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Specifications , 1 . 1 z. U 72. s4., 0-4 r�'ji/, 4111 /kr fe,a.o(i- 0c4fasr---- RECEIVED MILLER MAY 1 2017 CONSULTING CITY OF TIGARD ENGINEERS BUILDING DIVISION STRUCTURAL CALCULATIONS Park 217 Building 5 Suite 12072 Roof Top Unit Replacement 12060 - 12072 S Garden Place, Tigard, Oregon Oregon Aire April 26, 2017 Project No. 170493 11 pages Principal Checked: 16+-1 i ,�RUC:TU S erg r)Dr* ! IZ!c 166:.-,51" t, ��s / rEXPIRES: 1,' 1 2 b i bf L *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who 1 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. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com Building Code: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A - Structural System:Component Vertical System:Wood framed Construction Lateral Sys: N/A Element Roof Load Type Dead Basic Design Value(PSF) 18 Loads: Load Type Snow Value(PSF) 25 Deflection Criteria L/240 Lateral Design Parameters: Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 seismic li= 1.00 Risk Cat: it (ice w/wind) (seismic) (snow) (ice) Seismic Design Latitude: I Seismic design parameters are based on published Longitude: values from the USGS web site. 2%PE In 50 years,0.2 sec SA=Ss 2%PE In 50 years,1.0 sec SA=St See next page for USGS printout. (Site class B parameters are Indicated on this page,for actual site class used In design,refer to seismic design summary) Design Summary: The scope of work includes the calculations and drawings for the three new HVAC units. All units are below an additional 5%weight from the existing units,therefore no gravity upgrades are required. 9570 SW Barbur Blvd Project Name Park 217 Building 5 Roof Top Unit Replacement Project# 170493 Suite One Hundred et Portland,OR 97219 gib Location 12060- 12072 S Garden Place, Tigard, Oregon MILLER Client Oregon Aire Phone 503.246.1250 • CONSULTING Fax 503.246.1395 BIS4/26/17 ENGINEERS www.miiler-se.com By Ck'd P4141 Date_ Page I ot-r! nos �,� Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43244°N, 122.76196°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III "4' ♦Fq ty Y=- .i s ,t!.V 4 ..4.°:.-.Y.�7 �& 3 _..f .{c1 - k E� '7' k'', 'sent �' � z $ti q.Je ..x. ,.'AL's 9 �s -,+ x__,„ s� ,v 6 ro� �. k ti-',,"',7,'":4-'7.' s ,w 'mss = . a � " ';� t x ,`x d ^d PSN _i ,�.. X�1,; ems,J`'y yk.�� d Y.�� � �' i"s.f� R�4 F � X44�' ���� hr�" e1. �r' �'� ��'i��y t S a; ya p..x;�'� .fi imtq r7 '.v • ,x X�yi E� £x� ,'''11,,',-41:7;0`.;1•'?'yf'-, a'�' ,m _ .r.�s:' 6 .' - `Z as_,y''rt; f ki $ ' 3 s s• $ l u J a>rl • i rcJ ,040`j,F ' • a-:0 °TM ^`• £f,�.g_jr'F-,. aAY S .,. �. 6,, .t to S `. „`. e4 S '� 01.t..?,',.-:, , _.'Xii,p,7-1..: t " N7- tr.:, -4,,,P-.:4. .,-0 , 4'..,4,4,) ...;,-;r,.,.r.f.-,.,---1*,,, f. 3 ' k , - 3 as vn r ;ris, { , ! + . ,pt .ce T, r � � *rr ,---''',411,, ,,;,-J,-.4.4.�l i4k5. iA''sxM„ � �i' p 7.i Mechanical Unit Lateral Loading cue LocATmN WHIT TO CuRex re. © -_LONG suE s...e T o;T illI DIREC?' Il I _ I I II /c'n ON \\\\�� a RE 1.--,1-DAiECTTpV ,:,:w.