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- STRUCTURAL CALCULATIONS Tigard Retail Mechanical Equipment Attachment PROJECT: Buster & Lilly's Doggy Daycare 13707 SW Pacific Hwy 0 Tigard, Oregon 97223 RECEIVED JAN 14 2010 C) CITY OF TIGARD t.) BUILDING UIVISIn for Schlesinger Companies 610 SW Alder, Suite 1221t Portland, Oregon 97205 ,�g�CTURq 18346PE James G. Pierson, Inc. \1/44‘b....11/740041 ,Q OREGON ��• EXPIRES: 6-30-19 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND, OR. 97205 (503)226-1286 FAX 226-3130 December 6,2018 Page 1 of 14 Buster & Lilly's HVAC Upgrade GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2014 Oregon Structural Specialty Code. For this location the following design parameters apply: Roof Live Load= 25 PSF Roof Dead Load= 15 PSF Seismic: Zone D Design Summary: The following calculations are for the proposed installation of an HVAC unit at 13707 SW Pacific Hwy in Portland, OR. The existing structure is typical open warehouse consisting of wood pressplate trusses at 48"o/c that span between CMU exterior walls. The project is to add a new mechanical unit on the roof over this tenant's space (similar to units existing over other tenant spaces in the retail center). The HVAC unit is about 800 lbs including curb weight and needs to be installed over the nodes of the truss (within 8") of where the web members hit the top chord. The curb is to be anchored to the roof with at least(1) Simpson A35 clip per side or using the screw options listed in the calc package. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon site conditions measured by JGP. Page 2 of 14 Seismic Design Forces on Mechanical Units Task: Determine the lateral forces (seismic) and required connections for HVAC equipment installed onto a floor. The vertical adequacy of the structure for the weight of the equipment and other dead and live loads is beyond the scope of this section of the analysis and is by others unless specifically noted herein. References: 2012 IBC (2014 OSSC) Section 1613.1 ASCE 7-10 Section 13.6 for mechanical components and systems 1216120;8 Decor Maps Summary Repot Criteria: MumsDesign Maps Summary Report User—Specified Input Report Title Buster&lliiy's Seismic Design Category D, aeaemter 30:8 al 24232 UTA Building Code Reference Document 2012/2015 International Building Code Component Importance Factor !� a {xMr C%w.al Zed 435.233 hazard card avaaatae zn 20(19; Ip= 1.00 Site Coordinates 45.4203°N,122.797°W Latitude =45.420 Site Soil Classification Site Class D-"stiff Soil" Risk Category 1/11/111l 01 Longitude=-122.797 Site class D Ur i" i Risk Category II W =700 lb _ ,i�� h=42 in ' ' ''� w=46 in 1=74 in i!' 23- Weltrb= 100 lb hcurb=Ain _ Mapped acceleration parameters(Section 11.4.1)usos-Provided Output at short period Ss=0.959 s = 0,959 9 s,== 1.071 g s„= 0.714 9 at 1 sec period Si =0.421 0.421 s s,,= 0.665 g S,== 0.443 g for information on hots the SS and Si values abpva flava been caitco a,. from probab-lisiia tnsk-targeted)and deterministic ground it.1 sin the dtrectton a#maximum norf2antal r€spdnse,ptes9a