The URL can be used to link to this page

Specifications (38) 8/22/2018 Unit: Aaon RQ Cabinet RQ-005 (920AHUO2) Location: Tigard OR 97224 Curb: Insulated VibroCurblll Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 31 inch high Thybar Insulated VibroCurblll of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon RQ Cabinet RQ-005 (920AHUO2) unit in Tigard OR 97224 when manufactured with bulkheads under each isolator and installed according to the attached drawings. The unit must be attached to the Thybar Insulated VibroCurblll using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated VibroCurblll must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 18 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 20140550/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aaon Unit Model RQ Cabinet RQ-005 (920AHUO2) Length(in) 100.13 Equip Width(in) 44.25 Height(in) 50.5 Weight(Ib) 969 CG„(in) 43.80 CG,,,(in) 19.70 Curb Type Insulated VibroCurbll I Curb Length(in) 77.50 Curb Width(in) 39.25 Curb Height(in) 31.00 Minimum Pedestal Thickness(ga) 14 Bulkhead max OC spacing(in) 42 Fy(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 Curb I(in) 31.0 h/t 463 b/t 627 k, 4.0 1.0 F,(psi) 276 Snow Importance,I 1.2 Snow Load,pf(lb) 824 Curb Design Load,0.75'max(Wind, 1 437 .7'Seismic)+0.755,(lb)= • F,(psi) 12,000 0.6'F,=F,(psi) 18,000 Wind Load(130mph)Fw(Ib)= 1,091 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A gz= 27.26 GCr 1.90 FE= 1,559 FE M.= 1,663 FE ra„= 312 SEE= 0.715 So,= 0.442 a,= 2.50 Ip= 1.50 Seismic Rr= 2.00 z/h= 1.0 SE(%ofg)= 96.10 S,(%of g). 41.90 Site Coefficient F,= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(Ib),F up= 138.59 ex(in) 6.2625 ey(in) 2.425 Curb Load ax+ Distribution 1.375 Factors ax- 0.625 ay+ 0.555 ay- 0.445 C,„,„(lb/in) 17.7 Curb Loads C,„,,,(lb/in) 3.48 Shear Wall Factor a, 0.688 R Unit shear,v(lb/in) 25.173 S e Curb Long Unit Overturning,Cu Ob/in) 12.7 u a Dimension Unit Uplift,T(Ib) 614 p c P t Curb Overturning,Cc(lb/in) 119.3 o I Curb Comer Uplift,Tc(lb/in) 6.13 ▪ o Shear Wall Factor a2 0.555 t n Unit shear,v(lb/in) 10.286 s Curb Short Unit Overturning,Cu(lb/in) 4.543 Dimension Unit Uplift,T(Ib) 564.446 Curb Overturning,Cc(lb/in) 24.687 Curb Corner Uplift,Tc(Ib/in) 14.381 Max Shear(lb/in) 18.9 Shear 1,(psi) 282 Curb Verification f,/F, 0.02 <1.0,OK Max Axial Reaction(lb/in) 17.7 Axial f,(psi) 264 f,/F, 0.95 <1.0,OK Load Calcs 2 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/IBC2012 Unit Model RQ Cabinet RQ-005(920AHUO2) Curb Type Insulated VibroCurblll Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMax(Ib) 16,587 Bracket Capacity (Allowable Load(lb) 3,0561 Bracket Verification Horizontal Design Load(Ib) 1,437 1,437 Curb Length/Width(in) 77.50 39.25 Shear Wall Factor 0.69 0.55 Design Shear(Ib) 988 797 Unit Design Uplift,Tc(Ib) 614.12 564.45 Unit Uplift,Ta(Ib) 422 313 R=(V2+T22)112 1,075 856 #per side 0.35 0.28 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/ IBC2012 Unit Model RQ Cabinet RQ-005 (920AHUO2) Curb Type Insulated VibroCurblll Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 1436.86 1436.86 Length (in) 77.50 39.25 Shear(Ib) 988 797 Unit Uplift, Tc(Ib) 422 313 R= (V2 +T22)112 1,075 856 Length Width Base Attachment Stresses-fa 972 1,549 (psi) Base Safety Factor 2 2 fa/Fa 0.16 0.26 Base Attachment Minimum 12 6 Quantity Minimum Base Attachments- 18 Perimeter Distributed Base Attachment Holes 4 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Support Reactions Unit: RQ Cabinet RQ-005(920AHUO2) Gravity Load Isolators Cgmax=W(p)*ax+*ay+/Lt Cg W(P) F(p) N(ns) N L1(in) Ht =9.5 lb/in X Y 969 1,437 4 4 77.50 50.50 Cgmin=W(P)*ax-*ayAi 43.80 19.70 =3.5 lb/in Seismic North-South F(p) 4 ht L2 B2 Unit Overturning Cu=F(p)*Ht/2*ax+/L2/B2 1436.86 41 8/16 7.25 77.5 39.25 =16.4 lb/in I ax+ I ax- I ay+ I ay- 1.375 0.624719101 0.555 0.445 Unit Uplift Tu=max(0,C,;W(p)*ax+*ay-/L2) =8.7 lb/in Seismic East-West hi:Isolator Height(in) Lx(in)=Max Isolator spacing Unit Overturning Cu=F(p)*H,/2*ay+/L2/B2 31 41.50 Calculation Summary =6.6 lb/in Ly(in)=Channel Max Lateral Support Spacing OK Unit Uplift Tu=max(0,C,,W(p)*ay+*ax/L2) 41.50 =2.3 lb/in Curb Verification Transverse Load on Structural Channel Stabilizer Bolt Vertical Channels Isolator Stresses Channel Height Bolts per isolator,n channels per isolator,n Isolator height:h =6 in =2 =2 71/4 in Channel Type Eccentricity Allowance(e): Mn,=Vn,*h1/n Isolator width:W F,bin.14ga 0.02 in =1,791 in lb =4.0 in Vb=max(V,,,,Vew,)/n Mew=Ve,.,*h1/n Isolator length:L wx(Ib/in)=C9+Cu(ns) =247 lb =1,174 in lb =10.0 in =25.9 lb/in M=Vb*e fbx=Mn,/Sx Isolator Sx BL*tb2/6 wy(lb/in)=F(p)*(N(ns)/N)/2/L1*(ax+) =5 in lb =811 psi =87.6 in3 =12.7489 lb/in Tb=max(Tn„TeN)/n fist=V„,/(d1) Isolator SY Bw*tb2/6 Mx=Wx*Lx2/8 =181.49 lb =494 psi =35.042 in3. =5,585 in lb fb=M/S fby=Mew/Sy fby=MO,./Sy My=wy*Lr2/8 =119 psi =3,048 psi =33 psi =2,745 in lb f„=V/A f„y=Vew/(2*b*t) fbx=M„/S. fbx=Mx/Sx =559 psi =370 psi =20 psi =4,927 psi ft=T/A fbx/Fbx+f„x/F„ fby/Fby fby=MISy =410.81 psi =.07<1.7,OK 0.00<1.0,OK =5,744 psi fb/Fb+f,/F„+f,/Ft fby/Fby+fy/F„ fbx/Fbx fbx/Fbx =.08<1.7,OK =.14<1.7,OK 0.00<1.0,OK =.23<1.0,OK Isolator Check Channel Loading fbx/Fbx+fbyFby Tn.=T„*L. Curb Perimeter,P =.49<1.7,OK =362.98 lb =233.50 in Vns=F(p)/N*ax+ w=W(p)/P =494 lb =4.15 lb/in Tom„=T„*Ln Murex=w*Lx2/8 =94.74 lb =893.53 in*Ib Vew=F(p)/N*ay+*2 f.=Mmax/Sx =324 lb =788 psi fe/Fa =.02<1.0,OK Vibro Calcs 5 8/22/2011 Aaon RQ Cabinet Unit 1111111 t hybarTigard OR III CO '^' SEISMIC/WINDLOAD RESTRAINT BRACKET rn>-b , kis fi right tl,e fi,5t ti :e, :".4.2-5,tin e INSTALLATION DETAILS FOR VIBROCURBS INSTALLATION INSTRUCTIONS: PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. ____. EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH - LIFTING LUGS;CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. 1111T GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. r 1 1-7 — , . ij ' if I. I.. I t II L.,',.,t l I .:;,oili I,i' S, 1;,.,1 .ti I r T 8 ( --r• NOTE: . DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB AFTER SETTING UNIT. RESTRAINT DETAIL Aaon THYCURB MODEL RESTRAINT BRACKET QTY. '� - „,,.I- '.:P-.EE _ _.. SEISMIC RESTRAINTS PER UNIT TEF I L t, Ii 1 F_i��"'��fi rl.A „.' RC'[_ 1d1 fil,r.I" T_I 1,F CA°_ PC P PETr,IT-'AII:T- Aeon RQ Cabinet RQ-005(920AHUO2) ACSWRANB0009RC-01 4 SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE: 8/22/2018 testraint Bracket Detail lin t h ba r Ivl Structural Steel Mounting UThybar makes;.right.he fss L•.e, e'''',"r tr r SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the equipment support. * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of the equipment support; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) Allr [7 BOLT WITH WASHER (4- DIAMETER MINIMUM) 41/ n111� fiwrs, STEEL NUT WITH WASHER i ILO° 111. STRUCTURAL Figure 1-1 CENTERED ON 76- 4 EACH BOLT HOLE /lb STRUCTURAL 1111tilli1411141 01/1 e00?•°2 STEEL Z. Figure 1-2 Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Structural Installation.dwq PRINTED:3/26/14 O thybar Concrete Slab Mounting ■ Thybai makes It right yii f, t ti>�%e, SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ANCHOR WITH NUT & WASHER (4" DIAMETER MINIMUM, EMBEDMENT DEPTH AND EDGE DISTANCE AS REQUIRED BY FIELD CONDITIONS AND HARDWARE SELECTION.) AIL.. CONCRETE * , • . ° G a as • Figure 1-1 11.44L A. Z.. ° • A a .. •d .• ° 1?) a. .a. ° a dd :° • a 41d a •a °' a d ° 4 • • ° A • . a • SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Concrete Installation.dwq PRINTFIl•1/9RHd ill t bar Wood Beam Mounting CC)IzPORA` C,'I ■ Thybarnekesittight itte13itir;,e, VIBROCURB ON WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. iAIL p. INSTALL (1) o ASTM A307 ALL—THREAD BOLT, LENGTH AS NECESSARY IN EACH CURB FLANGE CURB HOLE AT CURB BASE �� WOOD BEAM — SIZED Zi- = BY OTHERS TO PROVIDE 1p CURBOLT G IE / CURB LENGTHH A AND WWIDDTH. v 0 / V 111114V 5 V v 1.'11:2 ''V —I1" THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHERTHYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. WOOD BEAM SIZED BY OTHERS 10 VC3 Wood Beam Mounting.dwg Print Date:6/12/2012 THYSCR 913BA S. KayOAvenuePORATION Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 IIII www.thybar.com Member of VISCIA Seismic/130 MPH Wind Load Calculations for a Aaon B Cabinet RN-009 (920AHUO3) on a Thybar Insulated VibroCurblll Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 22, 2018 - 3CTUl cOPROp l �\.,N G I N FF SioZ cc 19695 - ,1= W. •REGON X401'1,19 St4VEN C.6PS� 8.23.18 RENEWAL DATE: 12.31.19 Digitally signed bya Steven C Ball,SE Steven C Ball, SE ON:C=US,E shall@johnmanin.com, 0='John A Martin&Associates,Inc', CN="Steven C Ball,SE' Date:2018.08.23 13:10:24-07'00' Z U) a) This analysis considers the wind and seismic force I— t° calculations and anchorage of the curb to the structure only. Reviewed by: Qo The supporting structure shall be reviewed and approved by others. Hossain Ghaffari m The curb design and unit anchorage to the curb is by Thybar. 08-23-2018 No installation shall take place until the anchorage and supporting JOHN H N A.A SRINC.IN structure are approved by the appropriate jurisdiction. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of . Thybar Corporation. 