-1 SNORT SioE �\\\\\ (CUPP TO STRUCTURE).rP. Adapter Curb Dlmansions: won Adapter Curb Short Dim_,Wcs1= 47.3 in Unit Dimensions: Adapter Curb Long Dim.,Well= 70.9 in Unit Height,H= 41.4 In Adapter Curb Height,Cl= 20.0 lin Unit Short Dim.,Ws= 46.8 in Curb Dimensions: Unit Long Dim.,WL= 74.4 in Curb Short Dim.,Wcs2= 48.3 In Unit CO.,CO= 20.1 in Curb Long Dim.,W cl2= 89.6 in MISC.INFORMATION: Curb Height,C2= 12.0 In Load Combination:Basic Load Combination Is Unit outdoors?Yes Unit WT= 857 lb Unit attaches to Roof Adapter Curb WT= 162 lb Roof Height= 15 ft Curb WT= 100 lb Long Side Short Side h,(ft)6 15 ft.Component attachment elevation w/ Number of clips per side= 2 j 1 1 reaped fo grade Fastener spacing to Curb per side=1 24 Inches a.c. Number of fasteners to structure par side= 3 1 2 Fastener spacing to structure per tido=1 24 Inches o.n. Number of fasteners to structure per side= 4 I 2 1 SEISMIC:DESIGN USING ALLOWABLE STRESS LOAD COMBINATIONS Elements of Structures,Nonstructural Components,and Equipment Supported by Structures Site Class 0 ASCE 7-10,Sac.20.3,Table 20.3-1,pg.162 Life Safety Equipment? No Seismic Design Category D ASCE 7-10,Sec.11.6,pg 56 Risk Category II IBC 2012 Sec 1604.5,pg 336 S.= 0.98 ASCE 7-10,Figura 22-1 page 158 Fa. 1.11 JASCE 7-10 Table 11.4-1 pg 55(Linear interpolation Is used) S.,.,= 1.08 ASCE 7-10 win.11A-1 pg 56 Son= 0.72 ASCE 7-10 ego.11.4-3 pg 56 Io= 1.00 ASCE 7-10 Sec 13.1.3,pg B7 Bp 2.5 ASCE 7-10 Table 13.6-1,pg 63 Rs= 6.0 ASCE 7-10 Table 13.6-1,pg 93 F0 0.361 •Wp ASCE 7-10 Eq.13.3-1,pg 88 OR 1.155 •Wp ASCE 7-10 Eq.13.3-2 pg 88 Not leas than 0.217 •Wp ASCE 7-10 Eq.13.3-3,pg 8.9 F.= 0.361 •Wp 0.2So1Wp= 0.144 •Wp (ASCE7-10 Sec.13.3,pg 88) Equipment Overturning(Seismic). Short Direction LOCATION 0.7'Fp(Ib) 0.7•(0.2•SDS•Wp) Center of width.Wn(ft) 0.7•Mot(ft-Ib) 0.6'Mr (Ib) mass(ft) (ft-lb) Unit-to-Adapter Curb 166 66 1.68 3.90 278 768 Adapter Curb-to-Curb 207 83 2.85 3.94 589 967 Curb-to-Roof 232 83 3.48 4.02 808 1109 Short Direction Holdown force per connector from OT Holdown force per connector from Total holdown force per Total shear force per (Ib) vertical seismic load(lb) connector(Ib) connector(ib) Unit-to-Adapter Curb '63 11 No Uplift 83 Adapter Curb-to-Curb ,32 8 No Uplift 52 Curb-to-Roof -19 8 No Uplift 58 Long Direction LOCATION Width,WL(ft) 0.7•Mot (ft-Ib) 0.6'Mr (ft--ib) Unit-to-Curb 6.20 484 1222 Adapter Curb-to-Curb 6.91 834 1451 Curb-to-Roof 7.47 1155 2059 Long Direction Holdown force per connector from OT Holdown force per connector from Total holdown force per Total shear force per (lb) vertical seismic load(Ib) connector(Ib) connector(Ib) UnIt-to-Curb -119 11 No Uplift 42 Adapter Curb-to-Curb -52 8 No Uplift 35 Curb-to-Roof -61 B No Uplift 29 9570 SW Barbur Blvd Project Name Park 217 Building 5 Roof Top Unit Replacement Project# 170493 Suite One Hundred - et Portland,OR 97219 MkLocation 12060- 12072 S Garden Place, Tigard, Oregon MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS4/26/17 3 of 11 www.miller-se.com By Ck d I6r*n Date Page ENGINEERS WIND:DESIGN USING ALLOWABLE SjRESS LOAD COMSINATIONg Wind Castle on Other Structures and