Tatum En the appitcation and Site coefficient at short period (Table 11.4-1) select the-2009 NEMRP"banding code reference document. Fa=1.116 cx,kallent Spixtrum Repo ResreteSpedrum at 1 sec period(Table 11.4-2) Fv= 1.579 -0 I Spectral response acceleration parameters a at short period(Eq. 11.4-1) SMs= Fa x Ss=1.071hand,T Puts*TAsse) at 1 sec period(Eq. 11.4-2) SM# =Fv x St =0.665 rn yn u,a aforanatlan s a prod qx a(dna _s©eatr,atet serve.,at, dCx'.'u,JCY of Ytaec tlai&s-.xnt.�P.il chea'edn,Tire;[-uW Es pat n s.fut�fxfe fa ;hnu ai s+.ii wafter ksiowied9@. Design spectral acceleration parameters(Sect 11.4.4) Source: http://geohazards.usgs.gov/designmaps/us/application.php at short period(Eq. 11.4-3) SDs= 2/3 x SMS=0.714 at 1 sec period(Eq. 11.4-4) SD1 =2/3 x SM1 =0.443 Project Job no. James G. Pierson, Inc. Buster&Lilly's Doggie Daycare Location Date Consulting Structural Engineers 13707 SW Pacific Hwy, Tigard, OR 12/6/2018 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Schlesinger Companies Page 3 of 14 Application of OSSC and ASCE 7-10 Requirements: Section 13.3 Attachments for floor or roof mounted equipment greater than 400 lbs in weight need to be designed for seismic forces Section 13.3-1 - Design for Total Lateral Force ap alp hx 1+3 F = W Total design lateral force Rp p hr 1 Eq. 13.3-1 Except that: Fp >0.7Ca/p p and Fp <_4Ca/p Wp (32-3) Table 13.6-1 -Horizontal Force Factors, ap and Rp Electrical, mechanical and plumbing equipment and associated conduit and ductwork and piping. - ap = 1.0 and Rp=2.5 Unit on flat roof above mechanical room so hx= 16 ft hr= 16 ft Load Combinations -Members and the connection design shall use the load combinations and factors specified in Section 2.3.2. The reliability/redundancy factor may be taken as 1.0 and Fp is substituted for Qe. Design Lateral Force: Fp=0.4 * ap * SDS* Ip /Rp* (1 +2 * hx/hr) *Wp Fp=239.821 lbs Eq. 13.3-1 Fp need not exceed Fpi = 1.6* SDs* Ip * Wp=799.402 lbs Eq. 13.3-2 Fp shall not be less than Fp2=0.3 * SDS* Ip * Wp= 149.888 lbs Eq. 13.3-3 The design is controlled by Fp= 239.821 lbs Fpcurb=0.4 * ap * SDs* Ip /Rp* (1 +2 * hx/hr) *Wcurb Fpcurb=34.260 lbs Eq. 13.3-1 Project Job no. James G. Pierson, Inc. Buster&Lilly's Doggie Daycare Consulting Structural Engineers Location Date 13707 SW Pacific Hwy, Tigard,OR 12/6/2018 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Schlesinger Companies Page 4 of 14 Overturning: Overturning will be controlled by Equation 2.3.2-7 of the Basic Load Combinations for Strength Design which is: 0.9 D + E In this equation, according to ASCE 7 the value of E shall include E=pQe - 0.2 Sds D= 1.0 Qe - [ 0.2xSDsxWp] =Qe–0.143 D Therefore,when substituting Qe Equation 16-18 becomes 0.757 D+ E Assume Center of gravity of unit and curb is located at center of height. The following forces apply to allowable stress stability calculations using Equation 16-18 as modified for Qe Unit Mass= 0.757 D=530.075 lbs Fp=239.821 lbs =46.000 in Cabinet Fp=239.821 lbs =42.000 in U itMass=530.075 lbs Floor F 01=34.260 lb t x /11— = 8.000 in ° c/C FLANGE