271 D / flTUIGS/' Inlet 74 77 85 80 75 72 69 64 82 71 LwA-A weighted sound power level,based on ANSI S1.4 \� A)R 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 r�mmm�n�i sen+s°�mrn enconm« °n,,e,. nn cn,ron 9'`. Generated by:mickey@integengineering.com CAPS 4.31.1712 C:\Users\mickey\Documents\CAPS\Jobs\Dartmouth Apartments.gfcj Page 1 of 4 27of41 Printed Date: 03/30/2020 / GREENHECK Job: Dartmouth Apartments Building Value in Air. Mark: GEF-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 LIGREENHECK Printed Date: 03/30/2020 Job: Dartmouth Apartments ® Building Value in Air. Mark: GEF-1-6 Model: GJX-31-160-0634-M 15 Model: GJX-31-160-0634-M15 Axial Transfer Direct Drive 65.98 17.00 F 11.48 i 24.49 — �14.80� 24.49 1-10.28—1 CR°w i T 8.90 ., . 12.25 16.18 16.99 _e_- ii V � i W U (7) 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 29of41 LE1GREENHECK Printed Date: 03/30/2020 Ii y/1 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-M15 Motor Frame Size: 143T Isolator/Deflection: Spring, Hanging, 1 Inch Spring, Hanging, 1 Inch Deflection - Vibration Isolator NEOPRENE ELEMENT 3.69 2.25 1 e„,„„w� N A / �"'" �` 3.13 �� Nob 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 30 of 41 VDAIKIN 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 I 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 configurable auxiliary heat on/off temperature settings I • Factory rear-return,field convertible to bottom-return • Integral condensate pump with up 25-5/16"(643 mm)of lift from the drain l E` outlet t �� • 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. `pTeRrFk • Designed for quiet operation,with sound levels as low as 28 dB(A). R-410A INVERTER YRYC(ETUS LISTED 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) VDAIKIN 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 Type: DuctedIndoor(°F DB/WB):80/67 Rated Cooling Conditions: Ambient(°F DB/WB):95/75 Rated Cooling Capacity(Btu/hr): 48,000 Rated Heating Conditions: Indoor(°F DBIWB):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/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 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) DAI II 32 of 41 Submittal Data Sheet 4.0-Ton MSP Concealed Ducted Unit FXSQ48TAVJU DIMENSIONAL DRAWING 5-1 4 n34I 2a-t3i!,16 1630J 0 4.4 Hi �-�an6n8 bolt position) - I: ;Q,.�s T ap!.1 6s . IIIII C • ® _ Air 1 Air 111111111 Outlet • = . e Inlet IPA si • • • 11111 _ 0 C= : laill ai 1 lii� -- -- i •n i - n1- 33-7/16 (850) (From the Air Inlet) - 00 3 0 0 H2 ��' :� 1I s Imo.=.�. Air !1,7 P e 1 Outlet y _7 -- -- ----'— �� 3-9/16(91: N O m p ,,, Ri F n tl�. ._..7-1/16(1791 A 0 415:- D H 9-11/16(245) W 55-1/8(1400)0 31-1/2(800) `_i Air HI 8-3/16(208) l. Inlet WI 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) O.D O'."(4/26) 1 0 Hanger For WO or equivalent 9 Air Inlet flange 1111111111 8 Air Outlet flange 7 Power supply wiring connection 6 Transmission and remote ■ ■-1 controller wiring connection 5 Control box(inside) ,-.' 4 Ground terminal(Control box) M4 , 3 Drain pipe connection o.D.01-1/4"(032) 2 Gas pipe connection 05/8`(015.9) Flare connactsgn (From the Air Outlet) 1 Liquid pipe connection 03/8'1095)Flare connect ion ITEM PART NAME 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.