Building Appurtenances-MWFRS Basic Wind Speed= 120 MPH(3 second Gust)based on Risk Category TOP OF UNIT HEIGHT= 2141 ft =ib+41.38/12+20112+12112 Exposure Category= 8 ASCE 7.10;6ec.28.7 pg 195 z= 18.08 ft K,= 0.61 ASCE 7-10,Table 29.3-1,pg 25f Kd= 0.8 ASCE 7-10 Table 26.6-f pg 194 K,= 0 ASCE 7-10 Figure 26.8-1 pg 196 K,= 1 ASCE 7-10 Figure 26.8-1 pg 196 Kt= 1 ASCE 7-10 Figure 26.8-1 pg 196 Ka= 1 ASCE 7-10 Figure 26.8-1 pg 197 GCr= 1.90 (horizontal loading,Section 29.51) OCr= 1.50 (vertical loading,Section 29.5.1) q,=0.00256K,K„I dV1 20.11 pet ASCE 7-10,Eq.29.3-1 pg 249 Fh=q,•GC, 38.20 par,(per area)ASCE 7.10 Eq.29.6-1 pg 250 Fv=q,•OC, 30.18 psi,,(per area)ASCE 7-10 Eq.29.5-1 pg 250 Equipment Overturning(Wind)" Short Direction LOCATION Lever Arm(ft) 0.6'La`ra Force b) F.6'u orcefib) Width W(ft) 0.6•Mot (ft-lb) 0(ft jbMr ) UnIt-to-Curb 1.72 490 437 3.90 845 768 Adapter Curb-to-Curb 2.58 715 442 3.94 1848 967 Curb-to-Roof 299 887 543 4.02 2651 1108 Short Direction Holdown Force par clip or fastener from Hew.force tram moo Uplift(@) Total Holdown Force per Total shear force per OT(Ib) connector(lb) connector(lb) Unit-to-Curb 10 73 83 - 245 Adapter Curb-to-Curb 75 44 119 179 Curb-to-Roof 98 45 141 222 Long Direction LOCATION Lever Arm(ft) 0.6'Lat i Force 0.ru Ib Width,WL(ft) 0.6•Mot (ft-Ib) O.fi•Mr (lb) (I) (ft-ib) Unit-to-Curb 1.72 308 437 6.20 i 531 1222 Adapter Curb-to-Curb 2.55 458 442 5.91 1168 1451 Curb-to-Roof 3.04 550 543 7.47 1872 2059 Lang Direction Holdown Force per clip or fastener from Total Hoidown Force per Total shear force par OT(Ib) Hoidown force from Wind Uplift(Ib) connectorIb ( ) connector(Ib) UnIt-to-Curb -111 73 No Uplift 77 Adapter Curb-to-Curb -24 44 20 76 - Curb-to-Roof -26 45 19 � 69 CONTROLLING DESIGN FORCES PER CONNECTOR. Shear(Ib) Tension(lb) Unit-to-Curb 245 Wind 83 Wind Adapter Curb-to-Curb 179 Wind 119 Wind Curb-to-Roof 222 Wind 141 Wind 9570 o e Hund Blvd Project Name Park 217 Building 5 Roof Top Unit Replacement Project# 170493 S- at Portland,OR 97219 111) Location 12060- 12072 S Garden Place,Tigard, Oregon MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395BIS 4/26/17 4 of 11 www.mi)ler-se.com By Ck'd 1 r►•r•*) Date Page ENGINEERS Fastener Check:(for unit to curb and curb to wood framing) 1 / Per C • CIr A M Lu M \\\�L_// ^^^��� \ x I�IpIFI\\\\\H\\►.- T M W Z Z Bending In clip due to uplift Clip Offset,Z= 1.75 Inches Mreq= 73 in-Ib(assuming Polity at ea.end) Clip Gauge:18 GA.,0.0451 in.43 mils. Clip Length= 8 Inches Adapter Curb Gauge:18 GA.,0.0451 15.43 mils. Clip Thickness= 0.0451 inches Plastic Section Modulus 0.00407 1n° Screw Type:Generic Fasteners Clip Yield Strength= 33 ksi Screw Size:#12 Mallow= 80 In-lb OK Screws ea.Leg of clip n= 2 screws/leg Clip Leg Length,X= 1.5 inches Tpry= 48 Ibs/screw Shear bad perscrew= 129 lbs/screw Tallow= 124 fbs/screw Vallow= 280 On/screw Use 18 ga.ctlps Interaction 0.85 OK Use(2)#12 self tapping screws ea.leg of bent dip Adapter Curb-to-Curb Connection: Vreq= 214.95 lb.