SEARING Project Job no. James G. Pierson, Inc. Buster&Lilly's Doggie Daycare Location Date Consulting Structural Engineers 13707 SW Pacific Hwy, Tigard, OR 12/6/2018 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Schlesinger Companies Page 5 of 14 Compute Stability about bottom of curb h=42.000 in h/2= 21.000 in hcurb=8.000 in w=46.000 in w/2 =23.000 in Overturning_Moment=Fp X h/2 +hcurb)=6954.797 lbs_in Curb Overturning_Momentc =Fpcurb X hcurb=274.081 lbs_in Total Overturning Moment= =7228.878 lbs_in Restoring_Moment= (UnitMass +UnitMassc) x w/2 = 13933.394 lbs_in Safety Factor Against Overturning=Restoring_Moment/TM = 1.927 Check Wind Loads on HVAC ASCE7-10,Sec 29.5.1 Windloads for Roof top Structures,h<=60ft All units in lb,ft Unit Tag MAU-1 Component Data Building Dimesnions Wind Parameters Component Weight,Wp 700 Building Length,L 120 Basic Wind Speed,mph(Sec 26.5) 120 Curb Weight,W0 100 Building Width.B 55 Wind directionality Factor Kd(Sec 26.6) 0.85 Total Weight,W 800 Building Height,h 16 Exposure Category(Sec 26.7) B Component Height,H 4 Topographic factor Kn(Sec 26.8) 1 Component Length,I 6.25 velocity pressure coefficient Kz(Sec 29.3.1) 0.585 Component Width,W 3.5 velocity pressure qz or qh in psf(sec 29.3.2) 18.344 Height of Curb 1 Total Height 5 As per section 29.5.1 long short Vertically projected Area At 31.25 17.50 Guss coefficient GC, 1.9 1.9 qz or qh in psf(ASD) 11.05 11.05 Lateral Force Fh,Ibs(gh*GCr*At) 656.12 367.43 Total OTM ,ft-Ib(Fh*Htotal/2) 1640.29 918.56 Total RM,ft-lb(Total Weight*(width or length)/2) 1400 2500 TIC,lbs((0781-0.6RM)/(width or length) 228.65 -93.03 Net Uplift - Need Simpson A35 to resist force Project Job no. James G. Pierson, Inc. Buster&Lilly's Doggie Daycare Consulting Structural Engineers LOCanon nate 13707 SW Pacific Hwy, Tigard,OR 12/6/2018 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax:(503)226-3130 Client Sheet no. Schlesinger Companies Page 6 of 14 Base Connection From Curb to Roof Diaphragm: For typical roof top units, seismic attachment becomes a relatively simple matter of making a positive connection from the standard steel channel curb into the roof diaphragm system. For a wood roof system, it will ordinarily be more convenient to use working stress values for connector designs. Generally, it will not be necessary to go beyond the connector(screw of lag) design as the relatively small horizontal forces can be absorbed by the roof diaphragm. Most mechanical curbs come pre-punched for base screw of lags, and many mechanical subcontractors will habitually use lag screws for this attachment. Often these lag screws are found to be 3/8" diameter, apparently stemming from standard plumbing/mechanical braces&brackets fabricated for"SMACNA" standard applications. The use of 3/8" diameter lags is unnecessary (but certainly acceptable) and smaller connectors are also acceptable. Examples of Suitable Connectors: Simpson SDS 1/4 x 2 screw Shear Capacity in D.F. 303 lb with 10 gage side plate 327 lb with 3 gage side plate 2002 NDS 1/4" Dia. Lag Screw G"=" 0.49 D.F. Zii=220 lb ZPERP.