8/22/2018 Unit: Aaon B Cabinet RN-009 (920AHUO3) Location: Tigard OR 97224 Curb: Insulated VibroCurblll Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 29 inch high Thybar Insulated VibroCurblll of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon B Cabinet RN-009 (920AHUO3) unit in Tigard OR 97224 when manufactured with bulkheads installed 25 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated VibroCurblll using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated VibroCurblll must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 32 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 20140SSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aaon Unit Model B Cabinet RN-009 (920AHUO3) Length(in) 110.63 Equip Width(in) 95.75 Height(in) 50.1 Weight(Ib) 1,971 CG,r(in) 44.70 CG„,(in) 36.10 Curb Type Insulated VibroCurblll Curb Length(in) 75.88 Curb Width(in) 54.00 Curb Height(in) 29.00 Minimum Pedestal Thickness(ga) 14 Bulkhead max OC spacing(in) 25 Fy(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 I (in) 29.0 Curb h/t 433 b/t 373 kv 4.0 kv 1.0 F,(psi) 779 Snow Importance,I 1.2 Snow Load,pf(lb) 1,971 Curb Design Load,0.75•max(Wind, 3,143 .7"Seismic)+0.75S,(lb)= 0.4"Fy=F,(psi) 12,000 0.6•Fy=F,(psi) 18,000 Wind Load(130mph)Fw(lb)= 1,197 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A qz= 27.26 GCr 1.90 Fc= 3,171 3,382 Fs nti,= 634 SDs= 0.715 SDI= 0.442 a,= 2.50 I,= 1.50 Seismic R,,= 2.00 z/h= 1.0 Ss(%of g)= 96.10 Sr(%of g)= 41.90 Sae Coefficient F,= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(lb),F up= 281.83 ex(in) 10.6125 ey(in) 11.775 Curb Load ax+ Distribution 1.576 Factors ax- 0.424 ay+ 0.623 ay- 0.377 Cr„,,,(lb/in) 51.0 Curb Loads Cm;,,(lb/in) 4.16 Shear Wall Factor a. 0.788 R Unit shear,v(lb/in) 45.850 S e Curb Lona Unit Overturning,Cu(Ib/in) 20.8 u a Dimension Unit Uplift,T(lb) 350 P c Curb Overturning,Cc(lb/in) 147.7 P t o t Curb Corner Uplift,Tc(lb/in) 3.17 ✓ o Shear Wall Factor a, 0.623 t n Unit shear,v(lb/in) 25.804 • s Curb Short Unit Overtuming,Cu(Ib/in) 4.633 • Dimension Unit Uplift,T(lb) 1219.159 Curb Overturning,Cc(lb/in) 59.176 • Curb Corner Uplift,Tc(lb/in) 22.577 Max Shear(lb/in) 34.4 Shear f,(psi) 513 f,/F„ 0.04 <1.0,OK Curb Verification Max Axial Reaction(lb/in) 51.0 Axial f,(psi) 761 f,/F, 0.98 <1.0,OK Load Calcs 2 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/IBC2012 Unit Model B Cabinet RN-009(920AHUO3) Curb Type Insulated VibroCurblll Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMax(Ib) 16,587 Bracket Capacity 'Allowable Load(lb) 3,0561 Bracket Verification Horizontal Design Load(lb) 3,143 3,143 Curb Length/Width(in) 75.88 54.00 Shear Wall Factor 0.79 0.62 Design Shear(Ib) 2,476 1,958 Unit Design Uplift,Tc(Ib) 350.36 1219.16 Unit Uplift,T,(Ib) 276 760 R=(V2+T22)112 2,491 2,100 #per side 0.82 0.69 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 1 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/ IBC2012 Unit Model B Cabinet RN-009 (920AHUO3) Curb Type Insulated VibroCurblll Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 3142.82 3142.82 Length (in) 75.88 54.00 Shear(Ib) 2,441 1,930 Unit Uplift, Tc(Ib) 904 740 R= (V2+T22)112 2,603 2,067 Length Width Base Attachment Stresses-fa 1,413 1,870 (psi) Base Safety Factor 2 2 fa/Fa 0.24 0.31 Base Attachment Minimum 20 12 Quantity Minimum Base Attachments- 32 Perimeter Distributed Base Attachment Holes 4 1 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR 055C2014 Support Reactions Unit: B Cabinet RN-009(920AHUO3) Gravity Load Isolators Coo,ax=W(P)*ax+*ay+/L, Cg W(P) F(p) N(ns) N L1(in) H1 =25.5 lb/in X Y 1,971 3,143 4 4 75.88 50.13 C9a,m=W(P)*ax-*ayJLi 44.70 36.10 =4.2 lb/in Seismic North-South F(p) 4 h1 L2 B2 Unit Overturning Co=F(p)*Hi/2*ax+/L2/B2 3142.82 39 14/16 7.25 75.9 54.00 =30.3 lb/in I ax+ ( ax- I ay+ I ay- 1.576 0.42440678 0.623 0.377 Unit Uplift Tu=max(0,Cx W(p)*ax+*ar/L2) =14.9 lb/in Seismic East-West hi:Isolator Height(in) Lx(in)=Max Isolator spacing Unit Overturning Co=F(p)*Hi/2*ay+/L2/B2 29 39.88 Calculation Summary =12. lb/in Ly(in)=Channel Max Lateral Support Spacing OK Unit Uplift Tu=max(0,C,;W(p)*ay+*ax/L2) 55.94 =5.1 lb/in Curb Verification Transverse Load on Structural Channel Stabilizer Bolt Vertical Channels Isolator Stresses Channel Height Bolts per isolator,n channels per isolator,n Isolator height:h =6 in =2 =2 71/4 in Channel Type Eccentricity Allowance(e): M.=Y.*hi/n Isolator width:W F,6in.toga 0.02 in =4,488 in lb =4.0 in Vb=max(V„a,V,w)/n Mow=Vow*hi In Isolator length:L wx(lb/in)=C9+Co(ns) =619 lb =2,286 in lb =10.0 in =55.8 lb/in M=Vb*e fb,=M,,,/Sx Isolator Sx BL*tb2/6 wy(lb/in)=F(p)*[N(ns)/N1/2/L1*(ax+) =12 in lb =2,033 psi =87.6 in3 =32.63139 lb/in Tb=max(T,,,,T,w,)/n fax=Voo/(d*t) Isolator Sy=Bw*tb2/6 Mx=wx*Lx2/8 =296.27 lb =1,238 psi =35.042 in3 =11,088 in lb fb=M/S fby=Mcw/Sy fby=M,,,/Sy Mr=N'r*tvz/8 =299 psi =5,938 psi =65 psi =12,763 in lb f„=V/A f„y=V,w,/(2*b*t) fbx=Mw/Sx fbx=Mx/Sx =1,401 psi =721 psi =51 psi =9,781 psi f,=T/A fb,/Fbx+fox/F, fby/Fby toy=M/Sy =670.61 psi =.18<1.7,OK 0.00<1.0,OK =26,708 psi fb/Fb+f,/F,+ft/F, fb,Fby+f,y/F, fbx/Fbx fbx/Fbx =.19<1.7,OK =.27<1.7,OK 0.00<1.0,OK =.45<1.0,OK Isolator Check Channel Loading fbx/Fbx+fb/Fby Tao=T,*Lo Curb Perimeter,P =1.69<1.7,OK =592.53 lb =259.75 in V„o=F(p)/N*ax+ w=W(p)/P =1,238 lb =7.59 lb/in Taw=T,*Lc Mot.,=w*Lx2/8 =203.71 lb =1,508.03 in*Ib Vow=F(p)/N*ay+*2 fa=Mmax/Sx =631 lb =1,330 psi fa/F, =.04<1.0,OK Vibro Calcs 5 8/22/2011 Aaon B Cabinet Unit 111 thybar Tigard OR IIICORP ' ,ON SEISMIC/WINDLOAD RESTRAINT BRACKET n,yGal,; �� r;ynt the rfr3t t;r„e, veey trr,F INSTALLATION DETAILS FOR VIBROCURBS INSTALLATION INSTRUCTIONS: PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. -._. _ EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH .— LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. [MIT GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. +_11h1+, I E �v iti l I _:.1 \\ f EN / --- / F12,7 TI IJT ^^ 01 EGA 1,E- =---- NOTE: DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB AFTER SETTING UNIT. RESTRAINT DETAIL Aaon THYCURB MODEL RESTRAINT BRACKET QTY. A.'A-1ERIA_. -, ,tiLVAl 1-ZEL STEEL Ct'F if IY m-3 J. SEISMIC RESTRAINTS PER UNIT Aaon B Cabinet RN-009(920AHUO3) ACSWRANB0010RC-01 4 -IAC�UUfAI?E ld-i tt I0,:1 TL � f:E.b'i� r-'E.':'' RLSTP=>�iT SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE: 8/22/2018 testraint Bracket Detail . t hY ba r Ivl Structural Steel Mounting CORPO?_Ar ON III Thybar crakes ii right the first Gr;4e, '`A, t'" SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the equipment support. * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of the equipment support; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) AllBOLT WITH WASHER (}" DIAMETER MINIMUM) r L:1111vz, j ono NUT WITH WASHER ll°401.1 ill 1.111 -41 STRUCTURAL STEEL Figure 1-1 CENTERED ON )fi" 4 EACH BOLT HOLE V co Adlb 4i1141144111111411 AISTEEL STRUCTURAL Figure 1-2 Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Structural Installation.dwq PRINTED:3/26/14 ® t hyba r Concrete Slab Mounting Ili /.0/ ,, A,ON 111 Thybar makes it right true first tin every err.^e SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ANCHOR WITH NUT & WASHER (i" DIAMETER MINIMUM, liL A EMBEDMENT DEPTH AND ll EDGE DISTANCE AS REQUIRED __a BY FIELD CONDITIONS AND HARDWARE SELECTION.) pm CONCRETE a a •: ° d • . ° C d QQ 111 Figure 1-1 I • 4L11 • • ei 000 V . . d d C .. . . a . 4 0 (r.:1 ° ° °d a • ad .c' • •d }d d' d d ' d . a •d C d • 4 a . d d° a • • SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Concrete Installation.dwq PRINTPII•4/9R/1d ls thyba r Wood Beam Mounting 00000tAT,ON 111 Thybar makes ii right rhe first tame, VI B RO C U R B ON every tine WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) }"o ASTM A307 ALL—THREAD BOLT, LENGTH AS NECESSARY IN EACH CURB FLANGE CURB HOLE AT CURB BASE "II WOOD BEAM — SIZED BY OTHERS TO PROVIDE :! \` SUPPORT UNDERENTIRE LE CURB LENGTHHAND WIDTH. trA0 gip V �/ V ____...„. THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER ' THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. OWOOD BEAM SIZED BY OTHERS 761 - - i VC3 Wood Beam Mounting.dwg Print Date:6/12/2012 THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 www.thybar.com Member of VISCIA Seismic /130 MPH Wind Load Calculations for a Aaon A Cabinet RN-008 (920AHU04) on a Thybar Insulated VibroCurblll Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 22, 2018 $iv1'oCTuki .<..c 0 PR0s "(,L N,�F sfo '19695 'P itt •RECON '1tY 1,199 STFl/EN C.OP\ 8.23.18 RENEWAL DATE: 12.31.19 Digitally signed by Steven C Ball,SE Steven C Ball, SE DN..osi E=sball@johnmaes, n . O="John A Martin&Associates,Inc", CN=Steven Ball,SE" Date:2018.08.23 13:10:39-07'00' ZN a; This analysis considers the wind and seismic force t° calculations and anchorage of the curb to the structure only. Reviewed by: Qo The supporting structure shall be reviewed and approved by others. Hossain Ghaffari ta The curb design and unit anchorage to the curb is by Thybar. 08-23-2018 No installation shall take place until the anchorage and supporting JOHN A. MARTIN structure area roved bytheappropriate urisdiction. & ASSOCIATES, INC. pp1 Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/22/2018 Unit: Aaon A Cabinet RN-008 (920AHU04) Location: Tigard OR 97224 Curb: Insulated VibroCurblll Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 29 inch high Thybar Insulated VibroCurblll of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon A Cabinet RN-008 (920AHU04) unit in Tigard OR 97224 when manufactured with bulkheads installed 31 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated VibroCurblll using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated VibroCurblll must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 26 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 2014OSSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aaon Unit Model A Cabinet RN-008 (920AHU04) Length(in) 97.88 Equip Width(in) 79.00 Height(in) 44.0 Weight(Ib) 1,370 CG„,(in) 42.70 CG,,,(in) 28.50 Curb Type Insulated VibroCurbl I I Curb Length(in) 77.50 Curb Width(in) 39.25 Curb Height(in) 29.00 Minimum Pedestal Thickness(ga) 14 Bulkhead max OC spacing(in) 31 F,(psi) 31000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 I(in) 29.0 Curb - h/t 433 b/t 463 k, 4.0 110 1.0 F.