(17916"2+11916"2)"0.5 Curb Gauge:18 GA.,0.0451 in.43 mils. Vallaw= 280.44 lb=>214.95lb,OK Screw Size:#12 lUse#12 self tapping screws at 24"o.c. , Curb-to-Roof:"Simpson SOS screws each aide of unit to framing at 24"o.c Vail= 672 lb/screw=420'1.6 Tall= 275.2 lb/In per screw=172'1.6 Penetretton= 2 In Vreq.= 222 lb Use Simpsons 5DS25312 screws from Curb Treq.= 141 lb to Roof at 24 inches e.c.on ea.side of Curb. Resultant= 263 Ib=SORT(141"2+222°2) Ta= 632 lb=275`2'672(((276.2)'(COS(RADIANS(32.4)))•2+672'(SIN(RADIANS(32.4)))"2) 632>263 OK 9570 o a Hund Blv _ vd Project Name Park 217 Building 5 Roof Top Unit Replacement Project# 170493 A Portland,OR 97219 Ma Location 12060- 12072 S Garden Place, Tigard, Oregon MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395BIS 4/26/17 ENGINEERS www.miller-se.com By Ck'd 14,,,,,, Date Page 5 of 11 10T Mechanical Unit Lateral Loading -Coin LOCATION (UNIT TO CURB),Typ, LONG SIDE Il - ORT Iill 6) MEC I e1 / �``\\�/ S SIDE DIRE ON I LONG WRECTON •• r' ��\`\ � FASTENER LOCATION ,y_�� ///////,/, (NRB TO STRUCTURE),TYP. Adapter Curb Dimensions: Adapter Curb Short Dim.,Wcal= 53.4 in Unit Dimensions: Adapter Curb Long Dim.,Wc11= 81.8 in Unit Height,I-1= 494 in Adapter Curb Height,Cl=_ 15.0 in Unit Short Dim.,Ws= 59,5 in Curb Dimensions: Unit Long Dim.,WL= 88.1 In Curb Short Dim.,Wcs2= 70.4 In Unit C.G.,CG= 18.5 inI Curb Long Dim.,Wc12= 77.8 in )8ISC.INFORMATION; _ Curb Height,C2= 12.0 in Load Combination:Basic Load Combination Is Unit outdoors?Yes Unit WT= 1063 lb Unit attaches to Roof Adapter Cub WT= 163 lb Roof Height=r 15 'ft Curb WT= 100 Ib Long Side Short Side h,(ft)= 15 ft.Component attachment elevation w/ Numbered clips per side= 4 I 2 respect to grade Fastener spacing to Curb per side=s 24 inches o.c. Number of fasteners to structure per side= 3 I 2 Fastener spacing to structure per side=l 24 inches o.c. Number of fasteners to structure per side= 3 1 3 I §EISMIC:DESIGN USING ALLOWABLE STRESS LOAD COMBINATIONS Elements of Structures,Nonslruchrral Components,and Equipment Supported by Structures Site Class D ASCE 7-f4 Sec.20.3,Table 20.3-1,pg.152 Life Safety Equipment? No Seismic Design Category D ASCE 7-10,Sec.11.6,pg 56 Risk Category II IBC 2012 Sec 1604.8 pg 338 S.= 0.98 ASCE 7-10,Figure 22-1 page 158 Fa= 1.11 ASCE 7-10 Table 11.4-1 pg 55(Linear Interpolation is used) S.= 1.08 ASCE 7-10 eqn.11.4-1 pg 55 Sas= 0.72 ASCE 7-10 eqn.11.4-3 pg 55 I.= 1.00 ASCE 7-10 Sec 151.3,pg87 Ile.- 2.5 ASCE 7-10 Table 13.6-1,pg93 R,= 6.0 ASCE 7-10 Table 13.6-1,pg 93 F,= 0.361 •Wp ASCE 7-10 Eq.13,3-1,pg 88 OR 1.155 •Wp ASCE 7-10 Eq.13.3-Z pg 89 Not less than 0.217 'Wp ASCE 7-10 Eq.13.3-3,pg 89 F,= 0.361 •Wp 0.25osWp= 0.144 •Wp (ASCE7-10 Sec.13.3,pg 88) Equipment Overturning(Seismic)' Short Direction LOCATION 0.7'F 1h 0.7•(0.2•SOSMNp) Centerof 0.6'Mr P( ) Qb) mess(ft) Width,W,(ft) 0.7•Mot(ft-Ib) (flab) Unit-to-Adapter Curb 289 107 1.54 4.96 415 1501 Adapter Curb-to-Curb 310 124 2.50 4.45 776 1638 Curb-to-Roof 335 134 3.28 5.87 1098 2335 Short Direction Holdown force per connector from OT Holdown force per connector from Total holdown force.per Total sheer force per l (lb) vertical seismic