= 160 w/10 gage plate Zit=260 lb ZPERP.= 190 w/3 gage plate 2002 NDS #14 Gage Cut Thread Wood Screw D=0.242 G"=" 0.49 D.F. Z= 182 lb w/10 gage plate Z=221 lb w/3 gage plate The lowest value found above is 160 lbs for perp.to grain installation of 1/4" diameter lag. For seismic shear this value would be 1.33(160 lbs) =213 lbs Thus it seems prudent to construct a table using a conservative value of 150 lbs per connector,to allow for any imperfections of connection installation such as minimal penetration or edge distances, and base the table on the following screws or lags. #14 x 2-1/2" Cut Thread Wood Screw 1/4" Dia. x 2-1/2" min. Standard Lag Screw Simpson SDS 1/4" x 2-1/2" Hex Head Wood Screw Project Job no. James G. Pierson, Inc. Buster&Lilly's Doggie Daycare Consulting Structural Engineers 'ocano° Date 13707 SW Pacific Hwy, Tigard,OR 12/6/2018 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Schlesinger Companies Page 7 of 14 Performance Summary For 5T Project: —Untitled193 10/03/2018 Prepared By: 01:41 PM 0 UNITED P.O.SDR AIRS ISISI5�0E�IR[RES U1eUPROPERTY OfSCEO STD. UNIT CORNER CORNER CORNER CORNER TECHNOLOGIES 132ACusE.Rr COPEOOPC.AS l• Ror eE CONSENT. as us UNIT WEIGHT WEIGHT(A) WEIGHT(B) WEIGHT IC) WEIGHT ID) C.G. HEIGHT CARRIER lan' cmraunoR s SMITTEN CONSENT. LBS. KG. LBS. KG. LBS. KG, LBS. KG. 1BS. KG. X Y Z 48KC 04 490 222 120 54 111 50 125 56 135 61 35 3/4 19081 24 3/4 (6281 18 7/8 14791 48KC 05 544 246 130 58 126 57 142 64 146 66 36 3/4 19331 24 3/4 (6281 18 7/8 1479] 48KC 06 597 270 141 64 156 70 158 71 142 64 39 1/8 19931 23 1/2 (5971 20 1/8 15111 +STANDARD UNIT WEIGHT IS WITH LOW GAS HEAT AND WITHOUT PACKAGING. FOR OTHER OPTIONS AND ACCESSORIES, REFER TO THE PRODUCT DATA CATALOG. CORNER A CORNER B A - PP9 0 • I 'i,11 , , . I CORNER D ` ' CORNER C TOP - — 1 ---- —� L00 I i l 1: : 00V FRONT SREE1 DATE SUPERCEDES 48KC 04-06 SINGLE ZONE ELECTRICAL 20F2 09-16-14 - COOLING WITH GAS HEAT Part N um ber:48KCEA06A2A5-0A0A0 ARI SEER. 14.10 Base Unit Dimensions Unit Length• 74.4 in Unit Width' 46.8 in Unit Height- 41.4 in Operating Weight Base Unit Weight 597 lb Medium Heat 9 lb Medium Static Option Belt Drive- 10 lb Total Operating Weight 616 lb Unit Unit Voltage-Phase-Hertz- 208-3-60 Packaged Rooftop Builder 1.49j Page 4 of 8 Page 8 of 14 Code Check (Env) x No o0 Calc 90-1.0 75.90 50-.75 0..50 -.4k .06kRt 1 . n wing 'nA 1�.}11�11-x.,1111 !P nl 1 Al n � Ni PO QUI P,O AN �0 �Vi �lO SCO �Vi Provide bracing to this member, midspan Loads:BLC 1,DL Envelope Only Solution JGP SK-2 SM Schlesinger Roof Truss Dec 7, 2018 at 2:05 PM RTU Truss Calc 12-7-18.r3d Page 9 of 14 I ICompany : JGP Dec 7,2018 Designer : SM 2:20 PM Job Number Checked By: ,,, .,-Hi, ,,,,4,, H. Model Name : Schlesinger Roof Truss Wood Material Properties Label Type Database Species Grade Cm Emod Nu Therm...Dens[k/ft... 1 DF Solid Sawn Visually... Douglas Fir-Larch No.2 1 .3 .3 .035 2 SP Solid Sawn Visually... Southern Pine No.1 1 .3 .3 .035 3 HF Solid Sawn Visually... Hem-Fir No.1 1 .3 .3 .035 4 SPF Solid Sawn Visually... Spruce-Pine-fir No.1 1 .3 .3 .035 5 24F-1.8E