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) Ciihmittal Olaf..Q/1n/mn1R A•Fii•11 ANA 33 of 41 13GREENHECK 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/o Acc's(lb) 142 FOR REFERENCE ONLY Weight w/Acc's(lb) 144 2.5 1.5 •Performance 1557 FRPM � 2.0 ., _ 1.2 Requested Volume(CFM) 4,150 Actual Volume(CFM) 4,150 ' Total External SP(in.wg) 0.5 3 1.5 0.9 a Fan RPM 1557 C a? Operating Power(hp) 1.29 2 3 o Elevation(ft) 374 1.0 m� 0.6 Airstream Temp.(F) 70 a_ $ °u V tII Air Density(Ib/ft3) 0.074 ca Tip Speed(ft/min) 6,827 u) 0.5 , t/ 0.3 Static Eff.(%) 25 � oo 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 A 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. r / *NEC FLA-based on tables 430.248 or 430.250 of QmCQ Sound Power by Octave Band National Electrical Code 2014.Actual motor FLA may vary, WOR IDO CERTllED for sizing thermal overload,consult factory. MUM // Sound 62.5 125 250 500 1000 2000 4000 8000 LwA dBA Sones LwA-A weighted sound power level,based on ANSI S1.4 Data dBA-A weighted sound pressure level,based on 11.5 dB A fOUAD attenuation per Octave band at 5 ft-dBA levels are not V AIR Inlet 79 78 85 84 75 74 70 66 84 72 20 licensed by AMCA International / anrOtn111ncr Radiated 82 80 81 78 67 58 52 50 78 66 13-3 Sones-calculated using AMCA 301 at 5 ft ,R Mu Cannot N,00n,000 s. i*fll *floor me' 9 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 LGREENHECK 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-Van-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 IBGREENHECK 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 3 0 rT- L I I I • I 0 TOP VIEW 22.88 SQ. INLET 26.00 I:ni 26.00 - 1.50 -26.00 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 36of41 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" 55 3/4" 15 1/2"/ \ _ _ �,�/M ma r��� 1-1/2"UNISTRUT E. 1 IIMIi,� :01 4\ - 2-1/2"0 SCH.40 STEEL PIPE(TYP.4) OUTDOOR HEAT PUMP UNIT(TYP.) 4"WIDEx3/16"THICK STEEL CHANNEL(TYP.) 1 EA.T BOLT / / (TYP.4 EA.UNIT) 2-1/2"0 SCH.40 STEEL VA j PIPE(TYP.4) 1 \ 1 6X6 BASE PLATE kr W/(4)1/4"0 X 4 ROOF DECK �� 1/2"SIMPSON SDS X111 `/ X \ X VI X SCRES TO BLKG. ROOF TRUSSES - X 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 8 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 WATERPROOFING PER RIGID ROOFING INSULATIONROOF PER REQUIREMENTS ACHITECTURAL &SPECIFICATIONS 1 li ROOF DECK-REFER TO ACHITECTURAL& STRUCTURAL 14' Y. '' `� 1. • SIMPSON A35 CLIP 6X6 BASE PLATE EACH SIDE OF BLKG W/(4)1/4"P1 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"O X 3"NAILS EQ SPACED TYP. } 3" t 92 6" 13/16"0 HOLE- (2)PER ISOLATOR C5x6.7 TO 3/4"A307 THRU 3/16" C5x6.7 BOLTS W/WASHER 2„ (TYP.) &NUT TO ATTACH 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) OHRV DETAIL 12" = 1'-0" 38 of 41 Client: Project: 4114• Project#: Date: FROELICH By: E N G I N E E A 8 1 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 Kl= 0.00 K2= 0.93 K3= 0.96 Topographic Factor Kzt= 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 cL 