load(Ib) connector(lb) connector(Ib) Unit-to-Adapter Curb -59 9 No Uplift 67 Adapter Curb-to-Curb -65 12 No Uplift 78 Curb-to-Roof -70 11 No Uplift 56 Long Direction LOCATION Width,W9(ft) 0.7•Mot (ft-lb) 0. (ft-6I•b)Mr Unit-to-Curb 7.34 809 2342 Adapter Curb-to-Curb 6.81 1198 2506 Curb-to-Roof 6.48 1532 2577 Long Direction Holdown force per connector from OT Holdown force per connector from Total holdown force par Total shear force per (lb) vertical seismic load(Ib) connector(Ib) connector(Ib) Unit-to-Curb -104 9 No Uplift 34 Adapter Curb-to-Curb -96 12 No Uplift 52 Curb-to-Roof -54 11 No Upffft 56 9570 SW Barbur Blvd Project Name Park 217 Building 5 Unit Replacement _Project# 170493 Suite One Hundred - et Portland,OR 97219NS Location 12060- 12072 S Garden Place, Tigard, Oregon Client Oregon Aire MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS www.mlller-se.com By Ck'd )L"T'., Date 4/21/17 Page 6 of 11 ENGINEERS WIND:DESIGN USING ALLOWABLE STRESS LOAD COMBINATIONS Wind Loads on Other Structures and Building Appurtenances-MWFRS Basic Wind Speed= 120 MPH(3 second Gust)based on Risk Category TOP OF UNIT HEIGHT= 21.36 ft =15+49.38112+15/12+12/l2 - Exposure Category= B ASCE 7-10,Sec.26.7 pg 195 z= 18.18 ft K.= 0.61 ASCE 7-10,Table 29.3-1,pg 251 Kd= 0.5 ASCE 7-10 Table 256-1 pg 194 K1= 0 ASCE 7-1O Figure 26.8-1 pg 196 K,= 1 ASCE 7-10 Figure 26.8-1 pg 196 Kr. 1 ASCE 7-10 Figure 28,8-1 pg 196 Ka= 1 ASCE 7-10 Figure 26.8-1 pg 197 OCr= 1.90 (horizontal loading,Section 29.5.1) GCr= 1.50 (vertical loading,Section 29.5.1) q,=0.00256K,KeK,A0 20.14 psi,ASCE 7-10,Eq.29.3-1 p9 249 Fh=q,•GC, 38.27 psi,(per area)ASCE 7-10 Eq.29.5-1 pg 250 F‘,...9,•GC, 30.22 put(per area)ASCE 7-10 Eq.29.5-1 pg 250 Equipment Overturning(Wind)' Short Direction LOCATION Laver Ann(ft) 0.6'La(Ovral Force Fo6'uup�Iibft) Width,W,(ft) 0.9•Mot (ft-Ib) 0(.6•Rah)Mr Unit-to-Curb 2.06 694 660 4.86 1428 1581 _ Adapter Curb-to-Curb 2.72 889 860 4A5 2416 1638 _ Curb-to-Roof 3.26 1038 782 5.87 _ 3390 2335 Short Direction Hoidown Force per clip or fastener from Hoidown force from Wind Uplift 9b) Total Hoidown Force per Total shear force per OT(Ib) connector(Ib) connector(Ib) Unit-to-Curb -8 55 47 174 Adapter Curb-to-Curb 58 66 124 - 222 Curb-to-Roof 58 65 125 173 Long Direction LOCATION Lever Arm(ft) 0.6•Leteral Force 0.6'uPlift Width W,(ft) 0.6*Mot (ft-ib) 0.6'Mr - ON Force(Ib) (ft-Ib) Unit-to-Curb 206 469 680 7.34 965 2342 Adapter Curb-to-Curb 273 696 680 6.81 1828 2506 Curb-to-Roof 3.14 731 782 6.48 2293 2577 LongDirection Hoidown Force per clip or fastener from Total Noldown Force par Total shear force per OT Ib Holdown force from Wind Uplift(Sb) ( ) connector(lb) connector(Ib) Unit-to-Curb -94 55 No Uplift 58 Adapter Curb-to-Curb -64 66 2 99 Curb-to-Roof -15 65 51 122 CONTROLLING DESIGN FORCES PER CONNECTOR: Sheer(Ib) Tension(lb) Unit-to-Curb 174 Wind 47 Wind Adapter Curb-to-Curb _ 222 Wind 124 Wird " Curb-to-Roof 173 Wind 125 Wind 9570 SW Barbur Blvd Project Name Park 217 Building 5 Unit Replacement Project# 170493 . 