D... Glulam Table 5A 24F-1.8E DF BAL na 1 .3 .3 .035 6 24F-1.8E D... Glularn Table 5A 24F-1.8E_DF_UNBAL na 1 .3 .3 .035 7 24F-1.8E S... Glulam Table 5A 24F-1.8E SP BAL na 1 .3 .3 .035 8 24F-1.8E S... Glulam Table 5A r24F-1.8E_SP UNBAL na 1 .3 .3 .035 Wood Section Sets Label Shape Type Design List Material Design ... A[in2] Iyy[in4] Izz[in4] J in4] 1 2x6 H2X6 Beam None DF Typical 8.25 1.547 20.797 5.125 2 2x4 2X4 Column Rectangular DF Typical 5.25 .984 5.359 2.877 Bracing required Wo d Design Parameters Label Shape Length[ft. le2[ft] lel[ft] le-bend to...le-bend bo... Kyy Kzz CV Cr y sway z sway 1 M1 2x4 4.502 0 Lbvv Yes , r 2 M2 2x4 4.502 2.25 2.25 Lbyy Yes 3 M3 2x4 4.502 0 0 Lbvy Yes 4 M4 2x4 4.502 0 0 Lbyy Yes 5 M5 2x4 4.502 0 0 Lbw/ Yes 6 M6 2x4 4.502 0 0 Lbyy Yes 7 M7 2x4 4.502 0 0 Lbyy 1 Yes 8 M8 2x4 4.502 0 0 Lbyy Yes 9 M9 2x4 4.502 0 0 Lbvv Yes 10 M10 2x4 4.502 0 0 Lbyy Yes 11 M11 2x4 4.502 0 0 Lbw Yes 12 M12 2x4 4.502 0 0 Lbyy Yes 13 M13 2x4 4.502 0 0 Lbyv Yes 14 M14 2x4 4.502 0 0 Lbyy Yes 15 M15 2x4 4.502 0 0 Lbyy Yes 16 M16 2x4 4.502 0 0 Lbyy Yes 17 M17 2x4 4.502 0 0 Lbvv Yes 18 M18 2x4 4.502 0 0 Lbyy Yes 19 M19 2x4 4.502 0 0 Lbyy Yes 20 M20 2x4_ 4.502 0 0 _ Lbyy Yes 21 M21 2x4 4.502 0 0 Lbvv Yes 22 M22 2x4 4.502 0 0 Lbyy Yes 23 M23 2x6 50.417 4 4 Lbw Yes 24 M24 2x6 45.833 4 4 Lbyy Yes Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitu...Start Locatio... End Location[ft,%] 1 M23 PY -.06 -.06 0 0 RISA-3D Version 17.0.1 [Z:\Schlesinger\13707 SW Pacific Hwy- HVAC\RTU Truss Calc 12-7-18.r3dl Page 1 Page TO of 14 ' Company : JGP Dec 7, 2018 IIISA Job NuDesigner SM 2:03PM Number Checked By:_ ,: Model Name : Schlesinger Roof Truss Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitu...Start Locatio... End Location[ft,%] 1 M23 PY -.06 -.06 0 0 Member Distributed Loads (BLC 2: RLL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitu...Start Locatio... End Location[ft,%] 1 M23 PY -.1 -.1 0 0 Load Combinations Description So...PDelta S... BLCFact...BLC FactorBLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 16-1 Yes Y DL 1.4 5 IBC 16-2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL .5 6 IBC 16-2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 7 IBC 16-3 (a) Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1 Envelope Wood Code Checks Mem... Shape Code Check Loc[ft] LC She... Loc[ft] ...LC Fc'[...Ft' [...Fb1'...Fb2'...Fv'[... RB CL CP Eqn 1 M1 2X4 .432 0 3 .000 0 z 3 .35 .863 1.535 1.708 .18 9.167 .989 .225 3.9-1 2 M2 2X4 .319 0 3 .000 0 z 3 1.168 .863 1.535 1.708 .18 9.167 .989 .752 3.6.3 3 M3 2X4 .351 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 4 M4 2X4 .195 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 _989 1 3.6.3 5 M5 2X4 .282 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 6 M6 2X4 .157 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 7 M7 2X4 .111 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 8 M8 2X4 .063 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 9 M9 2X4 .041 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 10 M10 2X4 .023 0 " 