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 �z♦I z1 = 5ft z2= 3.333333 ft z3= 3 ft L(building) • Center of wind res. I Center of mass z1 z3 Wind UR Wind up/down Af= 17 50 ft` 0.1 Bh= 450 1500 1.90 Bh= 4500 15000 1.00 GCr= 1.90 1.90 Varies Linearly.Interpolated for area. Design Wind Pressures-p(psf)at h p=ghGCr 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,1p= 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) (Table 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= 1.0 113.1.3] 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] 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 ,8110/2020 ATC Hazards by Location pay: Hazards by Location RECEIVED Search Information ; •:" i,-..:. �_,,......' 5^- "_f :ir !� r?i{ isa'•as sS:�ti ..r.:. 'f%: 'tiv.:7.};•r{:•7?.:.,..1Z.ti 11990ttO SW 72nd .:r•'rr fiM- i g4i a:r•-v:+•:y C: c f' t:: :................................ r,Arne.,A.`f, Address: Ave,Tiig USA [ :r }`"' . , � I?;, Tigard,OR 97223, ,f t;� ,...t:.;};�= � 221 �Iil, C..:_-• srv.•'- 's ,'%"TS*'k�, r:g'i i•...F. n;.=..:. 'FY�b�n'$�• '%"� ;ink jyFfi' Coordinates: 45.4333562,-122.7509883 is,.'•'•''::: , •': i s :Yj2s1f'- :47. �'' "1h�::: :tY,�iCj , ;i.�.:.;. .. ...:.::'.D.`; •}.i?•▪ '^:;•Y�t5=•iir: C.ir... Elenta,+iQn: 22 ft i :.. �.•. l. p .g ......`ri ; 7"•:' "`. ;. • j• xl= •^S:Yr r1 r• •w tilt �i Ill:•:::.lw Y i,:"f•. " ,. 1yi , � • ill Lr �Y t i.,}• ��.�lr •. }.� ::! i4ri:k:'::. ...r:. i�•'- 'l+•S r.::'� • , frt•:'•=N 1.Y.s�.`.: Tinwstamp: 2020-08-10T15:32:34.9282 �:` ..:,;.; '':-.• ` A. :' •~ '. -.; -.";� Mt,:CI Hazard Type: Seismic :li:r; .: r{ti}sgF.. .a r..:r ti•;„ ▪ s �1: ?::�.▪ s;Ls,';;fit= '��'lt�.,.ik'x . •S•~ �" i "::;�nS'••• .. '5s :ti1:':a:=i'% \"j t:Ihj,{i'•l:l:fy„ ! IBC-2fl15 � r':4 {•-:..0::.•�. ▪ ... t I,>'• r•�-••mow,:: Reference I �: �:.. .::�:::;:_ ,;::=����r;,,t �:�;� Document: .:•;::'4, +:;i"::Map data 02020 Goople -,. ; Risk Category: l 1 Site Class, a MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 p 0.80 ; 0.60 i 0.60 0.40 I \ 0.40 0.20 0.20 0.00 — 0.00 — 0 5 10 15 Period(a) 0 5 10 15 period(s) Basic Parameters Name Value Description Ss 0.98 MCER ground motion(period=0.2s) Si 0A24 MCER ground motion(period=1.0e) SPAS 1.086 Site-modified spectral acceleration value SMt 0.668 Site-modified spectral acceleration value SD8 0.724 Numeric seismic design value at 0.2s SA Sim 0.445 Numeric seismic design value at 1.0s SA Additional information Name Value Description SDC D Seismic design category Fe 1.108 Site amplification factor at 0.2s F„ 1.576 Site amplification factor et 1.0s h1tw:IMazarda.atcouncitord#isaiamioiat ets 4s3:4NA Irri=-•I a,ITnaakttarl.r.n..•1loon ew 7')...!A—.., ,,,,.,...a 8110/2020 AT C Hazards by Location ` CR5 0.899 Coefficient of risk(0.2s) CR1 0.871 Coefficient of risk(1.0s) PGA 0.428 MCEG peak ground acceleration FeGA 1.072 Site amplification factor at PGA PGAM 0.459 Site modified peak ground acceleration T� 16 Long-period transition period(s) • SaRT 0.98 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.09 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.607 Factored deterministic acceleration value(0.2s) S1RT 0.424 