(psi) 507 Snow Importance,I 1.2 Snow Load,pf(lb) 1,439 Curb Design Load,0.75`max(Wind, 2,236 .7'Seismic)+0.75S,(Ib)= 0.4•Fy=F,(psi) 12,000 0.61F,=F,(psi) 18,000 Wind Load(130mph)Fw(lb)= 929 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A qz= 27.26 GCr . 1.90 F,= 2,204 FE = 2,351 FE Mln= 441 Sos= 0.715 So,= 0.442 a,= 2.50 Ip= 1.50 Seismic R,= 2.00 z/h= 1.0 Ss(%ofg)= 96.10 S,(%of g)_ 41.90 Site Coefficient F,= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(Ib),F up= 195.94 ex(in) 6.2375 ey)in) 11 Curb Load ax+ 1.362 Distribution _ Factors ax 0.616 ay+ 0.639 ay- 0.361 C,,,,(Ib/in) 32.0 Curb Loads C,,,,(lb/in) 3.94 Shear Wall Factor a, 0.691 R Unit shear,v(lb/in) 39.383 S e Curb Long Unit Overtuming,Cu(Ib/in) 17.7 u a Dimension Unit Uplift,T(Ib) 324 p c Curb Overturning,Cc(lb/in) 174.6 p t o i Curb Corner Uplift,Tc(lb/in) 3.31 ✓ o Shear Wall Factor a, 0.639 t n Unit shear,v(lb/in) 18.446 s Curb Short Unit Overturning,Cu(Ibfin) 4.068 Dimension Unit Uplift,T(Ib) 814.698 Curb Overturning,Cc(lb/in) 41.415 Curb Corner Uplift,Tc(Ib/in) 20.757 • Max Shear(lb/in) 29.5 Shear f,(psi) 441 fiFy <1.0,OK Curb Verification 0.04 Max Axial Reaction(lb/in) 32.0 Axial f,(psi) 478 f,/F, 0.94 <1.0,OK Load Calcs 2 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/IBC2012 Unit Model A Cabinet RN-008(920AHU04) Curb Type Insulated VibroCurblll Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fy=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMax(lb) 16,587 Bracket Capacity 'Allowable Load(Ib) j 3,0561 Bracket Verification Horizontal Design Load(Ib) 2,236 2,236 Curb Length/Width(in) 77.50 39.25 Shear Wall Factor 0.69 0.64 Design Shear(Ib) 1,546 1,430 Unit Design Uplift,Tc(lb) 323.71 814.70 Unit Uplift,Tc(Ib) 224 521 R=(V2+122)"2 1,562 1,521 #per side 0.51 0.50 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/ IBC2012 Unit Model A Cabinet RN-008 (920AHU04) Curb Type Insulated VibroCurblll Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 2236.39 2236.39 Length (in) 77.50 39.25 Shear(Ib) 1,546 1,430 Unit Uplift, Tc(Ib) 224 521 R= (V2 +T22)112 1,562 1,521 Length Width Base Attachment Stresses-fa 1,060 1,652 (psi) Base Safety Factor 2 2 fa/Fa 0.18 0.28 Base Attachment Minimum 16 10 Quantity Minimum Base Attachments- 26 Perimeter Distributed Base Attachment Holes 4 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Support Reactions Unit:A Cabinet RN-008(920AHU04) Gravity Load Isolators C9mam=W(P)*ax+*ay+/L, Cg W(P) F(p) N(ns) N L1(in) H1 =15.6 lb/in X Y 1,370 2,236 4 4 77.50 44.00 C9mi„=W(P)*a,-*ay.JL, 42.70 28.50 =3.9 lb/in Seismic North-South F(p) Lc h, L2 B2 Unit Overturning C„.F(p)*H,/2*a„+/L2/B2 2236.39 41 8/16 7.25 77.5 39.25 =22.4 lb/in ax+ I ax- I ay+ I ay- 1.382 0.617624521 0.639 0.361 Unit Uplift Tu=max(0,C,;W(p)*a,+*ay/L2) =13.5 lb/in Seismic East-West hi:Isolator Height(in) L„(in)=Max Isolator spacing Unit Overturning Cu=F(p)*H,/2*ay+/L2/B2 29 41.50 Calculation Summary =10.3 lb/in Ly(in)=Channel Max Lateral Support Spacing OK Unit Uplift Tu=max(0,C,;W(p)*ay+*ay/L2) 41.50 =3.4 lb/in Curb Verification Transverse Load on Structural Channel Stabilizer Bolt Vertical Channels Isolator Stresses Channel Height Bolts per isolator,n channels per isolator,n Isolator height:h =6 in =2 =2 71/4 in Channel Type Eccentricity Allowance(e): M„s=Vas*h,/n Isolator width:W F,bin.)aqa 0.02 in =2,802 in lb =4.0 in Vb=max(V„,,Va,,,)/n Me1.,=Ve,,,*hi In Isolator length:L w„(lb/in)=C9+Cu(ns) =386 lb =1,585 in lb =10.0 in =38. lb/in M=Vb*e fb,=MniS, Isolator Sx BL*tb2/6 wy(lb/in)=F(p)*IN(ns)/N]/2/L1*(a,+) =8 in lb =1,269 psi =87.6 in3 =19.94539 lb/in Tb=max(Tne,Taw)/n 1,„=V„„/(d1) Isolator Sy Bw*tb2/6 M,=w,*L,2/8 =280.99 lb =773 psi =35.042 in3 =8,177 in lb fb=M/S fby=Me„/Sy fby=MeuJSy My=wy*Ly2/8 =187 psi =4,118 psi =45 psi =4,294 in lb f„=V/A fy,=Ve11,/(2*b*t) fb,=Mna/S, fb,=M,/S, =875 psi =500 psi =32 psi =7,213 psi f,=T/A fb/Fb,+f,„/F„ fby/Fby fby=My/Sy =636.03 psi =.11 <1.7,OK 0.00<1.0,OK =8,986 psi fb/Fb+f,/F,+f,/F, fb JFby+fy/F„ fb/Fb, fb/Fb, =.13<1.7,OK =.19<1.7,OK 0.00<1.0,OK =.33<1.0,OK Isolator Check Channel Loading fb,/Fb,+fby/Fby T„a=Tu*Le Curb Perimeter,P =.75<1.7,OK =561.98 lb =233.50 in V„,=F(p)/N*a,+ w=W(p)/P =773 lb =5.87 lb/in Tew=T„*Lc Mme,=w*L,2/8 =139.39 lb =1,263.34 in*lb Vow=F(p)/N*ay+*2 fa=M,„,„/S„ =437 lb =1,114 psi fu/F, =.03<1.0,OK Vibro Calcs 5 8/22/2011 I Aaon A Cabinet Unit II t hybar Tigard OR III CORPORA OIOI HON SEISMIC/WINDLOAD RESTRAINT BRACKET Thybat rodkes it e right the est rine, every re INSTALLATION DETAILS FOR VIBROCURBS ; INSTALLATION INSTRUCTIONS: PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. __ EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. {; UNIT SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. ! / I #I I„ ( I TO _ 'LA, NI .. . �. it IF I< `I FP: / / L1r_t,iLj.i. �-� 1=1.. CRA I:_ NOTE: DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB AFTER SETTING UNIT. RESTRAINT DETAIL Aaon THYCURBMODEL RESTRAINT BRACKET QTY. [JAlf=F'IAL. 44`,'-',1:IZ EC ;TG L1GI1,4 PTV'. !:)Ii SEISMIC RESTRAINTS PER UNIT Aaon A Cabinet RN-OW(920AHU04) ACSWRANB0009RC-01 4 rI L1 r-�,/`/Ah-'E Iii IT I -'II TSI" =1--�EA,' I'E`" fit_-T r=,[�l T. SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE 8/22/2018 testraint Bracket Detail la t hyba rlvl • Structural Steel Mounting CO 'ocAl CThi III Thybat makes it right the first time, eve,/tit,e SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the equipment support. * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of the equipment support; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) BOLT WITH WASHER (}" DIAMETER MINIMUM) illr Lumer, jme NUT WITH WASHER iL STRUCTURAL III MilV STEEL Figure 1-1 CENTERED ON XI" 4 EACH BOLT HOLE V A I b 4 4 I I I I I I I iiii I 411111 '11 4 1 1 I I illi 11.111.•I" STRUCTURAL STEEL Figure 1-2 Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Structural Installation.dwg PRINTED:3/26/14 ® t hyba r Concrete Slab Mounting CORPONNAiION N Thybar makes it right me f/st t//me, 1,0y time SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. 4111 ANCHOR NT & G" DIAMETER MINIMUUM,WASHER EMBEDMENT DEPTH AND EDGE DISTANCE AS REQUIRED BY FIELD CONDITIONS AND HARDWARE SELECTION.) 1111111 111 CONCRETE ° • * . ° d . as . ° . 111 Q Q • Figure 1-1 . • m a a a .. . • $•' • • a • a a a . a • a e a a a • 4 4. , v . a • SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Concrete Installation.dwq PRIMTFfl•4/7A/14. ., m t hy ba r Wood Beam Mounting coizi'oitA, ON ■ Thyba„N,ekeslcright the fit sttime, VIBROCURB ON .very tire WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 2” diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) "0 ASTM A307 ALL-THREAD BOLT, LENGTH AS NECESSARY IN EACH CURBA HOLE AT CURB CURB BASE Hie WOOD BEAM - SIZED V C BY OTHERS TO PROVIDE /�'/2 r yLE SUPPORTUNDERENTIRE �� i1j CURB LENGTH AND WIDTH. V0V \ 11114V / ' V V V V V �N THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. 1 i,, WOOD BEAM 400110:00 SIZED BY OTHERS VC3 Wood Beam Mounting.dwg Print Date:6/12/2012 THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 www.thybar.com Member of VISCIA Seismic /130 MPH Wind Load Calculations for a Aaon RQ Cabinet RQ-006 (920AHU05) on a Thybar Insulated VibroCurblll Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 22, 2018 0,..UCTLij1 4v0 PROF�Ss� (4,x-GN IF9 '14 19695 M REGON 4101Y1,199% SrFVEN C•SP'\ 8.23.18 RENEWAL DATE: 12.31.19 Digits*signed by Steven C Ball,SE ON:C=US, SE E-sball@johnmartin.com,O�"John Steven C Ball, $E A Martin&Associates,Inc", CN-,`Steven C Ball,SE" Date:2018.08.23 13:10:52.07'00' Z N RThis analysis considers the wind and seismic force Reviewed by: calculations and anchorage of the curb to the structure only. Hossain Ghaffari cr o The supporting structure shall be reviewed and approved by others. co The curb design and unit anchorage to the curb is by Thybar. 08-23-2018 No installation shall take place until the anchorage and supporting JOHN A. & ASSOCIAT S. I structure are approved by the appropriate jurisdiction. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/22/2018 Unit: Aaon RQ Cabinet RQ-006 (920AHU05) Location: Tigard OR 97224 Curb: Insulated VibroCurblll Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 29 inch high Thybar Insulated VibroCurblll of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon RQ Cabinet RQ-006 (920AHU05) unit in Tigard OR 97224 when manufactured with bulkheads under each isolator and installed according to the attached drawings. The unit must be attached to the Thybar Insulated VibroCurbill using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated VibroCurblll must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 18 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 2014OSSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aeon Unit Model RQ Cabinet RO-006 (920AHU05) Length(in) 100.13 Equip Width(in) 44.25 Height(in) 50.5 Weight(lb) 1,007 CO,,(in) 44.00 CG,.,(in) 19.60 Curb Type Insulated VibroCurblll Curb Length(in) 77.50 Curb Width(in) 39.25 Curb Height(in) 29.00 Minimum Pedestal Thickness(ga) 14 Bulkhead max OC spacing(in) 42 F..