4111/1:4 Suite One Hundred Portland,OR 97219 12060- 12072 S Garden Place,Tigard, Oregon Location g g Client Oregon Aire MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 4/21/17 7of11 www.miller-se.com By Ck'd 1t-A,1 Date Page ENGINEERS Fastener Check Ifor unit to curb and curb to wood framina) T T C M i/461# C %�4D. Ml�- M ��M - >4 1l 114\41\\LLL\\\.-- T M e 2 Z Bending in clip due to uplift Clip Offset,Z= 3.2 inches Mreq= 75 in-lb(assuming fixity at ea.end) Clip Gauge:18 OA.,0.0451 in.43 mils. Clip Length= 8 inches Adapter Curb Gauge:18 GA.,0.0451 in.43 mile. Clip Thickness= 0.0451 inches Plastic Section Modulus 0.00407 lr Screw Type:Generic Fasteners Clip Yield Strength= 33 kal Screw Size:#12 Mallow= 80 in-lb OK Screws ea.Leg of clip n= 3 screws/eg Clip Leg Length,X= 1.5 inches Tpry= 33 Ms/screw Shear lead per screw= 60 lbs/screw Tallow= 124 lbs/screw Vallaw= 280 lbs/screw Use 18 ga.dlps Interaction 0.48 OK Use(3)812 self tapping screws ea.leg of bent clip Adapter Curb-to-Curb Connection: Vreq= 25428 lb=(2221b"2+1241b"2)"0.5 Curb Gauge:18 GA.,0.0451 10.43 mils. Vallow= 280.44 lb=0254.281b,OK Screw Size:#12 Use#12 self tapping screws at 24"o.c. 1 Curb-to-Roof:"Simpson SDS screws each side of unit to framing at 24'a.c Vail=r 672 lb/screw=420.1.6 Tall= 275.2 Ib/iin par screw=172.1.6 Penetration= 2 In Vreq.= 173 lb tUse Simpsons SD525312 screws from Curb Treq.= 125 lb to Roof at 24 inches o.o.an ea.side of Curb. Resultant= 213 lb=SORT(125"2+173"2) Z'a= 625 lb=275.2.672/((275'2)•(COS(RADIANS(35.8)))"2+672'(SIN(RADIANS(35.8)))"2) 625>2130K Forces on concrete anchorege - Seismic:short direction long direction ' Tu= 0 lb 0 lb ~ Vu= 80 lb=66/0.7 80 lb=58/0.7 Wind:short direction long direction Tu=t 208 lb=125/0.6 85 'Ib=51/0.6 l Vu= 288 Ib=173/0.6 203 lb=122/0.6 9570 SW Barbur Blvd Project Name Park 217 Building 5 Unit Replacement Project# 170493 Suite One Hundred I Portland,OH 97219 12060- 12072 S Garden Place, Tigard, Oregon Locationg g Client Oregon Aire MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 4/21/17 8 of 11 www.mIlIer-se.com By Ck'd )4,... Date Page ENGINEERS IT Mechanical Unit Lateral Loading CLIP LOCATION (OMITo cuae).TTP. LONG SEW ITTY .' 1--'''''' i 0. !EIP1 = / \ � sew': t L CTI SHORT omLcnoN \� / SIDE �.wc_�����.,,;,� s,ee ,\\\\ V FASTENER LOCATION . (CURS TO STRUCTURE).TTP- O_%//�/ // - AdapterCurb Dimensions: %Wu Adapter Curb Short Dim.,Wrs1= 40.6 in Unit Dimensions: Adapter Curb Long Dim.,Wcl1= 70.9 in Unit Height,H= 44.0 'in Adapter Curb Height,C1= 12.0 in Unit Short Dim..Ws=_ 46.8 in Curb Dimensions: Unit Long Dim.,WL=_ 74.4 in Curb Short Dim.,Wrs2= 36.4 In Unit C.O.,CO= 18.9 in Curb Long Dim.,Wc12= 89.1 in MISC.INFORMATION: Curb Height,C2= 12.0 In Lead Combination:Basic Load Combination Is Unit outdoors?Yes Unit WT= 554 in Unit attaches to Roof Adapter Curb WT= 100 Ib Roof Height= 15 ft Curb WT=_ 100 Ib Long Side Short Side h,(ft)=1 15 ft.Component attachment elevation w/ Number of clips per side= 4 I 2 I respect to grade Easterner spacing to Curb per side=I 24 inches o.c. Number of fasteners to structure per side= 3 I 2 I Fastener spacing to structure per side.' 24 