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 11 M11 2X4 .016 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 12 M12 2X4 .027 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 13 M13 2X4 .054 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 14 M14 2X4 .097 0 3_ .000 0 z 3 1.552 .863;1.535 1.708 .18 9.167 .989 1 3.9-1 15 M15 2X4 .093 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 _989 1 3.6.3 16 M16 2X4 .166 0 3 .000 0 z 3 1.552 _863 1.535 1.708 .18 9.167 .989 1 3.9-1 17 M17 2X4 .132 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 18 M18 2X4 .237 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 19 M19 2X4 .169 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 20 M20 2X4 .305 0 3 .000 0 z 3 1.552 .863 1.535 1.708 ,18 9.167 .989 1 3.9-1 21 M21 2X4 .214 0 3 .000 0 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.6.3 22 M22 2X4 .386 0 3 .0000 z 3 1.552 .863 1.535 1.708 .18 9.167 .989 1 3.9-1 23 M23 2X6 .579 48.359 3 .147 45.787 y 3 .433 .748 1.327 1.547 .18 10.8.. .986 .292 3.9-1 24 M24 2X6 .957 22.917 3 .004 4.677 y 3 .433 .748 1.327 1.547 .18 10.8... .986 .292 3.9-1 RISA-3D Version 17.0.1 [Z:\Schlesinger\13707 SW Pacific Hwy - HVAC\RTU Truss Calc 12-7-18.r3d] Page 2 Page 11 of 14 Company : JGP Dec 7, 2018 I I RISA. Designer : SM 2:03 PM Job Number Checked By:_ ANLME'SC HEKC)Mt'ANModel Name : Schlesinger Roof Truss Envelope Member Section Forces Member Sec A>dal[k] LC y Shear[k] LC z Shear[kl LC Torque[k...LC -y Mom...LC z-z Moment[k-ft] LC 1 M1 1 max 0 2 1 0 3 0 3 0 31 0 3 0 3 2 min -1.957 1 0 1 0 1 0 1 0 1 0 1 3 _ 2 max 0 2 0 3 0 3 0 3 0 3 0 3 4 min -1.957 1 0 1 0 1 0 1 0 1 0 1 5 3 max 0 2 0 3 0 3 0 3 0 3 0 3 6 min -1.957 1 0 1 0 1 0 1 0 1 0 1 7 M2 1 max 1.954 3 0 3 0 3 0 3 0 3 0 3 8 min 0 2 0 1 0 1 0 1 0 1 0 1 9 2 max 1.954 3 0 3 0 3 0 3 0 3 0 3 10 min 0 2 0 1 0 1 0 1 0 1 0 1 11 3 max 1.954 3 0 3 0 3 0 3 0 3 0 3 12 min 0 2 0 1 0 1 0 1 0 1 0 1 13 M3 1 max 0 2 0 3 0 3 0 3 0 3 0 3 14 min -1.59 1 0 1 0 1 0 1 0 1 0 1 15 2 max 0 2 0 3 0 3 0 3 0 3 0 3 16 min -1.59 1 0 1 0 1 0 1 0 1 0 1 17 3 max 0 2 0 3 0 3 0 3 0 3 0 3 18 min -1.59 1 0 1 0 1 0 1 0 1 0 1 19 M4 1 max 1.588 3 0 3 0 3 0 3 0 3 0 3 20 min 0 2 0 1 0 1 0 1 0 1 0 1 21 2 max 1.588 3 0 3 0 3 0 3 0 3 0 3 22 min 0 2 0 1 0 1 0 1 0 1 0 1 23 3 max 1.588 3 0 3 0 3 0 3 0 3 0 3 24 min 0 2 0 1 0 1 0 1 0 1 0 1 25 M5 1 max 0 2 0 3 0 3 0 3 0 3 0 3 26 min -1.278 1 0 1 0 1 0 1 0 1 0 1 27 2 max 0 2 0 3 0 3 0 3 0 3 0 3 28 min -1.278 1 0 1 0 1 0 1 0 1 0 1 29 3 max 0 2 0 3 0 3 0 3 0 3 0 3 30 min -1.278 1 0 1 0 1 0 1 0 1 0 1 31 M6 1 max 1.283 3 0 3 0 3 0 3 0 3 0 3 32 min 0 2 0 1 0 1 0 1 0 1 0 1 33 2 max 1.283 3 0 3 0 3 0 3 0 3 0 3 34 min 0 2 0 1 0 1 0 1 0 1 0 1 35 3 max 1.283 3 0 3 0 3 0 3 0 3 0 3 36 min 0 2 0 1 0 1 0 1 0 1 0 1 37 M7 1 max 0 2 0 3 0 3 0 3 0 3 0 3 38 min -.504 1 0 1 0 1 0 1 0 1 0 1 39 2 max 0 2 0 3 0 3 0 3 0 3 0 3 40 min -.504 1 0 1 0 1 0 1 0 1 0 1 41 3 max 0 2 0 3 0 3 0 3 0 3 0 3 42 min -.504 1 0 1 0 1 0 1 0 1 0 1 43 M8 1 max .511 3 0 3 0 3 0 3 0 3 0 3 44 min 0 2 0 1 0 1 0 1 0 1 0 1 45 2 max .511 3 0 3 0 3 0 3 0 3 0 3 46 min 0 2 0 1 0 1 0 1 0 1 0 1 47 3 