(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 Curb I(in) 29.0 hit 433 b/t 627 k, 4.0 k, 1.0 F.(psi) 276 Snow Importance,I 1.2 Snow Load,pf(lb) 824 Curb Design Load,0.75'max(Wind, 1 469 .7'Seismic)+0.755,(Ib)= 0.4*F„=F„(psi) 12,000 0.6"F,=F,(psi) 18,000 Wind Load(130mph)Fw(Ib)= 1,091 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A qz= 27.26 GCr 1.90 FE= 1,620 FE Ma.= 1,728 Fmk,= 324 SDs= 0.715 SDI= 0.442 ap= 2.50 Ip= 1.50 Seismic Rr= 2.00 z/h= 1.0 Ss(%ofg)= 96.10 Si(%of g)= 41.90 Site Coefficient F.= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(Ib),F up= 143.99 ex(in) 6.0625 ey(in) 2.525 Curb Load ax+ Distribution 1.363 Factors ax- 0.637 ay+ 0.557 ay- 0.443 C,,,,(lb/in) 17.9 Curb Loads (lb/in) 3.66 Shear Wall Factor a, 0.682 R Unit shear,v(lb/in) 25.508 S e Curb Lona Unit Overturning,Cu(lb/in) 12.9 u a Dimension Unit Uplift,T(Ib) 624 p c Curb Overturning,Cc(Ib/in) 113.1 p t o i Curb Corner Uplift,Tc(lb/in) 6.23 ▪ o Shear Wall Factor as 0.557 t n Unit shear,v(lb/in) 10.557 s Curb Short Unit Overturning,Cu(Ib/in) 4.663 Dimension Unit Uplift,T(Ib) 528.454 Curb Overturning,Cc(lb/in) 23.703 Curb Corner Uplift,Tc(lb/in) 13.464 Max Shear(lb/in) 19.1 Shear 1,(psi) P88 0.02 <1.0,OK Curb Verification Max Axial Reaction(Ib/in) 17.9 Axial f,(psi) 268 1,/F, 0.97 <1.0,OK Load Calcs 2 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/IBC2012 Unit Model RQ Cabinet RQ-006(920AHU05) Curb Type Insulated VibroCurblll Bracket Dimensions Length (in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4"Fy(psi) 12,000 TMaX(Ib) 16,587 Bracket Capacity Allowable Load(lb) 3,056 Bracket Verification Horizontal Design Load (Ib) 1,469 1,469 Curb Length/Width(in) 77.50 39.25 Shear Wall Factor 0.68 0.56 Design Shear(Ib) 1,001 818 Unit Design Uplift,Tc(Ib) 623.50 528.45 Unit Uplift,Tc(Ib) 425 294 R=(V2+122)1/2 1,088 870 #per side 0.36 0.28 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/IBC2012 Unit Model RQ Cabinet RQ-006 (920AHU05) Curb Type Insulated VibroCurblll Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per 1 attachment Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 1468.78 1468.78 Length (in) 77.50 39.25 Shear(lb) 1,001 818 Unit Uplift, Tc(Ib) 425 294 R= (V2 +122)1/2 1,088 870 Length Width Base Attachment Stresses -fa 984 1,573 (psi) Base Safety Factor 2 2 fa/Fa 0.16 0.26 Base Attachment Minimum 12 6 Quantity Minimum Base Attachments- 18 Perimeter Distributed Base Attachment Holes 4 Thybar Corporation 8/22/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Support Reactions Unit: RQ Cabinet RQ-006(920AHU05) Gravity Load Isolators C9„,ax=W(p)*ax+*ay+/L, Cg W(p) F(p) N(ns) N L1(in) H1 =9.9 lb/in X Y 1,007 1,469 4 4 77.50 50.50 Co,.=W(p)*ax_*ayJL1 44.00 19.60 =3.7 lb/in Seismic North-South F(p) Le h1 L2 B2 Unit Overturning Cu=F(p)*Hi/2*ax+/L2/B2 1468.78 41 8/16 7.25 77.5 39.25 =16.6 lb/in I ax+ I ax- I ay+ I ay- I 1.363 0.63670412 0.557 0.443 Unit Uplift Tu=max(0,C,;W(p)*ax+*ay-/L2) =8.8 lb/in Seismic East-West hi:Isolator Height(in) Lx(in)=Max Isolator spacing Unit Overturning C„=F(p)*Hi/2*ay+/L2/B2 29 41.50 Calculation Summary =6.8 lb/in Ly(in)=Channel Max Lateral Support Spacing OK Unit Uplift Tu=max(0,C,;W(p)*ay+*ax-/L2) 41.50 =2.2 lb/in Curb Verification Transverse Load on Structural Channel Stabilizer Bolt Vertical Channels Isolator Stresses Channel Height Bolts per isolator,n channels per isolator,n Isolator height:h =6 in =2 =2 71/4 in Channel Type Eccentricity Allowance(e): M.=Y..*hi/n Isolator width:W F,6in.saga 0.02 in =1,815 in lb =4.0 in Vb=max(V0,,Vew)/n Me„,=Vey,*h1/n Isolator length:L wx(lb/in)=Ce+Cu(ns) =250 lb =1,195 in lb =10.0 in =26.5 lb/in M=Vb*e fbx=M„x/Sx Isolator Sx BL*tb2/6 wy(lb/in)=F(p)*[N(ns)/N]/2/L1*(ax+) =5 in lb =822 psi =87.6 in3 =12.9186 lb/in Tb=max(T,,,,Te,„)/n f„x=V„,/(d*t) Isolator S,Bw*tb2/6 Mx=wx*Lx2/8 =182.09 lb =501 psi =35.042 in3 =5,703 in lb fb=M/S fby=McM/Sy fby=Me„/Sy My=wy*Ly2/8 =121 psi =3,103 psi =34 psi =2,781 in lb f„=V/A fy,=Ve„,/(2*b*t) fbx=M../Sx fbx=MA. =567 psi =377 psi =21 psi =5,030 psi ft=T/A fbx/Fbx+f„x/F„ fb)Fby fby=My/Sy =412.17 psi =.07<1.7,OK 0.00<1.0,OK =5,820 psi fb/Fb+f,/F„+ft/Ft fby/Fby+fh/F„ fbx/Fbx fbx/Fbx =.08<1.7,OK =.14<1.7,OK 0.00<1.0,OK =.23<1.0,OK Isolator Check Channel Loading fbx/Fbx+fby/Fby T,,,=T„*Lc Curb Perimeter,P =.50<1.7,OK =364.19 lb =233.50 in V„x=F(p)/N*ax+ w=W(p)/P =501 lb =4.31 lb/in Tow=T„*L0 M„,ax=w*Lx2/8 =90.61 lb =928.38 in*Ib yew=F(p)/N*ay+*2 e=M„,ax/Sx =330 lb =819 psi fx/Fa =.02<1.0,OK Vibro Calcs 5 8/22/2011 Mon RQ Cabinet Unit 111 t hybar Tigard OR ■ CORP ONAI,ON SEISMIC/WINDLOAD RESTRAINT BRACKET ThyU,,makes It right the fh zt time e. eves}•tunINSTALLATION DETAILS FOR VIBROCURBS INSTALLATION INSTRUCTIONS: PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. --- �...... EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH .- "� LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. III` GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. I 711:1 - - I✓ I; 0 tl F[ i i ? 1 TLI _;:i LV'1' i i II 1/-I' crFrP, I ! I _- :I eL T ;Hi (PACK:ET r---1 NOTE: _,. _ _ DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB AFTER SETTING UNIT. RESTRAINT DETAIL THYCURB MODEL RESTRAINT BRACKET QTY. „ Aaon MATERIAL yL.44 iiZED ATE L P I.I F I 4-i d Olv SEISMIC RESTRAINTS PER UNIT HA:. 41/`,PE ( 14 n IG I" TEI �_:FE v' i E . PE3TPL.If IT Aaon RQ Cabinet RQ-006(920AHU05) ACSWRANB0009RC-01 4 SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE 8/22/2018 testraint Bracket Detail ■ thybar Structural Steel Mounting CONPPO,jai rON 1117hy6ar makes h right the fist time, ev 1yti" SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the equipment support. * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of the equipment support; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) Al BOLT WITH WASHER 110 (" DIAMETER MINIMUM) i %�� NUT WITH WASHER iL STRUCTURAL itSTEEL Figure 1-1 CENTERED ON lb" 4 EACH BOLT HOLE V 41111111) 1 iniv dr A Mill r STEEL STRUCTURAL I 4 I I I I I I I I I I I 11 1114"4111117') Figure 1-2 Consult Local Building Codes Sc FEMA Manual. 412/December 2002 VC3 Structural Installation.dw,q PRINTED:3/26/14 0 thybar Concrete Slab Mounting CORPONA I:0 1 ■ Thybar makes it right the first time, every time SEISMIC / WIND LOAD VC3 CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate Sc be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. L 411 ANCHOR WITH NUT & WASHER (i" DIAMETER MINIMUM, _______,.., . ...„.......... EMBEDMENT DEPTH AND EDGE DISTANCE AS REQUIRED BY FIELD CONDITIONS AND HARDWARE SELECTION.) lin CONCRETE • a ; a ° a d ° •• • •A, a.. • a . Figure 1-1 °:I 4 ILl I"I°...I . . . • • .. IZ) OO I°. . 4 4 ' . ••• d • O O O d O d • . . d• . O A . A . • • SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 VC3 Concrete Installation.dwq PRINTER•3/9RH4. ig t hyba r Wood Beam Mounting ill COPIORA Or! Thybar makes i(right the first time, V I B RO C U RB ON every Or,e WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) "0 ASTM A307 ALL-THREAD BOLT, LENGTH AS NECESSARY IN EACH CURB FLANGE CURB )OLE AT CURB BASE 1111WOOD BEAM - SIZED BY OTHERS TO PROVIDE �� .1,-..- SUPPORT UNDER ENTIRE CURB LENGTH AND WIDTH.H. V ...V V� ‘ 1.144 11 P i � THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER I THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. 4,11L WOOD BEAM II SIZED BY OTHERS 141% VC3 Wood Beam Mounting.dwg Print Date:6/12/2012 THYBAR CORPORATION III 913 S. Kay Avenue Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 III www.thybar.com Member of VISCIA Seismic /130 MPH Wind Load Calculations for a Aaon B Cabinet RN-009 (920AHU06) on a Thybar Insulated TC-3 Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 17, 2018 ,3jCTUr,9 � OPROFS. S c,4�ca GIN ,4S/o2 �' 19695 9 9r •REGON '6141,1,190' sftVEN C.8th-- 8.23.18 [RENEWAL DATE: 12.31.19 Digitally signed by Steven C Ball,SE �+C.DN:C=US,E=sball@johnmartin.com, Steven C Ball, S E O.John A Martin&Associates,Inc", CN=Steven C Ball,SE" Date:2018.08.23 13:11:05-07'00' 2 co m This analysis considers the wind and seismic force I— t2 calculations and anchorage of the curb to the structure only. Reviewed by: Q0 The supporting structure shall be reviewed and approved by others. Hossain Ghaffari io The curb design and unit anchorage to the curb is by Thybar. 08-21-2018 No installation shall take place until the anchorage and supporting JOHN H N A.A SR NC. IN structure are approved by the appropriate jurisdiction. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/17/2018 Unit: Aaon B Cabinet RN-009 (920AHU06) Location: Tigard OR 97224 Curb: Insulated TC-3 Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 19 inch high Thybar Insulated TC-3 of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon B Cabinet RN-009 (920AHU06) unit in Tigard OR 97224 when manufactured with stiffeners installed 25 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated TC-3 using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated TC-3 must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 8 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 2014OSSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aeon Unit Model B Cabinet RN-009 (920AHU06) Length(in) 110.63 Equip Width(in) 95.75 Height(in) 50.1 Weight(Ib) 1,997 CG,,(in) 44.90 CGr,(in) 3$.90 Curb Type Insulated TC-3 Curb Length(in) 75.88 Curb Width(in) 54.00 Curb Height(in) 19.00 Minimum Thickness(ga) 14 Stiffener max OC spacing(in) 25 F,(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 I(in) 19.0 Curb h/t 284 b/t 373 kp 4.0 kn 1.0 F.