Probabilistic risk-targeted ground motion(1.Os) S1 UH °ASS Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.839 Factored deterministic acceleration value(1.0s) PGAd 0.961 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation fines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be cores.,t,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented In the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge In the field of practice, nor to substitute for the standard of care required of such professionals in Interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location In the report. kies:llhazards_ateouncil.omit/seismic?latr-15.4333562&Ing=-122.7509683&address=11990 SW 72nd Ave%2C Tigard%2C OR 97223%2C USA 2/2 NFPA 13 2016 Seismic Bracing Calculations Project Name: 72nd & Dartmouth Brace Design: New Design 1 Address: 11990 SW 72ND AVE Contractor Name: Jet Fire Protection City,State,Zip: Tigard,Oregon 97223 Address: 1935 Silverton RD Prepared By: Friesen, Murray City, State, Zip: Salem,Oregon 97301 Date:04-Nov-2020 Fax: Phone: _ Brace Information Per Table 9.3.5.11.8(c) Seismic Brace Attachments Maximum Length of Brace: 10'-6" Structure Attachment Fitting: Universal Structural Bracket, EG, 1/2" Hole Size of Brace (in): 1" - Make:CADDY Model: CSBU1 Pr= 1.1 Type of Brace: Sch 40 Pipe UL Load Rating (Ibs): 3000 Adjusted Per 9.3.5.2.3 (Ibs): 2598 Brace Angle Range: 60-90 Degrees Structure Attachment Adapter: n/a Maximum Brace Spacing(ft): 30.00 Make: CADDY Model: n/a Least Radius of Gyration* (in): 0.787 UL Load Rating (Ibs): n/a Adjusted Per 9.3.5.2.3 (lbs): n/a kl/r Value:*300 Sway Brace Fitting: Quick Grip Lateral Sway Brace, 2 1/2" Pipe Maximum Horizontal Load(Ibs): 713 Make: CADDY Model: CSBQG0250EG UL Load Rating (Ibs): 2015 Adjusted Per 9.3.5.2.3 (Ibs): 1745 Fastener Information Fastener Orientation: C Structure: Concrete (Cracked) -3,000 psi LW 60-90 Degrees CRLW50EG-1/2"x 2 1/2"Plus Washer(SAE) Fastener Qty: 1 CSBul Prying Factor 1.1 .()PR Fastener Type: CRLW50EG �� �GINE -4`SiO, CADDY ROD LOCK Wood Form Cast-In II CSBOG0250EG &/ I r, 19p.7 Anchor -11110 Fastener Size: 1/2"x 2 1/2" Plus Washer ` 1 � * ;, l' l (SAE) �� Fastener Embedment: 2" 15, \� Fastener Max. Load (Ibs): 315 LYNN Brace Orientation: Lateral EXP RES: 06-30-2022 Brace I.D. (on plan):1 Sprinkler System Zone of Influence (ZOI) Load Calculation(Fpw=Cp x Wp) Pipe Wt/ft 15%for Total Length . Cp=0.51 per Pipe Description Total Wt Size (Ibs) Fittings Wt/ft (ft) NFPA 13 2016 2 1/2" Sch 10 5.89 0.88 6.77 15.00 101.60 2015 IBC 1 1/4" Sch 10 2.52 0.38 2.90 48.00 139.10 1 1/4" Sch 10 2.52 0.38 2.90 i 48.00 139.10 Sway Brace Attached to 2 1/2"Sch10 Pipe Max Fpw Based on 2 1/2" Sch10 Pipe - - - Horizontal Earthquake Load T---- Fpw=CpxWp Fpw=0.51 x 379.81 Weight of Misc.ZOI Valves and Fittings 0.00 Fpw=194.00 lbs Total Zone of Influence (Z01) Weight(Wp) 379.81 Max Fpw per NFPA 13 2016, Section 9.3.5.5.2 including Section 9.3.5.5.2.4 420 lbs ni!en t ©2018 nVent All rights reserved nVent,nVent CADDY,nVent ERICO,nVent ERIFLEX,and nVent LENTON are owned by nVent or its global affiliates. All other trademarks are the