max .511 3 0 3 0 3 0 3 0 3 0 3 48 min 0 2 0 1 0 1 0 1 0 1 0 1 49 M9 1 max 0 2 0 3 0 3 0 3 0 3 0 3 50 min -.187 1 0 1 0 1 0 1 0 1 0 1 51 2 max 0 2 0 3 0 3 0 3 0 3 0 3 RISA-3D Version 17.0.1 [Z:\Schlesinger\13707 SW Pacific Hwy -HVAC\RTU Truss Calc 12-7-18.r3d] Page 3 Page 12 of 14 ' Company : JGP Dec 7, 2018 gSM 2:03 PM IRISA JobDesiNumber Checked By: Model Name : Schlesinger Roof Truss Envelope Member Section Forces (Continued) Member Sec Axial[k] LC y Shear[kl LC z Shear[kl LC Torque[k...LC y-y Mom...LC z-z Moment[k-ft] LC 52 min -.187 1 0 1 0 1 0 1 0 1 0 1 53 3 max 0 2 0 3 0 3 0 3 0 3 0 3 54 min -.187 1 0 1 0 1 0 1 0 1 0 1 55 M10 1 max .191 3 0 3 0 3 0 3 0 3 0 3 56 min 0 2 0 1 0 1 0 1 0 1 0 1 57 2 max .191 3 0 3 0 3 0 3 0 3 0 3 58 min 0 2 0 1 0 1 0 1 0 1 0 1 59 3 max .191 3 0 3 0 3 0 3 0 3 0 3 60 min 0 2 0 1 0 1 0 1 0 1 0 1 61 M11 1 max .129 3 0 3 0 3 0 3 0 3 0 3 62 min 0 2 0 1 0 1 0 1 0 1 0 1 63 2 max .129 3 0 3 0 3 0 3 0 3 0 3 64 min 0 2 0 1 0 1 0 1 0 1 0 1 65 3 max .129 3 0 3 0 3 0 3 0 3 0 3 66 min 0 2 0 1 0 1 0 1 0 1 0 1 67 M12 1 max 0 2 0 3 0 3 0 3 0 3 0 3 68 min -.123 1 0 1 0 1 0 1 0 1 0 1 69 2 max 0 2 0 3 0 3 0 3 0 3 0 3 70 min -.123 1 0 1 0 1 0 1 0 1 0 1 71 3 max 0 2 0 3 0 3 0 3 0 3 0 3 72 min -.123 1 0 1 0 1 0 1 0 1 0 1 73 M13 1 max .443 3 0 3 0 3 0 3 0 3 0 3 74 min 0 2 0 1 0 1 0 1 0 1 0 1 75 2 max .443 3 0 3 0 3 0 3 0 3 0 3 76 min 0 2 0 1 0 1 0 1 0 1 0 1 77 3 max .443 3 0 3 0 3 0 3 0 3 0 3 78 min 0 2 0 1 0 1 0 1 0 1 0 1 79 M14 1 max 0 2 0 3 0 3 0 3 0 3 0 3 80 min -.438 1 0 1 0 1 0 1 0 1 0 1 81 2 max 0 2 0 3 0 3 0 3 0 3 0 3 82 min -.438 1 0 1 0 1 0 1 0 1 0 1 83 3 max 0 2 0 3 0 3 0 3 0 3 0 3 84 min -.438 1 0 1 0 1 0 1 0 1 0 1 85 M15 1 max .757 3 0 3 0 3 0 3 0 3 0 3 86 min 0 2 0 1 0 1 0 1 0 1 0 1 87 2 max .757 3 0 3 0 3 0 3 0 3 0 3 88 min 0 2 0 1 0 1 0 1 0 1 0 1 89 3 max .757 3 0 3 0 3 0 3 0 3 0 3 90 min 0 2 0 1 0 1 0 1 0 1 0 1 91 M16 1 max 0 2 0 3 0 3 0 3 0 3 0 3 92 min -.753 1 0 1 0 1 0 1 0 , 1 0 1 93 2 max 0 2 0 3 0 3 0 3 0 3 0 3 94 min -.753 1 0 1 0 1 0 1 0 1 0 1 95 3 max 0 2 0 3 0 3 0 3 0 3 0 3 96 min 753 1 0 1 0 1 0 1 0 1 0 1 97 M17 1 max 1.075 3 0 3 0 3 0 3 0 3 0 3 98 min 0 2 0 1 0 1 0 1 0 1 0 1 99 2 max 1.075 3 0 3 0 3 0 3 0 3 0 3 100 min 0 2 0 1 0 1 0 1 0 1 0 1 101 3 max 1.075 3 0 3 0 3 0 3 0 3 0 3 102 min 0 2 0 1 0 1 0 1 0 1 0 1 103 M18 1 max 0 2 0 3 0 3 0 3 0 3 0 3 RISA-3D Version 17.0.1 [Z:\Schlesinger\13707 SW Pacific Hwy -HVAC\RTU Truss Calc 12-7-18.r3d] Page 4 Page 13 of 14 Company : JGP Dec 7, 2018 DesiI RISA JobgnerNumber SM 2:03 PM Checked By:_ , Model Name : Schlesinger Roof Truss Envelope Member Section Forces (Continued) Member Sec Axial[k] LC y Shear[kt LC z Shear[kj LC Torque[k...LC -y Mom...LC z-z Moment[k-ft] LC 104' min -1.073 1 0 1 0 1 0 1 It 0 1 0 1 105 2 max 0 2 0 3 0 3 0 3 0 3 0 3 106 min -1.073 1 0 1 0__ 1 0 1 0 1 0 1 107 3 max 0 2 0 3 0 3 0 3 0 3 0 3 108 min -1.073 1 0 1 0 1 0 1 0 1 0 1 109 M19 1 max 1.379 3 0 3 0 3 0 3 0 3 0 3 110 min 0 2 0 1 0 1 0 1 0 1 0 1 111 2 max 1.379 3 0 3 0 3 0 3 0 3 0 3 112 min 0 2 0 1 0 1 0 1 0 1 0 1 113 3 max 1.379 3 0 3 0 3 0 3 0 3 0 3 114 min 0 2 0 1 0 1 0 1 0 1 0 1 