(psi) 779 Snow Importance,I 1.2 Snow Load,pf(lb) 1,971 Curb Design Load,0.75`max(Wind, .7"Seismic)+0.75S,(lb)= 2376 0.4•Fr=F,(psi) 12,000 0.6•F5=Fr(psi) 18,000 Wind Load(130mph)Fw(Ib)= 1,197 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor lw= N/A qz= 27.26 GCr 1.90 FE= 643 FE u = 3,427 FE nun= 643 SDs= 0.715 Sm= 0.442 ao= 1.00 a= 1.50 Seismic Rp= 6.00 z/h= 1.0 Ss(%ofg)= 96.10 S,(%ofg)= 41.90 Site Coefficient F.= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(lb),F up= 285.58 ex(in) 10.4125 ey(in) 11.975 Curb Load ax., 1.565 Distribution Factors ax 0.435 ay+ 0.625 ay- 0.375 C,,,,,(Ib/in) 51.2 Curb Loads (Ib/in) 4.30 Shear Wall Factor a, 0.782 R Unit shear,v(lb/in) 34.420 S e Unit Overturning,Cu Curb Long 9, (lb/in ) 15.6 u a Dimension Unit Uplift,T(Ib) 874 p c p t Curb Overturning,Cc(lb/in) 72.7 o i Curb Corner Uplift,Tc(lb/in) 6.09 ✓ o Shear Wall Factor a, 0.625 t n Unit shear,v(lb/in) 19.571 s Curb Short Unit Overturning,Cu(lb/in) 3.514 Dimension Unit Uplift,T(Ib) 340.596 Curb Overturning,Cc(lb/in) 29.405 Curb Corner Uplift,Tc(lb/in) 6.307 Max Shear(lb/in) 25.8 Shear f,(psi) 385 Curb Verification fes" 0.03 <1.0,OK Max Axial Reaction(lb/in) 51.2 Axial f,(psi) 763 f,/F, 0.98 <1.0,OK Load Calcs 2 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/IBC2012 Unit Model B Cabinet RN-009(920AHU06) Curb Type Insulated TC-3 Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMax(Ib) 16,587 Bracket Capacity knowable Load(Ib) 3,0561 Bracket Verification Horizontal Design Load(Ib) 2,376 2,376 Curb Length/Width(in) 75.88 54.00 Shear Wall Factor 0.78 0.63 Design Shear(Ib) 1,859 1,485 Unit Design Uplift,Tc(Ib) 673.96 340.60 Unit Uplift,Tc(lb) 527 213 R=(V2+122)1/2 1,932 1,500 #per side 0.63 0.49 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/ IBC2012 Unit Model B Cabinet RN-009 (920AHU06) Curb Type Insulated TC-3 Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per 1 attachment Min. Material thickness(ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 2375.68 2375.68 Length (in) 75.88 54.00 Shear(lb) 1,859 1,485 Unit Uplift, Tc(Ib) 527 213 R= (V2 +T22)112 1,932 1,500 Length Width Base Attachment Stresses -fa (psi) 5,243 4,071 Base Safety Factor 2 2 fa/Fa 0.87 0.68 Base Attachment Minimum 4 4 Quantity Minimum Base Attachments - 8 Perimeter Distributed Base Attachment Holes 4 8/17/2011 1111 Aaon B Cabinet Unit t hybar Tigard OR . CORro ON SEISMIC/WINDLOAD RESTRAINT BRACKET T31yba„ ,iakesitright,hefnstt,n,e, INSTALLATION DETAILS FOR INSULATED CURBS INSTALLATION INSTRUCTIONS: --- _._ PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. '. EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. ,tt...t llt'= SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. t1 r� ;1 f J � iyy ,1 I \ . I l> I I '1 NOTE: L DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. RESTRAINT DETAIL Aaon THYCURB MODEL RESTRAINT BRACKET QTY. MATERIAL �_,_ TAL/AN 'ED STEEL t_O{I TF!It..TIC:N SEISMIC RESTRAINTS PER UNIT HA _,WAR: 1 7) fj 10.1” i EI ,F ES^`_ PEF RE 'PAH! Aaon B Cabinet RN-009(920AHU06) ACSWRANBOO1ORC-01 4 1') # "� T { I-F_WS REF RE`,,TF:AP ANT SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE: 8/17/2018 testraint Bracket Detail thybar Structural Steel Mounting COR'C)R.A i t 1111Thybar makes a right the hist time, evary tine SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The curbs should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the curb. * Bolts should be ASTM A307 grade min strength, with nuts and washers. * Bolts should be placed in every hole provided in the base plate of the curb; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) CO) OLT WITH WASHER :!r0'.rWOOD NAILER �;•7r:::�•:.1 (LENGTH TO BE DETERMINED IN FIELD) CURB ;:�r.iVil ittri�:r��!r�� N� VISCMA APPROVED i". r%:*L SEISMIC/WINDLOAD i �/ , j// RATED OF VARIOUS HEIGHTS MI STRUCTURAL / STEEL NUT WITH WASHER W Figure 1-1 No CENTERED ON A" L ire EACH EACH BOLT HOLE v Ovr��. CURB IP; , , .rr��rl��!i•0: rr��ri•�r0: STRUCTURAL STEEL Nill O Figure 1-2 . Consult Local Building Codes & FEMA Manual. 412/December 2002 PRINTED:11/12/15 111 thybar Concrete Slab Mounting wRwrearON II Thybat makes it right rite hat ume, SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ...4:0:S' ANCHOR WITH NUT 8c WASHER ��Al i'��'�, (4" DIAMETER MINIMUM, :./.&:�♦`��r TH AND EDGEEMBEDDISTANCEMENT PAS REQUIRED '��i Oji�, BY FIELD CONDITIONS AND !r%0 ri HARDWARE SELECTION.) . - • • • • a ; • ° CONCRETE •. •• . THYBAR CURB SECTION a a • • • ad . . a • a da . a Q' • a Figure 1-1 70. a \ . a •;4 d ad . a A. , . • ad .a • a a d �d a a . a• • a • a Q . . A a • • • Consult Local Building Codes & FEMA Manual. 412/December 2002 TC3 Concrete Installation.dwg PRINTPfI•11/17/1 ti ® t hyba r1III Wood Beam Mounting '''Y"a'.,,axe5"'`g'"' e"' me, INSULATED ROOF CURB ON WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) 1 0 • :`Z * ASTM A307 ALL-THREAD BOLT, LENGTH AS NECESSARY IN EACH CURB FLANGE CURB4,,,,,,:re:,:,,..;.,;,,,:::,,, /S �.%�. HOLE AT CURB BASE tit::?e,:,.t,:.: WOOD BEAM - SIZED ' `"' ► BY OTHERS TO PROVIDE 70.1SUPPORT UNDER ENTIRE — �p� CURB LENGTH AND WIDTH. V `w V�� V� V� \ V� n V� ' V� V� V� �V� THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER TFIYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. WOOD BEAM SIZED BY OTHERS r k Dl • ►` i TC3 Wood Beam Mounting.dwg Print Date:11/12/2015 THYBAR CORPORATION 913 S. Kay Avenue 111 Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 www.thybar.com Member of VISCIA Seismic /130 MPH Wind Load Calculations for a Aaon B Cabinet RN-011 (920AHU07) on a Thybar Insulated TC-3 Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 17, 2018 PROF S l (5? 19695 9r- Jr Rik •REGON 4 4V1,l9' s'?FEN C.V.\' 8.23.18 RENEWAL DATE: 12.31.19 Digitally signed bya Steven C Bail,SE Steven C Ball, SE DN JoIin A E=shall Associ aes,In m, Oa"JChn A Martin&Associates,Inc", CN="Steven C Ball,SE" Date:2018.08.23 13:11:18-07'00' Z w 2; This analysis considers the wind and seismic force Reviewed b F- calculations and anchorage of the curb to the structure only. y' QN The supporting structure shall be reviewed and approved by others. Hossain Ghaffari m The curb design and unit anchorage to the curb is by Thybar. 08-21-2018 No installation shall take place until the anchorage and supporting JOHN A. MARTIN structure are approved by the appropriate jurisdiction. & ASSOCIATES, INC. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/17/2018 Unit: Aaon B Cabinet RN-011 (920AHU07) Location: Tigard OR 97224 Curb: Insulated TC-3 Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. An 18 inch high Thybar Insulated TC-3 of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon B Cabinet RN-011 (920AHU07) unit in Tigard OR 97224 when manufactured with stiffeners installed 25 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated TC-3 using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated TC-3 must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 8 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 2014OSSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aeon Unit Model B Cabinet RN-011 (920AHU07) Length(in) 110.63 Equip Width(in) 95.75 Height(in) 50.1 Weight(Ib) 2,007 CG,,(in) 44.80 CG,,,(in) 35.80 Curb Type Insulated TC-3 Curb Length(in) 75.88 Curb Width(in) 54.00 Curb Height(in) 18.00 Minimum Thickness(ga) 14 Stiffener max OC spacing(in) 25 F,(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 I(in) 18.0 Curb h/t 269 b/t 373 k, 4.0 kn 1.0 F.(psi) 779 Snow Importance,I 1.2 Snow Load,pf(lb) 1,971 Curb Design Load,0.75`max(Wind, 2,376 .7`Seismic)+0.755,(Ib)= 0.4°F,=F,(psi) 12,000 0.6`Fy=F,(psi) 18,000 Wind Load(130mph)Fw(lb)= 1,197 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A qz= 27.26 GCr 1.90 Fr= 646 FE Max= 3,443 FE Min= 646 Sss= 0.715 Sm= 0.442 as= 1.00 I,= 1.50 Seismic Rv= 6.00 z/h= 1.0 Ss(%ofg)= 96.10 Sr(%of g)= 41.90 Site Coefficient F,= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(Ib),F up= 286.93 ex(in) 10.5125 ey(in) 12.075 Curb Load ax* Distribution 1.570 Factors ax- 0.430 ay+ 0.626 ay- 0.374 (lb/in) 51.5 Curb Loads C,,(lb/in) 4.25 Shear Wall Factor a, 0.785 R Unit shear,v(lb/in) 34.539 S e Curb Long Unit Overturning,Cu(Ib/n) 15.6 u a Dimension Unit Uplift,T(Ib) 671 p c p t Curb Overturning,Cc(lb/in) 69.1 o i Curb Corner Uplift,Tc(lb/in) 6.06 r o Shear Wall Factor a, 0.626 t n Unit shear,v(lb/in) 19.604 s Curb Short Unit Overturning,Cu(lb/in) 3.519 Dimension Unit Uplift,T(Ib) 307.013 Curb Overturning,Cc(lb/in) 27.904 Curb Corner Uplift,Tc(lb/in) 5.685 Max Shear(lb/in) 25.9 Shear f,(psi) 387 Curb Verification f,/F, 0.03 <1.0,OK Max Axial Reaction(lb/in) 51.5 Axial f,(psi) 769 f,/F, 0.99 <1.0,OK Load Calcs 2 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/IBC2012 Unit Model B Cabinet RN-011 (920AHU07) Curb Type Insulated TC-3 Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(lb) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMaX(Ib) 16,587 Bracket Capacity Allowable Load (Ib) 3,056 Bracket Verification Horizontal Design Load(lb) 2,376 2,376 Curb Length/Width(in) 75.88 54.00 Shear Wall Factor 0.79 0.63 Design Shear(Ib) 1,865 1,487 Unit Design Uplift,Tc(lb) 670.63 307.01 Unit Uplift,Ta(Ib) 526 192 R=(V2+T22)112 1,938 1,500 #per side 0.63 0.49 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/ IBC2012 Unit Model B Cabinet RN-011 (920AHU07) Curb Type Insulated TC-3 Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per 1 attachment Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 2375.68 2375.68 Length (in) 75.88 54.00 Shear(Ib) 1,865 1,487 Unit Uplift, Tc(Ib) 526 192 R= (V2 +T22)112 1,938 1,500 Length Width Base Attachment Stresses-fa 5,259 4,070 (psi) Base Safety Factor 2 2 fa/Fa 0.88 0.68 Base Attachment Minimum 4 4 Quantity Minimum Base Attachments- 8 Perimeter Distributed Base Attachment Holes 4 8/17/2011 I Aaon B Cabinet Unit 1111 thybar Tigard OR IIICO1�I° '' N SEISMIC/WINDLOAD RESTRAINT BRACKET T,''-aa rakes:/right the hot Dre every rime INSTALLATION DETAILS FOR INSULATED CURBS INSTALLATION INSTRUCTIONS: — _____ PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. - EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. I:AEr:LTlfd,.' SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. PD 1.