property of their respective owners.nVent reserves the right to change specifications without prior notice. MDtru,ctura.I ngineering January 3, 2022 Ken Boal Porter Electric, Inc. 7320 NE St. Johns Rd. Vancouver, WA 98665 RE: Dartmouth Apartments Electrical Bus Duct Seismic Bracing Dear Ken, At your request I visited the Dartmouth Apartment building on December 21, 2021. The purpose of my visit was to observe the supports that were installed for the electrical bus ducts& to determine if the bus duct supports require seismic bracing. At the time of my visit, all of the installed bus ducts were supported @ approximately 8 ft on center by a trapezes comprised of two 3/8"threaded rods and a piece of Unistrut between the rods. The bottom of the bus duct supports were generally 12"or less from the underside of the elevated second floor slabs. Since the apartment building has a seismic importance factor of 1.0(reference S001.1, General Structural Notes for the building), per section 13.6.5 Exception 1.a in the ASCE 7-16, seismic bracing of the bus ducts are not required. If you have any questions regarding this issue, please do not hesitate to contact me at our office. Best Regards, ,` U C T U R °�ED PRoFFs4 � GINF<(% .J 2 758e1P 45 A • Britt Killian, SE _ ' ,, ON ��� qRY 12 �P 1/3/2022 T T K I L" RENEWAL DATE: 6-30-2023 MD Structural Engineering, Inc. 500 Broadway St.Suite 460,Vancouver,WA 98660 T. 360.433.9093 NOTES CI z N5 I. THE DESIGN PROVIDED BY NORD ENGINEERING IS UNITED TO THE ANCHORAGE OF THE,QUANTITY(4)LOCHINVAR,SHIELD C SNA501-125 WATER HEATERS SHOWN ON THESE DRAWINGS. W i m Z emc 2 BASIS OF DESIGN 2 3� 2019 OSSC-OREGON STRUCTURAL SPECIALTY CODE LI ^o o I ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES 0 SEISMIC LOAD COEFFICIENTS:S,=0.700,I,=1.0 a j ON Z1Ca al 3. INSTALL ALL EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS 1��yT 4. ALL DIMENSIONS ARE INCHES u 5. STRUT(SLOTTED CHANNEL FRAMING MEMBERS)AND STRUT CONNECTIONS DRAWING SPECIFY UNISTRUT NOMENCLATURE-ALTERNATE MANUFACTURER OF SIMILAR COMPONENTS MAY BE SUBSTITUTED. STRUT CHANNEL IS SLOTTED. rr�q+ CONTRACTOR'S OPTION,THE SPECIFIED STRUT-TO-STRUT CONNECTORS MAY BE REPLACED WITH FIELD WELDED 3� INBE CONNECTIONS FOR INTERSECTING STRUT CONNECTIONS.USE E60XX MINIMUM ELECTRODES 4' W. SCREWS SHALL BE m i.e_ W000 STUDS:SIMPSON STRONG 11E,SOS SCREWS INSTALL PER ICC-ES ESR-2236 A.Aa, METAL STUD:TVA BUIIDEX TEAS SELECT INSTALL PER ICC-ES ESR-3223 t 4S a 0O' R.w.n:12/312022 HORIZONTAL P1000 STRUT CHANNELS(TOP AND BOTTOM)TO MAKE STRUT'LADDER" AGAINST THE WALL EXTEND TO(1)STUD BEYOND WATER HEATER 622 STRAPS oho. I w gill I n LLLL LLLLLLL.L QUANTITY(4) WATER HEATERS ' LLLLLLL, \ LL WN-1.LL LLLLLLL LLLLLL LLLL 'I (LLLL. STUD WALL LLLLLLL ( LLL wH-1.LL g [,..,„ LLLLLLL STRUT OFFSET'LADDER'SUPPORT 'I' LLLL INA 12"MAX FASTEN TO WALL WOOD STUDS USE 1/40°SIMPSONBUI SOS SCREWS \ •_ � METAL S11D5 USE/14x2'I1W BUILDEX TEKS SCREWSIMP1 12" LLLLL. LLLLLLL LLLLLLLI 111 LLL WH-I.LL LLLLLLL LLLLLL LLLL WATER HEATER SEISMIC HOLD-RILE STRAP TOP$ - WH-1 BOTTOM ANCHOR TO STRUT WITH 7/6 BOLTS AND STRUT NUTS i_L. P1000'NTH P2345 NEAR EACH i I