115 M20 1 max 0 2 0 3 0 3 0 3 0 3 0 3 116 min 1.38 1 0 1 0 1 0 1 0 1 0 1 117 2 max 0 2 0 3 0 3 0 3 0 3 0 3 118 min -1.38 1 0 1 0 1 0 1 0 1 0 1 119 3 max 0 2 0 3 0 3 0 3 0 3 0 3 120 min -1.38 1 0 1 0 1 0 1 0 1 0 1 121 M21 1 max 1.744 3 0 3 0 3 0 3 0 3 0 3 122 min 0 2 0 1 0 1 0 1 0 1 0 1 123 2 max 1.744 3 0 3 0 3 0 3 0 3 0 3 124 min 0 2 0 1 0 1 0 1 0 1 0 1 125 3 max 1.744 3 0 3 0 3 0 3 0 3 0 3 126 min 0 2 0 1 0 1 0 1 0 1 0 1 127 M22 1 max 0 2 0 3 0 3 0 3 0 3 0 3 128 min -1.748 1 0 1 0 1 0 1 0 1 0 1 129 2 max 0 2 0 3 0 3 0 3 0 3 0 3 130 min -1.748 1 0 1 0 1 0 1 0 1 0 1 131 3 max 0 2 0 3 0 3 0 3 0 3 0 3 132 min -1.748 1 0 1 0 1 0 1 0 1 0 1 133 M23 1 max 0 2 .109 3 0 3 0 3 0 3 0 3 134 min -2.763 1 0 2 0 1 0 1 0 1 0 1 135 2 max 1.8 3 0 2 0 3 0 3 0 3 0 2 136 min 0 2 0 1 0 1 0 1 0 1 -.09 1 137 3 max 0 2 0 2 0 3 0 3 0 3 0 3 138 min -2.869 1 -.109 1 0- 1 0 1 0 1 0 1 139 M24 1 max 0 2 .003 3 0 3 0 3 0 3 0 3 140 min -1.991 1' 0 2 0 1 0 1 0 1 0 1 141 2 max 0 2 0 2 0 3 0 3 0 3 0 2 142 min -5.621 1 0 1 0 1 0 1 0 1 -.038 1 143 3 max 0 2 0 2 0 3 0 3 0 3 0 3 144 min -1.778 1 -.002 1 0 1 0 1 0 1 0 1 RISA-3D Version 17.0.1 [Z:\Schlesinger\13707 SW Pacific Hwy -HVAC\RTU Truss Calc 12-7-18.r3d] Page 5 Page 14 of 14 POSITIVE CONNECTION OF UNIT TO STEEL CURB PER REQUIREMENTS OF ROOFTOP UNIT MANUFACTURER BUT NOT LESS THAN CURB/ROOF ATTATCHMENT • j/I d HVAC UNIT PRE-FAB CURB BY \AAA% v, NAILER CONNECTION OF STEEL /'/‘./s/u CHANNEL CURB TO ROOF /`/ FLASHING /',/vv\ FRAMING MEMBER OR BLK'G .///,../ / SEE SCHEDULE BELOW AND /,/\/./,./ RIGID INSULATION UNIT MANUFACTURERS /\./\./V� RECOMMENDATIONS.DISTRIBUTE //v, '/ SCREWS EQUALLY AROUND //,/\/\/N/ ROOFING-SEE ARCH PERIMETER OF CURB v',\' v /NI \, CANT STRIP-SEE ARCH NOTE ✓v,./ v/ COORDINATE EXACT DETAIL WITH /,/,/,‘/\/\u./.,„ \ "HVAC UNIT MANUFACTURER v v v N./\/\/N, vvS/ / v 5 ROOF DECK i✓ vv./ /N/ ; N, /i/ /// MAXIMUM WEIGHT OF MECH. HORIZONTAL SEISMIC FORCE MINIMUM NUMBER OF UNIT.CURB(POUNDS) FORCE GENERATED IN UBC SCREWS OR LAGS FROM SEISMIC ZONE 3(POUNDS) CURB TO ROOF STRUCTURE 1000 343 4 1500 514 6 2000 656 6 2500 551 8 3000 1029 8 4000 1311 10 5000 1114 12 6000 2051 15 CONNECTORS ARE TO BE INSTALLED THROUGH THE BOTTOM FLANGE OF THE STEEL CURB SECTION THROUGH THE ROOF PLYWOOD SHEATHING AND INTO A WOOD FRAMING MEMBER ckU �� (OR WOOD BLOCKING)BELOW.VERTICAL SUPPORT OF THE WEIGHT OF THE MECHANICAL UNIT IS A SEPARATE CONSIDERATION,AND SHALL BE PROVIDED FOR BY ARRANGEMENT OF ROOF STRUCTURAL FRAMING NOT SHOWN SPECIFICALLY BY THIS TABLE OR DETAIL.APPROVED Cj�� } PRdFFS�� CONNECTORS INCLUDE THE FOLLOWING-LARGER SIZES MAY BE USED. /4 X 2 1/ME"MINIMUM LENGTH" CUT THREADHWOOD SCREW �`C �G1 N t.e. 0 I/4"DIAMETER X 2 IQ"MINIMUM LENGTH STANDARD LAG SCREW '" "SIMPSON"5051/4 X 2 1/2"MINIMUM LENGTH HEX HEAD WOOD SCREW c. 18346PE c)1414,, ,4 OREGON cA0 h 19, D��4 R. G \' EXP I RES: 6-30-19 Project lob no James G. Pierson, Inc. Buster&Lilly's Doggie Daycare Consulting Structural Engineers Location Date 13707 SW Pacific Hwy, Tigard, OR 12/6/2018 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Schlesinger Companies Sketch 1