-- 1 5 I� 'i / / / f NOTE: - 1 DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. RESTRAINT DETAIL THYCURBMODEL RESTRAINT BRACKET QTY. `/`-TEaIAL �{ / A -.AL`,<A('aZED „'•TEFL ,:'rJI:`RUC-TI��Pd. SOD SEISMIC RESTRAINTS PER UNIT Hr- /WARE f 7j #I i; I" 'E I �l�R W`, F'Lk �'E1,fRAI°1i Aaon B Cabinet RN-011(920AHU07) ACSWRANB0010RC-01 4 (,7) # ,/ 2 1 E f' HER V,I2 PER RE'_11,41,,IT SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE 8/17/2018 testraint Bracket Detail in thybar Structural Steel Mounting Thybar makes;t right the first t r,e, evey t;r,e SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The curbs should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the curb. * Bolts should be ASTM A307 grade min strength, with nuts and washers. * Bolts should be placed in every hole provided in the base plate of the curb; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1 -2) i::4_':W) i" MIN 0 BOLT WITH WASHER �•��'iWi WOOD NAILER �;r�i:: Q (LENGTH TO BE DETERMINED IN FIELD) iiiAAM CURB g i:: ::`�•:::Q 41 iiiii��!i��00 � VISCMA APPROVED s%'��%�*, nSEISMIC/WINDLOAD �ZA Z RATED OF VARIOUS HEIGHTS OM STRUCTURAL 0 STEEL NUT WITH WASHER ; Figure 1-1 y lio CENTERED ON 1r k 1r ' EACH BOLT HOLE CURB ''`' ' ;b`!i bt: IktitiO STRUCTURAL STEEL NI Figure 1-2 . Consult Local Building Codes & FEMA Manual. 412/December 2002 PRINTED:11/12/15 . thybar Concrete Slab Mounting IIIThytmi makes ii right the&,-t time. SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ,•:f\s4) �.; ,AI ANCHOR WITH NUT & WASHER ,��i/��i�� (i" DIAMETER MINIMUM, `i'��iii��/; EMBEDMENT DEPTH AND •Z:::,'!, EDGE DISTANCE AS REQUIRED i��00..00 BY FIELD CONDITIONS AND ;.!ekiV:,i HARDWARE SELECTION.) v � � Ing%kii� � '"-- • ° CONCRETE ° ° d THYBAR CURB SECTION • • • • d° • ° • Q• Q d 4/.// ° • • Figure 1-1 k a. a • 0,\ d V ® 41d d da :a • o G d Q • d C • . . • Q Q • o ' a • • Consult Local Building Codes & FEMA Manual. 412/December 2002 TC3 Concrete Installation.dwg PRINTPl•11/19/1g lim t hyba r Wood Beam Mounting C OI 2r rybar aka,a right e fin 1111 Amthe a, <,,.t,r:.r INSULATED ROOF CURB ON WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 3" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. z:<v- \S;\'S;j��y; INSTALL (1) }"0 ;<\Z>'�: , ASTM A307 ALL-THREAD BOLT, 'S;''�` '�?, LENGTH AS NECESSARY ``''"''^" IN EACH CURB FLANGE CURB yt �1 5,.%.% HOLE AT CURB BASE ''` ",O1 a, ° WOOD BEAM - SIZED 1,,,,.....,z. __ 1 BY OTHERS TO PROVIDE j/�� SUPPORT UNDER ENTIRE - / ---.--,-.',-:' CURB LENGTH AND WIDTH. t'� THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. WOOD BEAM SIZED BY OTHERS S TC3 Wood Beam Mounting.dwg Print Date:11/12/2015 THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 1111 800-666-CURB(2872) Fax:630-543-5309 www.thybar.com Member of VISCIA Seismic /130 MPH Wind Load Calculations for a Aaon RQ Cabinet RQ-003 (920AHU08) on a Thybar Insulated TC-3 Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 17, 2018 jCT�R� ¢EO PROP ss/0 cr 19695 9r i RECON kar 1,1 Sr6VEN C.OP1\, 8.23.18 !RENEWAL DATE: 12.31.19 Digitally signed by Steven C Ball,SE DN: E=shall@johnmartin.com,O_"John A Steven C Ball, SE Martel&Associates,Inc", CN="Steven C Ball,SE" Date:2018.08.23 13:11:32-0700' Zw This analysis considers the wind and seismic force Reviewed h n) calculations and anchorage of the curb to the structure only. y: oThe supporting structure shall be reviewed and approved by others. Hossain Ghaffari The curb design and unit anchorage to the curb is by Thybar. 08-21-2018 2 03 No installation shall take place until the anchorage and supporting JOHN A. MARTIN structure are approved by the appropriate jurisdiction. & ASSOCIATES, INC. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/17/2018 Unit: Aaon RQ Cabinet RQ-003 (920AHU08) Location: Tigard OR 97224 Curb: Insulated TC-3 Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 19 inch high Thybar Insulated TC-3 of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon RQ Cabinet RQ-003 (920AHU08) unit in Tigard OR 97224 when manufactured with stiffeners installed 46 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated TC-3 using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated TC-3 must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 8 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 2014OSSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aaon Unit Model RQ Cabinet RQ-003 (920AHU08) Length(in) 116.00 Equip Width(in) 61.88 Height(in) 50.5 Weight(lb) 1,192 CG,,(in) 57.90 CGc(in) 20.20 Curb Type Insulated TC-3 Curb Length(in) 111.50 Curb Width(in) 39.25 Curb Height(in) 19.00 Minimum Thickness(ga) 14 Stiffener max OC spacing(in) 46 Fs(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 I(in) 19.0 Curb h/t 284 b/t 687 k, 4.0 k, 1.0 F.(psi) 230 Snow Importance,I 1.2 Snow Load,pf(lb) 1,336 Curb Design Load,0.75`max(Wind, .7`Seismic)+0.755,(Ib)= 1,950 0.4=F,=F,(psi) 12,000 0.6`Fy=F,(psi) 18,000 Wind Load(130mph)Fw(lb)= 1,264 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A qz= 27.26 GCr 1.90 FE= 383 FE nm.= 2,045 FEµa= 383 Sos= 0.715 Sof= 0.442 av= 1.00 lv= 1.50 Seismic Rv= 6.00 z/h= 1.0 Ss(%of g)= 96.10 S,(%of g)= 41.90 Site Coefficient F.= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(Ib),F up= 170.42 ex(in) 0.1 ey(in) 10.7375 Curb Load ax* Distribution 1.005 Factors ax- 0.995 ay* 0.674 ay- 0.326 • (lb/in) 15.3 Curb Loads • (lb/in) 3.47 Shear Wall Factor a, 0.503 R Unit shear,v(lb/in) 24.966 S e Curb Lone Unit Overtuming,Cu(Ib/in) 10.9 u a Dimension Unit Uplift,T(Ib) 965 p c p t Curb Overturning,Cc(lb/in) 72.5 o i Curb Comer Uplift,Tc(lb/in) 8.S2 ✓ o Shear Wall Factor as 0.674 t n Unit shear,v(lb/in) 11.778 s Curb Short Unit Overturning,Cu(Ib/in) 4.620 Dimension Unit Uplift,T(Ib) 240.127 Curb Overtuming,Cc(lb/in) 12.042 Curb Corner Uplift,Tc(lb/in) 6.118 Max Shear(lb/in) 18.7 Shear f,(psi) 279 Curb Verification f,IF, 0.02 <1.0,OK Max Axial Reaction(lb/in) 15.3 Axial f,(psi) 229 f,/F, 1.00 <1.0,OK Load Calcs 2 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/IBC2012 Unit Model RQ Cabinet RQ-003(920AHU08) Curb Type Insulated TC-3 Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(lb) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMax(Ib) 16,587 Bracket Capacity (Allowable Load(Ib) 3,0561 Bracket Verification Horizontal Design Load(Ib) 1,950 1,950 Curb Length/Width(in) 111.50 39.25 Shear Wall Factor 0.50 0.67 Design Shear(Ib) 980 1,313 Unit Design Uplift,Tc(Ib) 964.88 240.13 Unit Uplift,Tc(Ib) 485 162 R=(V2+T22)112 1,093 1,323 #per side 0.36 0.43 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/ IBC2012 Unit Model RQ Cabinet RQ-003 (920AHU08) Curb Type Insulated TC-3 Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per 1 attachment Min. Material thickness(ga) 14 Min. Material thickness(in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 1949.74 1949.74 Length (in) 111.50 39.25 Shear(Ib) 980 1,313 Unit Uplift, Tc(Ib) 485 162 R= (V2+122)1'2 1,093 1,323 Length Width Base Attachment Stresses -fa 2,967 3,591 (psi) Base Safety Factor 2 2 fa/Fa 0.49 0.60 Base Attachment Minimum 4 4 Quantity Minimum Base Attachments- 8 Perimeter Distributed Base Attachment Holes 4 8/17/2011 Mon RQ Cabinet Unit 011 t hybar Tigard OR IIICO"° A ON SEISMIC/WINDLOAD RESTRAINT BRACKET Thyva,,rakes it right the ft,sr tire, wary irr.':e INSTALLATION DETAILS FOR INSULATED CURBS INSTALLATION INSTRUCTIONS: —— — ._... PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH ' LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. GAS!,CRT": y--- SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. / L / \` f I �/ . NOTE: 7: DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. RESTRAINT DETAIL THYCURB MODEL RESTRAINT BRACKET QTY, MATERIAL: 12 LA. GALdAN7 D STEEL 'COI,13TR,JCTION Aaon SEISMIC RESTRAINTS PER UNIT HARI2WARE: (/) #l iFr 1., T I• EC FEW':: PER RE_:1 PAIN i Aaon RQ Cabinet RQ-003(920AHU08) ACSWRANB0009RC-01 4 (7) # ,24. TEP. SLREWE REF RESTFAINT SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE: 8/17/2018 testraint Bracket Detail thybar Structural Steel Mounting t:o (JA _'1 III Thyhai makes it right the first t r, every tire SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The curbs should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the curb. * Bolts should be ASTM A307 grade min strength, with nuts and washers. * Bolts should be placed in every hole provided in the base plate of the curb; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1 -1) * Alternatively, the curb may be welded to the structural steel. (Figure 1 -2) �..:( ::- i" MIN 0 BOLT WITH WASHER �� i)i:/\ (LENGTH TO BE DETERMINED IN FIELD) WOOD NAILER ��!i Y�i O: CURB441 gii:V,*ii:, ilis!i;��G�� N� VISCMA APPROVED :;:',S�i;, SEISMIC/WINDLOAD z /---'7%, RATED OF onoVARIOUS HEIGHTS STRUCTURAL j STEEL NUT WITH WASHER I Figure 1-1 0 a GD CENTERED ON t " 1i" '� a EACH BOLT HOLE S AAP CURB g,1:4:'• ", kIA.moi STRUCTURAL / STEEL NI Figure 1-2 . Consult Local Building Codes & FEMA Manual. 