LLIE- i t L STRAP ANCHOR LOCARON ILLLLL LL' LL 5 LLB=LLL 12" II ,LLLLLLL _ - og vF FIFVATION NEW £E a Y Ea WATER HEATER (WH-1) WATER HEATER (WH-1) Job:21147 OPLAN VIEW ANCHOR DETAILS Sheet: scale:NTS Oscale:NTS S—21 1 47 Nord Engineering Buckley, WA 206-707-3980 Job# 21147 Date 8/23/2021 STRUCTURAL CALCULATION PACKAGE Project: Water Heater Anchorage SW Dartmouth St&SW 72nd Ave Tigard, OR 97223 Prepared for: MA SON . (ii a`N111 1 1 Mason-Oregon, Inc. 5550 NE Clara Lane Hillsboro, OR 97124 s.oRUCTu&..1C F PRop lc° ei.".aG 1 N�c� �'• 63" �t g lb 9N 9 24 `3,<Z" D NQ Renews: 12/31/2022 NORD ENGINEERING Project Information 11110 BUCKLEY, WA Water Heater Anchorage Date: 8/23/2021 SW Dartmouth St& SW 72nd Ave Job#: 21147 Tigard, OR 97223 Scope of this Project: These calcualtions are limited to the anchorage of the (4)Water Heaters WH-1 Design Criteria: 2019 OSSC - Oregon Structural Specialty Code 2016 ASCE 7 Minimum Design Loads for Buildings and Other Structures Seismic Design: SDS = 0.693 g Numeric seismic design value at 0.2s SA 1 ' NORD ENGINEERING Project Information BUCKLEY, WA Water Heater Anchorage Date: 8/23/2021 SW Dartmouth St& SW 72nd Ave Job#: 21147 Tigard, OR 97223 EQUIPMENT ANCHORAGE ITEM: Lochinvar Water Heater MODEL#: SNA501-125 TAG: WH-1 WH -1 UNIT AND CURB DIMENSIONS Unit Curb Unit+Curb Height 76.0 0.0 76 in Length 34.0 0.0 34 in Width 34.0 0.0 34 in Weight, Wp 1,918 0 1,918 lb Operating Weight C.O.G. 38.0 0.0 38 in Center of Gravity EARTHQUAKE LOADS See ASCE 7, Chapter 13 for description of terms and factors Sps = 0.693 aP = 1.0 Fp,min = 0.21 Wp Rp = 2.5 Fp = 0.11 Wp S2o= na Fp,max= 1.11 Wp Ip = 1.0 Unit Unit+Curb z = 0.0 ft or stories EH= 399 399 lb h = 1.0 ft or stories E„ = 266 266 lb t WTAPAN1 PLUMBING INC. W H 1.•• 1 (2)KORZONTM.01000 S1JT OWI ELS EVE*TO(I)STUD&TM■AIR HEATED STRAP 1 I I FASTEN TO NAu NOOO STAS sa 1/A i`SAWiCN SOS OWNS Kik STUDS OSt 1I4.2•lEN SCANS r. "'^—PlowNiLN P23AS AT Gpl EMS At IILR4(3)sOCAMONS,(ID PONT ANO 1(MI TIC(VS I i I I t 1 I I ULM just like central loft but with 4 units 12 MAX 2 (,i e) Itun* 111111110. IOW NO{A-Kilt SOUP TEv k NEATER KFT101A**NCR TO SUM NIM 3/I{lOER NO$1RUt NUt5 iZ (t/67 EItyAMN NFW mount strut to wood frame wall . . _ . , / E (' r II f_------\ 1 1'1 1. II _I[ 1L •1 — 7, -- ---- 0 ---,.. ,-----0 \\ e3 0 \ ° 0° ---___.....- c:7 tl H IpPril ... 4_ tul i i c cU i rut stud behind 'z.ch water heater ap. typcial Quan (4)water heaters-in a row of / . . _ 4 e . . .... CONDENSING COMMERCIAL GAS WATER HEATERS ...- ... _ . „.. .,_ . • , ..., 47441 \kk.„ IV ipsaSta....... . „„. .-... 8 MODELS FROM 125,000 TO 500,000 BTU/HR NO EFFICIENCY LOSS FROM LIME SCALE .,,,.., VIRTUALLY SILENT OPERATION . ... . ', .,.. . ADVANCED SMART CONTROLTm •IFAi& 1114 7 ht VENTING UP TO 100 FEET ' ',sir-0s. 0 , - 1 96% THERMAL EFFICIENCY 4 i ,'.,.,.:..„.-,,'..,,,:f T.,‘..',..':,%,:..,'''......,, :,'-.:5 .:1, • . 