inches o.c. Number of fasteners to structure per side= 3 i 2 i SEISMIC:DESIGN USING ALLOWABLE STRESS LOQj1 COMBINATION$ Elements of Structures,Nonstructural Components,and Equipment Supported by Structures Site Class D ASCE 7-10,Sec 20.3,Table 20.3-1,pg.152 Life Safety Equipment? No Seismic Design Category D ASCE 7-10,Sec.11.6,pg 56 Risk Category li 18C 2012 Sec 18044 pg 336 S,= 0.98 ASCE 7-10,Figure 22-1 page 168 Fa.. 1.11 ASCE 7-10 Table 11.4-1 pg 55(Linear interpolation is used) Sus= 148 ASCE 7-10 eqn.11.4-1 pg 55 Soa= 0.72 ASCE 7-10 eqn.11.4-3 pg55 Ip= 1.00 ASCE 7-10 Sec 13.1.3,pg 87 ap= 2.5 ASCE 7-10 Table 13.6-1,pg 93 Re' 6.0 ASCE7-10 Table 13.6-1,pg 99 Fp 0.361 •Wp ASCE 7-10 Eq.13.3-1,pg 88 OR 1.155 •Wp ASCE 7-10 Eq.13.3-2,pg 89 Not less than 0.217 •Wp ASCE 7-10 Eq.13.3-3,pg 89 Fp= 0.361 •Wp 0.28o,Wp= 0.144 .Wp (ASCE7-10 Sec,13.3,pg 88) Equipment Overturning(Seismic)' Short Direction LOCATION 0.7'Fp(Ib) 0.7'(0.2`SOS'Wp) Cellar of Width,W,(ft) 0,7•Mot(ft-b) 0.6'Mr (Ib) mass(ft) (ft-lb) Unit-to-Adapter Curb 140 66 1.57 3.90 220 647 Adapter Curb-to-Curb 165 66 226 3.38 372 663 Curb-to-Roof 191 76 2.89 3.03 552 686 Short DirectionHollows force per connector from 0T Hoidown farce per connector from Total hoidown force per Total shear force per (Ib) vertical seismic load Oh) connector(Ib) connector(Ib) Unit to-Adapter Curb -27 5 No Uplift 35 Adapter Curb-to-Curb -29 7 No UplIft 41 Curb-to-Roof -15 8 No Uplift 48 Long Direction LOCATION Width,W,(ft) 0.7'Mot (ft-lb) 0.6•Mr (ft-Ib) Unit-to-Curb 6.20 394 1030 Adapter Curb-to-Curb 5.91 567 1159 Curb-to-Roof 6.76 772 1303 Long Direction Holdown force per connector from OT Holdown force per connector from Total holdown force per Total shear force par (Ib) vertical seismic load(Ib) connector(Ib) connector(Ib) Unit-to-Curb -51 5 No Uplift 18 Adapter Curb-to-Curb -50 7 No Uplift 28 Curb-to-Roof -46 8 No Uplift 32 9570 SW Barbur Blvd Project Name Park 217 Building 5 Unit Replacement Project# 170493 ArtSuite One Hundred l Portland,OR 97219 12060- 12072 S Garden Place,Tigard, Oregon Location 9 9 Client Oregon Aire MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 4/21/17 9of11 www.miller-se.com By Ck'd Date Page ENGINEERS WIND:DESIGN USING ALLOWABLE STRESS LOAD COMBINATIONS Wind Loads on Other Structures and Bulbing Appurtenances-MWFRS Basic Wind Speedo 120 MPH(3 second Gust)based on Risk Category TOP OF UNIT HEIGHT= 20.67 ft o 15+44!12+12112*12/12 ----...... Exposure Category= B •ASCE 7-10,Sec.28.7 pg 195 z= 17.83 R K..• 0.60 ASCE 7-10,Table 29.3-1,pg 251 Ka= 0.9 ASCE 7-10 Table 26.6-1 pg 194 K.= 0 ASCE 7.10 Figure 26.8-1 pg 196 K2= 1 ASCE 7-10 Figure 28.8.1 pg 198 Kt= I ASCE 7-10 Figure 26.8-1 pg 196 K.= 1 ASCE 7.10 Figure 26.8-1 pg 197 GCr= 1.90 (horizontal loading,Section 29.5.1) GCr= 1.50 (vertical loading,Section 29.5.1) q,=0.00256KrKaKdVr 20.03 psf,ASCE 7-10,Eq.20.3-1 pg 249 Fn=q,•GC, 30.06 psf,(per area)ASCE 7-10 Eq.29.5-1 pg 250 Fv=q,•GC, 30.05 psf,(per area)ASCE 7-10 Eq.29.5-1pg250 Equipment Overturning(Wind)' Short Direction LOCATION lever Arm(ft) 0.6'Latarel Force 0.6•uplift Width,W.