412/December 2002 PRINTED:11/12/15 Nth barN Concrete Slab Mounting 7hyba,,ykeK,i right the 6 st z,,'E. SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ��`�si�.`p�` ANCHOR WITH NUT & WASHER AI�� •�, ( " DIAMETER MINIMUM, ;i��.i•�.d EMBEDMENT DEPTH AND i �', EDGE DISTANCE AS REQUIRED �� BY FIELD CONDITIONS AND !,:w.:..-; HARDWARE SELECTION.) Z,``�`�1 Normal Weight �ttH� Concrete ° CONCRETE ° a • a ° . ° d THYBAR CURB SECTION A da • ; •. Figure 1-1 C -t . - .4 ° • d :a • ° •d ° a a e • • a Q a v ° • a• a d d . Consult Local Building Codes & FEMA Manual. 412/December 2002 TC3 Concrete Installation.dwg PRIMTP11•11/19/1S ill■ t hyba r Wood Beam Mounting iii T,,YU"`:'�k�s,c.,9nc rer""``:. INSULATED ROOF CURB ON WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. .;:- :'S�'�:�°�°i INSTALL (1) 4"0 ! °.� ASTM A307 ALL-THREAD BOLT, \s��.:\�. LENGTH AS NECESSARY . :#.;%. IN EACH CURB FLANGE CURB .*.*:!% HOLE AT CURB BASE .... WOOD BEAM - SIZED s'''�'''�`'' BY OTHERS TO PROVIDE meal,„:„,,,,,,::/„:. -V pPIP/ SUPPORT UNDER ENTIRE CURB LENGTH AND WIDTH. an 3 :: 0 '145 0 THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. WOOD BEAM SIZED BY OTHERS 0I 1 � s TC3 Wood Beam Mounting.dwg Print Date:11/12/2015 THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 www.thybar.com Member of VISCIA Seismic /130 MPH Wind Load Calculations for a Aaon C Cabinet RN-020 (920AHU09) on a Thybar Insulated TC-3 Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 17, 2018 .g,1iCTUk PRO Fssl ct 19695 9r 41 Rik •REGON 'star 1.1 SikEN C.aP' 8.23.18 !RENEWAL DATE: 12.31.19 Digltaky signed by Steven C Ball,SE Steven C Ball, SE DN:ohn A E=shall Associ arts,Inc",O�"John A Martin&Associates,Inc", CN='Steven C Ball,SE" Date:2018.08.23 13:11:44-0700' Z W 2; This analysis considers the wind and seismic force Reviewed b •tD calculations and anchorage of the curb to the structure only. y" Q Hossain Ghaffari o The supporting structure shall be reviewed and approved by others. o The curb design and unit anchorage to the curb is by Thybar. 08-21-2018 No installation shall take place until the anchorage and supporting JOHN A. MARTIN structure are approved by the appropriate jurisdiction. & ASSOCIATES, INC. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/17/2018 Unit: Aaon C Cabinet RN-020 (920AHU09) Location: Tigard OR 97224 Curb: Insulated TC-3 Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 19 inch high Thybar Insulated TC-3 of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon C Cabinet RN-020 (920AHU09) unit in Tigard OR 97224 when manufactured with stiffeners installed 22 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated TC-3 using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated TC-3 must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 10 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 2014085C/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aaon Unit Model C Cabinet RN-020 (920AHU09) Length(in) 138.00 Equip Width(in) 100.88 Height(in) 59.3 Weight(Ib) 3,093 CG„(in) 52.90 CG,,(in) 34.60 Curb Type Insulated TC-3 Curb Length fin) 96.88 Curb Width(in) 54.00 Curb Height(in) 19.00 Minimum Thickness(ga) 14 Stiffener max OC spacing(in) 22 Fy(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 Curb I(in) 10.0 h/t 284 b/t 328 kp 4.0 k 1.0 Fe(psi) 1,006 Snow Importance,I 1.2 Snow Load,pf(lb) 2,590 Curb Design Load,0.75`max(Wind, 3266 .7`Seismic)+0.755,(lb)_ 0.4.F,=F„(psi) 12,000 0.6`Fy=F,(psi) 18,000 Wind Load(130mph)Fw(Ib)= 1,764 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A gz= 27.26 GCr 1.90 FE= 995 FE Mex= 5,308 FE MI„= 995 SDs= 0.715 SD,= 0.442 ap= 1.00 Ip= 1.50 Seismic Ftp 6.00 z/h= 1.0 Ss(%ofg)= 96.10 S,(%of g)= 41.90 Site Coefficient F.= 1.12 Site Coefficient F,.= 1.58 Site Soil Classification= D Seismic Upward Force(Ib),F up= 442.33 ex(in) 16.1 ey(in) 15.8375 Curb Load ax+ 1.700 Distribution Factors ax- 0.300 ay+ 0.657 ay- 0.343 C,,„„(lb/in) 65.5 Curb Loads C,,,, (Ib/in) 3.29 Shear Wall Factor a, 0.850 R Unit shear,v(Ib/in) 51.410 S e Curb Long Unit Overturning,Cu(Ib/in) 22.1 U a Dimension Unit Uplift,T(Ib) 903 p c p t Curb Overturning,Cc(Ibfin) 108.5 o I Curb Corner Uplift,Tc(lb/in) 6.55 ✓ o Shear Wall Factor az 0.657 t n Unit shear,v(lb/in) 22.150 s Curb Short Unit Overturning,Cu(Ib/in) 4.567 Dimension Unit Uplift,T(Ib) 171.373 Curb Overturning,Cc(lb/in) 26.066 Curb Corner Uplift,Tc(lb/in) 3.174 Max Shear(lb/in) 38.6 Shear f„(psi) 575 Curb Verification 0.05 <1.0,OK Max Axial Reaction(lb/in) 65.5 Axial f,(psi) 978 fa/Fa 0.97 <1.0,OK Load Calcs 2 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/IBC2012 Unit Model C Cabinet RN-020(920AHU09) Curb Type Insulated TC-3 Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(lb) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMax(Ib) 16,587 Bracket Capacity 'Allowable Load(Ib) 3,0561 Bracket Verification Horizontal Design Load(Ib) 3,266 3,266 Curb Length/Width(in) 96.88 54.00 Shear Wall Factor 0.85 0.66 Design Shear(Ib) 2,776 2,146 Unit Design Uplift,Tc(Ib) 903.41 171.37 Unit Uplift,Tc(Ib) 768 113 R=(V2+T22)112 2,880 2,149 #per side 0.94 0.70 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/ IBC2012 Unit Model C Cabinet RN-020 (920AHU09) Curb Type Insulated TC-3 Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (Ib) 3266.05 3266.05 Length (in) 96.88 54.00 Shear(lb) 2,776 2,146 Unit Uplift, Tc(Ib) 768 113 R= (V2+T22)1/2 2,880 2,149 Length Width Base Attachment Stresses-fa 5,211 5,831 (psi) Base Safety Factor 2 2 fa/Fa 0.87 0.97 Base Attachment Minimum 6 4 Quantity Minimum Base Attachments- 10 Perimeter Distributed Base Attachment Holes 4 8/17/2011 Aaon C Cabinet Unit t hyba r Tigard OR ■ COI tOA ON SEISMIC/WINDLOAD RESTRAINT BRACKET Th ba, ekes rt right the hi st �-e:Fy fiq'+� INSTALLATION DETAILS FOR INSULATED CURBS INSTALLATION INSTRUCTIONS: . —_ PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. a ;E tac y SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. e 1J t r r. NOTE: DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. RESTRAINT DETAIL THYCURB MODEL RESTRAINT BRACKET QTY. MATERIAL CA_ GALVANIZED STEEL C:ONTRJCTION. Aaon SEISMIC RESTRAINTS PER UNIT HARDWARE felt},.}„ TEl FEW.`: I`Ef' '?ESTRNI'J1 AaonC Cabinet RN-020(920AHU09) ACSWRANB001IRC-01 4 I:7) I z2 ' T I SC"R;W'w REF RE`'•TFAI'IT, SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE: 8/17/2018 testraint Bracket Detail ■ thybar Structural Steel Mounting ■ co.„!4A, C l Thybar makes rt right the first time, eva..:y,tir+e SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The curbs should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the curb. * Bolts should be ASTM A307 grade min strength, with nuts and washers. * Bolts should be placed in every hole provided in the base plate of the curb; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) .::k'si�'��i` i" MIN 0 BOLT WITH WASHER Vi:**', (LENGTH TO BE DETERMINED IN FIELD) WOOD NAILER CURB 41 g �i•:•�:, ��Jl��i��; VISCMA APPROVED i::f��i::��i', -11,,. SEISMIC/WINDLOAD /�/�/��/ ZARWZA RATED OF MO VARIOUS HEIGHTS 01. STRUCTURAL STEEL '` NUT WITH WASHER Figure 1-1 y 0 a CENTERED ON t " L 1i" f; a EACH BOLT HOLE Keg All CiliViil CURB '+i'•�'i, ijJ�!i��Yi��: r..4)• (1 STRUCTURAL STEEL NI Figure 1-2 . Consult Local Building Codes & FEMA Manual. 412/December 2002 PRINTED:11/12/15 ■ t h ba r Concrete Slab Mounting y c,,,,,„,,.,A 1111 Thebe'makes it right the first.7. SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate Sc be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ':i(;'.�i` ANCHOR WITH NUT & WASHER AI�� '��i'�, ( ” DIAMETER MINIMUM, `i;�i.��: EMBEDMENT DEPTH AND ''Z° , EDGE DISTANCE AS REQUIRED ��iO*�iO BY FIELD CONDITIONS AND �•:W•� ��•.`�i ) �•.i HARDWARE SELECTION. • • ° CONCRETE • • ° ° THYBAR CURB SECTION . a d • 4.1/6) Figure 1-1 .• a ' • a 0 ® • hv a Ias . a a • a • . tea a . a. •$•. a .• . . . .. . . Q • a • . a a a as • a - a' • a • . . a • • , Consult Local Building Codes & FEMA Manual. 412/December 2002 TC3 Concrete Installation.dwg PRINTI fl•11/19/1g lim t hy bar Wood Beam Mounting co.,CN ■ Thybarmakes itright the tirsrtme, INSULATED ROOF CURB ON „t,,,. WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be " diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. :s��:� INSTALL (1) "0 ";/....„,/•\./.: ASTM A307 ALL—THREAD BOLT, 'S''�`::'�`> LENGTH AS NECESSARY C`*::(.i% IN EACH CURB FLANGE CURB �: ` '��'� HOLE AT CURB BASE L5::\��`\�� V�= WOOD BEAM — SIZED '""' BY OTHERS TO PROVIDE :!i y SUPPORT UNDER ENTIRE CURB LENGTH AND WIDTH. �'��2 V gEW THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER � THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. WOOD BEAM SIZED BY OTHERS ,.:, IQ j0 , TC3 Wood Beam Mounting.dwg Print Date:11/12/2015 THYBAR CORPORATION 913 S. Kay Avenue 1111 Addison, IL 60101 800-666-CURB(2872) Fax:630-543-5309 www.thybar.com Member of VISCUA Seismic /130 MPH Wind Load Calculations for a Aaon C Cabinet RN-011 (920AHU10) on a Thybar Insulated TC-3 Roofcurb in Tigard OR 97224 CWS Durham 0 and M Building Remodel Thybar Order#: 184599 August 17, 2018 ,03 C O3Cr[J1 0 PROpE ,t ossi CO2 5,71 � NFF 19695 9 9�- •REGON 411'1,190 St, frEN C.S' 8.23.18 RENEWAL DATE: 12.31.19 Digitally signed by Steven C Ball,SE Steven C Ball, SE DN:.0stA E=sball@johnmaes,Inc", �"John A Martin&Associates,Inc", CN='Steven C Ball,SE" Date:2018.08.23 13:11:58-0700' Z w This analysis considers the wind and seismic force Reviewed b F— m calculations and anchorage of the curb to the structure only. y' oThe supporting structure shall be reviewed and approved by others. Hossain Ghaffari u) The curb design and unit anchorage to the curb is by Thybar. 