1 ''' — , • ' . lorolv7 oliebr T 1 ' ' HIGH EFFICIENCY BOILERS g.WATER HEATERS SHIELDTM Loch var® WATER HEATER HIGH EFFICIENCY BOILERS&WATER HEATERS Submittal Sheet SWH-Sub-05 SHIELD COMMERCIAL GAS WATER HEATER JOB NAME LOCATION ENGR. WHOLESALER MECH. CONTRACTOR MODEL NO. TYPE GAS Btu/hr INPUT RECOVERY RATE IN GPH @ °F RISE NOTES Standard Features • Modulating Burner with 5:1 Turndown • Low-NOx Operation • Operates at Temperatures up to 180°F for Sanitizing Applications • Low Gas Pressure Operation •Stainless Steel Heat Exchanger • Direct-Spark Ignition • Glass-Lined Steel Tank • Certified for Installation on Combustible • Magnesium Anode Rods Floors • 150 PSI Working Pressure • Full Port Brass Drain Valve •ASME Construction (SNA151-501) •8-Foot Power Cord •ASME Temperature and Pressure Relief Valve • 3-Year Limited Warranty •Zero Clearances to Combustible Material • 1-Year Parts Warranty • PVC, CPVC, Polypropylene and Stainless Steel Venting up to 100 Equivalent Feet Optional Equipment • Direct-Vent Sealed Combustion Place an X in the box by all options that apply • Rooftop and Sidewall Venting ❑CON•X•US®Remote Connectivity •Sidewall Vent Termination ❑Alarm Bell •Advanced SMART Control,with: 0 Concentric Vent Kit • LCD Display ❑Condensate Neutralization Kit Tim •Time Clock • Night Setback 0 Low Water Cutoff •Alarm Contacts 0 Tank Side Tappings for Alternate Heat Source • Runtime Contacts • Manual Reset High Limit • 3 Water Temperature Sensors • Flue Temperature Sensor • Contacts for Louvers •Adjustable Pump Delay • Security Protection SHIELD Commercial Gas Water Heater Dimensions & Specifications TOP VIEW TOP VIEW TOP VIEW TOP VIEW TOP VIEW TOP VIEW r-9.IE --- FLUE FLUE FLUE GAS rLET T� TIP reP- jAR NUT AAl N.ET SET IN:E" CAS ( . • • I OUTLET 1-�i- ,O t OUTLET 11 OUTLET (0' a 11 .._OUTLET („�q)� . - ��-oUiLEr 4 ApY INLET ��! T8P O. y -CAS INLET NLET -AIR INLET �o AIR INLET TIP_,. AR INLET ° �.• -.. •• a --CAS TIP - " vim `ELECTRICAL \_ i -:i, • ; CAS A-ELECTRICAL I ELECTRICAL I •-ELECTRICAL `—J -ELECTRICAL -ELECTRICAL 126-65 151-100 201-100 286-125 401-125 501-125 ••---1 nii w ta7 CONDENSATE 'r'DRAIN , t lair. CONDENSATE If/ry� CONDENSATE ORM I DRAM 111, AUXILIARY— A A AU%ILURY AUXU,ARY �>• p U A E O �. E E O D O D D O O 0 0 0 ® 6 B B-4 B odel Btu/hr Capacity GPH© First Gas Water Air Vent Shipping umber Input (Gal) 100°Rise Hour A B D E Conn. Conn. Inlet Size Wt.(tbs.) 0 5NR126-065 125,000 65 138 179 60-1/4" 28" 29-1/2" 45-1/4" 1/2" 1-1/2" 3" 3" 377 0 SNR151-100 150,000 90 165 227 75-1/2" 28" 44" 59-1/2" 1/2" 1-1/2" 3" 3" 700 0 SNR201-100 199,999 90 221 272 75-1/2" 28" 44" 59-1/2" 1/2" 1-1/2" 3" 3" 725 0 SNA151-100 150,000 90 165 227 75-1/2" 28" 44" 59-1/2" 1/2" 1-1/2" 3" 3" 700 0 SNA201-100 199,999 90 221 272 75-1/2" 28" 44" 59-1/2" 1/2" 1-1/2" 3" 3" 725 0 5NA286-125 285,000 120 314 380 75-1/2" 34" 31" 49" 3/4" 2" 4" 4" 800 0 SNA401-125 399,999 120 441 485 75-1/2" 34" 31" 49" 1" 2" 4" 4" 850 D SNA501-125 500,000 120 552 576 75-1/2" 34" 31" 49" 1" 2" 4" 4" 875 Change N to L for LP gas. Field convertible to LP Gas Electrical Requirements:120 VAC/60Hz/Phase A=ASMEConstruction All Information is subject to change. Lochinvar,LLC ` i F a ® 300 Maddox Simpson Parkway I t r i' �I II4OI.'1IIT1? II" Lebanon,Tennessee 37090 CERTIFIED. . c q SP® 1 P��s.161 i889.8900(F:615547.1000 f.'i,ys... HIGH EFFICIENCY BOILERS&WATER HEATERS in©®CI