(D) 0.6•Mot (ft-Ib) O.B'Mr (Ib) Force(Ib) (ft-Ib) Unit-to-Curb 1.63 919 435 3.90 952 647 Adapter Curb-to-Curb 2.35 664 435 3.38 1538 663 Curb-to-Roof 2.87 785 435 3.03 2256 686 Holdown Farce per clip or fastener from Total Holdown Force per Total shear fordo per Short Direction OT(Ib) Holdown force from Wind Uplift(Ib) connector(lb) connector(lb) Unit-to-Curb 20 36 56 130 Adapter Curb-to-Curb 86 44 130 164 Curb-to-Roof 173 44 218 196 Long Direction LOCATION Lever Arm(ft) 0.6'Laterel Farce �.Wu orce b) Width,Wi(ft) 0.6•Mot (ft-Ib) 0((6t•.I,Mr Unit-to-Curb 1.83 326 436 6.20 598 1030 - Adapter Curb-to-Curb 2.39 403 435 5.91 962 1169 Curb-to-Roof 2.96 473 435 5.78 1402 1303 Holdown Force par clip or fastener from Total Holdown Force per Total shear force per Long Direction 07(Ib) Holdown force from Wind Uplift(h) connector(Ib) connector(Ib) Unit-to-Curb -35 _ 36 1 41 Adapter Curb-to-Curb -17 44 27 67 Curb-to-Roof 9 44 52 79 CONTROLLING DESIGN FORCES PER CONNECTOR. Shear(Ib) Tension(Ib) Unit-to-Curb 130 Wind 56 Wind _ Adapter Curb-to-Curb 164 Wind 130 Wind Curti-to-Roof 196 Wind 216 Wind 9570 SW Barbur Blvd Park 217 Building 5 Unit Replacement 170493 Project Name _Project# Suite One Hundred at Portland,OR 97219 12060- 12072 S Garden Place, Tigard, Ore on Location 9 g Client Oregon Aire MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS4/21/17 10 of 11 www.mfller-se.com By Ckd IcAvyi Date _ Page ENGINEERS • , M Fastener Check:(for unit to curb and curb to wood framing) T /T C iu m m C IP Cir A M lr 4111 x Iiiialavert o+_- T M w Z Z Bending in clip due to uplift Clip Offset,Z= 3,1 inches Mreq= 87 in-lb(assuming fixity at es.end) Clip Gauge:18 GA.,0.0451 1n.43 mils. Clip Length= 9 inches Adapter Curb Gauge:18 GA.,0.0451 In.43 rolls, Clip Thickness= 0.0451 inches Plastic Section Modulus 0.00458 In' Screw Type:Generic Fasteners Clip Yield Strength= 33 ksi Screw Size:#12 Mallow= 90 In-lb OK Screws ea.Leg of clip n o 3 screwsAeg Clip Leg Length,X= 1.5 inches Tpry= 39 lbs/screw Shear load per screw= 47 lbs/screw Tallow= 124 lbs/screw '/allow= 280 lbs/screw Use 18 ga.cllps interaction 0.48 OK Use(3)#12 self tapping screws ea.leg of bent dip Adapter Curb-to-Curb Connection: Vreq= 20927 lb=(16416"2+13016"2)"0.5 Curb Gauge:18 GA.,0.0451 in.43 mils. Yellow= 280.44 lb=>209.27lb,OK Screw Size:#12 !Use#12 self tapping screws et 24"o.c. , Curb-to-Roof:"Simpson SDS screws each side of unit to framing at 24"o,c Vali= 672 ib/screw=420'1.6 Tall= 275.2 lb/in per screw=172'1.6 Penetration= 2 In Vreq.= 196 lb Use Simpsons SDS25312 screws from Curb Treq.= 216 lb to Roof at 24 inches o.c.on ea.side of Curb. Resultant= 292 lb=SQRT(216"2+196"2) Z'a= 599 lb=275'2'672/((275'2)'(COS(RADIANS(47.8)))"2+672`(SIN(RADIANS(47.8)))"2) 599>292 01( 9570 SW Barbur Blvd Project Name Park 217 Building 5 Unit Replacement Project# 170493 Suite One Hundred allPortland,OR 97219 M 12060- 12072 S Garden Place, Tigard, Oregon Location 9 g Client Oregon Aire MILLER Phone 503.246.1250 CONSULTING Fax www5m3er4se.com By BIS Ck'd 14,..-1 Date 4/21/17 Page 11 of 11 ENGINEERS