08-21-2018 2 co No installation shall take place until the anchorage and supporting JOHN A. MARTIN structure are approved by the appropriate jurisdiction. & ASSOCIATES, INC. Structural Engineers This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/17/2018 Unit: Aaon C Cabinet RN-011 (920AHU10) Location: Tigard OR 97224 Curb: Insulated TC-3 Governing Code: 2014OSSC / IBC2012 SDC: D Design Wind Speed: 130 MPH CWS Durham 0 and M Building Remodel These calculations begin with the assumption that the Thybar curb is supported around its full perimeter by building structure. Design of building structure is not the responsibility of Thybar Corporation. A 14 inch high Thybar Insulated TC-3 of minimum 14 gage galvanized side wall construction will meet the 2014OSSC / IBC2012 requirements for installing an Aaon C Cabinet RN-011 (920AHU10) unit in Tigard OR 97224 when manufactured with stiffeners installed 34 inches max OC and installed according to the attached drawings. The unit must be attached to the Thybar Insulated TC-3 using 12 gage restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum 12 gage bracket quantity: 4 The Thybar Insulated TC-3 must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 12 As curb manufacturers, Thybar Corporation cannot be expected to provide appropriate attachment hardware for every possible type of roof structure. Thybar provides seismic/windload calculations that are based on the material provided; typically sheet metal curbs. It is the responsibility of others (project engineer, architect, SEOR, etc) to know enough about the load carrying capability of the building structure to design a method of attachment to that structure. Thybar does not design the structure and therefore should not recommend an attachment method that may create difficulties with existing field conditions outside of the curb manufacturer's control. Summary 1 Th bar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 Location Tigard OR 97224 General Applicable Building Code 20140SSC/ IBC2012 Seismic Design Category(SDC) D Unit Manufacturer Aaon Unit Model C Cabinet RN-011 (920AHU10) Length(in) 185.00 Equip Width(in) 100.88 Height(in) 60.0 Weight(Ib) 3,003 CG„(in) 89.80 CGy,(in) 32.00 Curb Type Insulated TC-3 Curb Length(in) 173.38 Curb Width(in) • 54.00 Curb Height(in) 14.00 Minimum Thickness(ga) 14 Stiffener max OC spacing(in) 34 F5(psi) 30,000 E(psi) 30,000,000 Thickness(in) 0.0670 u 0.3 I(in) 14.0 Curb hit 209 b/t 507 k, 4.0 k, 1.0 F,(psi) 421 Snow Importance,I 1.2 Snow Load,pi(Ib) 3,473 Curb Design Load,0.75`max(Wind, 4401 .7'Seismic)+0.755,(lb)= 0.4•F5=F,(psi) 12,000 0.6'F5=F,(psi) 18,000 Wind Load(130mph)Fw(Ib)= 2,395 Exposure Category= B Rooftop height(ft)= 20 Velocity Pressure coefficient Kz= 0.70 Topography factor Kzt= 1.00 Wind Directionality factor Kd= 0.90 Wind Speed V= 130 Importance factor Iw= N/A qz= 27.26 GCr 1.90 Fr= 966 Fe,,,,,,= 5,153 Fe M,= 966 Sxs= 0.715 So,= 0.442 a,= 1.00 = 1.50 Seismic to RP= 6.00 z/h= 1.0 Ss(%ofg)= 96.10 S,(%of g)= 41.90 Site Coefficient F,= 1.12 Site Coefficient F,= 1.58 Site Soil Classification= D Seismic Upward Force(lb),F up= 429.42 ex(in) 2.7 ey(in) 18.4375 Curb Load ax.,. 1.088 Distribution Factors ax- 0.912 ay+ 0.683 ay- 0.317 C,„„(lb/in) 27.7 Curb Loads C,,,,(lb/in) 5.01 Shear Wall Factor a, 0.544 R Unit shear,v(lb/in) 44.317 S e Curb Long Unit Overturning,Cu(Ibin) 14.4 u a Dimension Unit Uplift,T(lb) 1,626 p c Curb Overturning,Cc(Win) 68.9 p t o I Curb Corner Uplift,Tc(lb/in) 8.79 ✓ o Shear Wall Factors, 0.683 t n Unit shear,v(lb/in) 17.331 s Curb Short Unit Overturning,Cu(Ibfin) 4830 Dimension Unit Uplift,T(Ib) -223.829 Curb Overturning,Cc(lb/in) 8.397 Curb Corner Uplift,Tc(lb/in) -4.145 Max Shear(lb/in) 33.2 Shear f,(psi) 496 f,/F, 0.04 <1.0,OK Curb Verification Max Axial Reaction(lb/in) 27.7 Axial f,(psi) 414 fa/Fa 0.98 <1.0,OK Load Calcs 2 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 20140SSC/IBC2012 Unit Model C Cabinet RN-011 (920AHU10) Curb Type Insulated TC-3 Bracket Dimensions Length(in) 16 Max bending arm(in) 2.2 Max torsion arm(in) 0.001 Minimum Material thickness(ga) 12 Material thickness(in) 0.0970 Fy(psi) 30,000 Area(in2) 1.552 Screws Screw size/type(#) 10 Quantity of screws 7 Hole size(in) 1/4 Allowable pullout(lb/screw) 1146 Max pullout(lb/bracket) 8,019 Allowable shear(lb/screw) 1,206 Max shear(lb/bracket) 8,445 Torsion on Bracket Fv=0.4*Fy(psi) 12,000 Max shear(Ib) 602,176 Flexure on Bracket Fb=0.6*Fy(psi) 18,000 Max shear(Ib) 33,862 Shear on Bracket Attachment Holes Distance-hole edge to bracket edge 0.375 Max shear(Ib) 3,056 Tension on Bracket FT=0.4*Fy(psi) 12,000 TMaX(Ib) 16,587 Bracket Capacity Allowable Load(Ib) 3,056 Bracket Verification Horizontal Design Load(Ib) 4,401 4,401 Curb Length/Width(in) 173.38 54.00 Shear Wall Factor 0.54 0.68 Design Shear(Ib) 2,393 3,005 Unit Design Uplift,Tc(Ib) 1626.43 0.00 Unit Uplift,Tc(Ib) 884 0 R=(V2+122)1/2 2,551 3,005 #per side 0.83 0.98 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/17/2018 ThybarTC3-VC3 Aaon Units TigardOR OSSC2014 General Location Tigard OR 97224 Applicable Building Code 2014OSSC/ IBC2012 Unit Model C Cabinet RN-011 (920AHU10) Curb Type Insulated TC-3 Material Properties Fy(psi) 30,000 Material Allowable Stress, Fa 12,000 (psi) Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per 1 attachment Min. Material thickness (ga) 14 Min. Material thickness (in) 0.1340 Cut out area (in2) 0.307 Base flange width (in) 2.0 Edge distance (in) 11/16 Base shear area (in2) 0.09 Base Attachment Forces Length Width Horizontal Design Load (lb) 4400.86 4400.86 Length (in) 173.38 54.00 Shear(Ib) 2,393 3,005 Unit Uplift, Tc(Ib) 884 0 R= (V2+T22)112 2,551 3,005 Length Width Base Attachment Stresses-fa 4,616 5,436 (psi) Base Safety Factor 2 2 fa/Fa 0.77 0.91 Base Attachment Minimum 6 6 Quantity Minimum Base Attachments- 12 Perimeter Distributed Base Attachment Holes 4 8/17/2011 Aaon C Cabinet Unit � t hy barTigard OR COR''°N,I ON 111 SEISMIC/WINDLOAD RESTRAINT BRACKET rnyba makes fr right the ver',time, e, INSTALLATION DETAILS FOR INSULATED CURBS wary tin:e INSTALLATION INSTRUCTIONS: ,.1 PLACE RESTRAINTS IN APPROXIMATE LOCATIONS AS SHOWN. - EQUALLY DISTRIBUTE RESTRAINT AS MUCH AS POSSIBLE WHILE AVOIDING INTERFERENCES WITH LIFTING LUGS,CONDENSATE DRAIN LINES,UNIT BASE SCREWS,ETC. GASKET TOP PERIMETER OF CURB AND RESTRAINTS BEFORE SETTING UNIT. r.A ?[TING SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. I k :T1 I P 1 r---1 r---1' . ,.,::$ • .$ NOTE: DRAWINGS ARE CONCEPTUAL,NOT TO SCALE INNER RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. RESTRAINT DETAIL THYCURB MODEL RESTRAINT BRACKET QTY. MATERIAL GAC4,L1/ANI C EEL .l.j1J F-,.,IvTI'��Pl Aaon SEISMIC RESTRAINTS PER UNIT HARDWARE ( /) #10,1" T I •I.FE W` PER RE 1 PAI1I I Aaon CCabinet RN-011(920AHU10) ACSWRANB0011RC-01 4 (') # ,2 ID' SOF' Ww PER RE'.JR AI'11 SEISMIC&WINDLOAD BRACKETS ARE DESIGNED&CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. REVISION DATE: 8/1 712 01 8 testraint Bracket Detail in thybar Structural Steel Mounting u, • thybar rvrake,k right the J,:st tm:e. every tle e SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The curbs should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the curb. * Bolts should be ASTM A307 grade min strength, with nuts and washers. * Bolts should be placed in every hole provided in the base plate of the curb; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) �_,.:.: : xi 3" MIN 0 BOLT WITH WASHER :/0:4*k.:4' WOOD NAILER �i•�i:;:v.;, (LENGTH TO BE DETERMINED IN FIELD) CURB ��::Z,•:•iil /: /".GO: Vit:*�''`Z :::4 VISCMA APPROVED itt•1S•. = SEISMIC WINDLOAD � RATED OF %�� '"�/� VARIOUS HEIGHTS un Po le STRUCTURAL ►, STEEL �� NUT WITH WASHER t. Figure 1-1 CENTERED ON 1 " L1�" f` cip EACH BOLT HOLE \ CURB •�•:, (44:::(t: STRUCTURAL STEEL NII Figure 1-2 . Consult Local Building Codes & FEMA Manual. 412/December 2002 PRINTED:11/12/15 ■ thybari III Concrete Slab Mounting courx;ttr.r;cw 7hybar makes;t right the 6,,st time, SEISMIC/WIND LOAD INSULATED CURB INSTALLATION OPTIONS The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. �iQs��'��`�i' ANCHOR WITH NUT Se WASHER AI.�Zi'��'�, (i" DIAMETER MINIMUM,• E• MBEDMENT TH AND EDGEDDISTANCEPAS REQUIRED �•:.�,•.�.; BY FIELD CONDITIONS AND :4:iV�` - HARDWARE SELECTION.) to.:74:::i . �;; Normal Weight �R� Concrete • ' .<7.... .... CONCRETE A G • . ° "° n THYBAR CURB SECTION pi • ' • Q a ° •4, d • Figure 1-1 a ® n e ° a• a .. a a d a 4,d . C . . d. •$., e • • e . • v •• ' d ' ° • a da CI ° a a• ° a d . Consult Local Building Codes & FEMA Manual. 412/December 2002 TC3 Concrete Installation.dwg PRINTFfl•11/19/1c ® t hyba r Wood Beam Mounting III Thybar rake,a right the fi:thh:- INSULATED ROOF CURB ON every tr WOODEN STRUCTURAL BEAM INSTALLATION OPTIONS The curbs can be installed on a wood—beam type roof providing there is adequate support around entire curb perimeter. The beam load carrying capability is to be determined by others and the following provisions are acceptable: * Curb base is the be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. \�. S. :*. INSTALL (1) }"O `''�`%;�% ASTM A307 ALL-THREAD BOLT, *4`• , LENGTH AS NECESSARY * : ; IN EACH CURB FLANGE CURB .,.�.o%. HOLE AT CURB BASE %s'\4 X, ___ WOOD BEAM - SIZED 1 BY OTHERS TO PROVIDE .....:-2.,/ �/"/ SUPPORT UNDER WIDTH.j\ // CURB LENGTH AND WIDTH. THROUGH BOLTED ON BEAM UNDERSIDE WITH NUT, BOLT AND WASHER THYBAR CURB SECTION AS NECESSARY TO ATTACH CURB TO BUILDING ROOF SUPPORT STRUCTURE. oill WOODIZED BEAM SBY OTHERS 1Q co TC3 Wood Beam Mounting.dwg Print Date:11/12/2015