Lochinvar.com LOW LEAD HLW CONTENT (Website Update 1/I8) 3/17—Printed in U.S.A. . p r 4 •' NORD ENGINEERING Project Information I BUCKLEY, WA Water Heater Anchorage Date: 8/23/2021 SW Dartmouth St& SW 72nd Ave Job#: 21147 Tigard, OR 97223 EQUIPMENT ANCHORAGE ITEM: Lochinvar Water Heater MODEL#: SNA501-125 TAG: WH-1 ANCHORAGE: Unit to Strut Ladder Fasteners: Capacity(LRFD) 3/8" dia Bolt and Strut Nut Tension On = 1,500 lb Shear clAin = 1,200 lb Transverse Direction Anchor Lever Arm Quantity of Anchors: L = 34.0 in Total 4 Tension 4 Shear 4 Load & Resistance Factor Design (LRFD) Load Applied to Unit Load on Single Fastener *Negative = compression Vertical Lateral OTM N„ V„ Interaction D Even Ehorz lb lb lb-in lb lb Check 1.2D+1.0E 2,301 266 399 2,567 399 0 100 0 0.07 0.9D+1.0E 1,726 266 399 1,460 399 0 100 0 0.07 Longitudinal Direction Anchor Lever Arm Quantity of Anchors: L = 34.0 in Total 4 Tension 2 Shear 4 Load Applied to Unit Load on Single Fastener Vertical Lateral OTM Ni, V„ Interaction D Evert Ehoa lb lb lb-in lb lb Check 1.2D+1.0E 2,301 266 399 2,567 399 15,149 223 100 0.23 0.9D+1.0E 1,726 266 399 1,460 399 15,149 223 100 0.23 n , 1 NORD ENGINEERING Project Information BUCKLEY, WA Water Heater Anchorage Date: 8/23/2021 1' i SW Dartmouth St& SW 72nd Ave Job#: 21147 } Tigard, OR 97223 EQUIPMENT ANCHORAGE ITEM: Lochinvar Water Heater MODEL#: SNA501-125 TAG: WH-1 ANCHORAGE: Strut Ladder to Stud Wall (4)Water Heaters Fasteners: Capacity(LRFD) Wood: 1/4"x2" Simpson SDS Screws Tension On = 143 lb { Steel: #12 TEK Screws Shear �Vn = 282 lb 'II Transverse Direction Anchor Lever Arm Quantity of Anchors: L = 0.0 in Total 12 Tension 12 Shear 12 Load & Resistance Factor Design (LRFD) Load Applied to Curb Load on Single Fastener Vertical Lateral OTM Nu V„ Interaction D Evert Ehorz lb lb lb-in lb lb Check 1.2D+1.OE 9,204 532 797 9,736 797 0 66 0 0.46 0.9D+1.OE 6,903 -863 797 7,766 797 0 66 0 0.46 Longitudinal Direction Anchor Lever Arm Quantity of Anchors: L = 136.0 in Total 12 Tension 4 Shear 12 Load Applied to Curb Load on Single Fastener Vertical Lateral OTM Nu Vu Interaction D Evert Ehorz lb lb lb-in lb lb Check 1.2D+1.OE 9,204 532 797 9,736 797 30,297 56 66 0.63 0.9D+1.OE 6,903 532 797 6,371 797 30,297 56 66 0.63 ,000.0.000,0mioNamsow • " 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 Transmittal Letter 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: TOM DATE RECEIVED: DEPT: BUILDING DIVISION FROM: ELIOT ADAMS COMPANY: ESSEX GENERAL CONSTRUCTION, INC PHONE: (503)951-9912 By:_ EMAIL: ELIOT ADAMS@ESSEXGC COM RE: 11974 SW 72ND AVE BU P2019-00346 (Site Address) (Permit Number) DARTMOUTH APARTMENTS,LOT 31 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: C ni) s Description: Copies:j 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. 2 Other (explain): Shop Drawings REMARKS: DEFERRED SUBMITTAL:MEPF Seismic Bracing VALUATION:$32,700 FOR OFFICE USE ONLY Routed to Permit Technician: T Date: Initials: Fees Due-a. No Fee Description: Amount Due: '''''' $ SGt $ $ Special Instructions: ,T_ Reprint Permit(per PE): Yes --t_ No fl Done Applicant Notified: Date: ,21 11,Z, 2-- Initials: