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Specifications /14 E c2 O - o o q-zo AUG 1 4 2009 GI sY T,GNYiil HVAC unit Seismic and Wind Restraints Project: Ruud 4 -ton RRNL /RRPL /RRRL series Date: August 13 2009 Dealer: Thermal Flo Inc. cc efo % Umiak re- °RE E EW F_. Prepared by: John H. Poland, P.E. , i' Project number; CC07045 1 "' �... For MAR -HY Distributors tNAL E%I Date: July 26, 2007 CORBIN CONSULTING ENGINEERS, INC. 1905 NW 169th Place Suite 121, Beaverton, OR 97006 Tek 503/645 -0176 Fax: 503/645 -0415 . Seismic and Wind Restraint Design 7/26/2007 Analysis for Oregon and Washington Seismic Design Loads - Components Per 2007 OSSC and 6150 WAC, based on the 2006 IBC and ASCE 7 -05 Location: Oregon and Washington worst case analysts Seismic calulations from USOS NEHRP map data • Design Parameters I i )BC Orounkpotlon Spectral Response acceleration Short period Sa= 2.000 Figure 22 -1, 0.2 sec maximum for OR, WA 1 sec period S 0.750 Figure 22-2, 1.0 sec maximum for OR, WA Soil Profile Class: D Section 20.1, Table 20.3 -1, Unknown soil (no E or F) F,= 1.000 Table 11.4 -1 Interpolated F,r 1.500 Table 11.4-2 Interpolated 8,,,,= 2.000 Equ. 11.4-1 Sms =Fa•Ss A,,,= 1.125 Equ. 11.4-2 Sm1 =FWS1 Design Spectral Response • Six= 1.3333 Equ. 11.4-3 Sds =2/3 • Sms SDI= 0.7500 Equ. 11.4-4 Shc * Srn1 Occupancy Category III Per ASCE 7 -05, table 1 -1 Seismic Design Category D Per ASCE 7 -05 Table 11.6- 1,11.6 -2 Importance Factor I, = 1.5 Per ASCE 7 -05 Section 19.1.3 - Continual Operation z, height of component It A 60 Equipment height (maximum) h, building roof height hp= 60 Top of building (maximum) Component Amplification a = 1.0 Per ASCE 7 -05 Section 13.3.1 - manufacturing or process Component Response R, ■ 2.5 equipment, table 13.6 -1 Per ACSE 745, Section 13.3 Eq. 113-2 F = 3.200 W, Fp<==1.6•Sds *Ip•Wp upper limit Eq. 13.3 -1 F, = 0.960 W Fp= 0.4•ap•Sdsl(Rp/lp) *(1 +2 Eq. 13.3-3 F, = 0.600 W Fpx0.3•Sds *Ip•Wp lower limit • Design toad for Use Eq. 13.3 -1 F 0.960 Wp overturning and load bearing Component Amplification a . 1.0 Per ASCE 7-05 Section 13.3.1 - manufacturing or process • Component Response R = 1.5 equipment, table 13.6 -1, Rp=1.5 max, section 13.4.2 Per ACSE 7 45, Section 13.3 Eq. 13.3-2 F = 3.200 Wp Fp<=1.6'Sds•Ip*Wp upper limit Eq. 13.3 - F, = 1.600 W, Fp= 0.4•ap *Sdsf(Rp/IP)•(1 +2•zlh)'Wp Eq. 13.3.3 F, = 0.600 W, Fps =0.3•Sds•Ip'Wp lower limit Use Eq. 13.3 - 1 F 1.600 Wp anchors Design ad for concrete • • Corbin Consulting Engineers, Inc. Page 1 of 11 • • • • • • • Seismic and Wind Restraint Design 7282007 Analysis for Oregon and Washington Residential Unit Seismic I Wind Anchor Clips Analysis of Forces from Seismic Loading - largest units Overall Support Tool/Unit Geometry Dimensions Dimensions Height (h) 41.00 20.50 CoG Height (z) Above Floor (est) Length (y) 50.88 49.50 Distance Between Feet Critical Depth (x) 47.63 45.00 Distance Between Feet Resisting Moment Ann (b) 22.50 Horizontal Distance from CoG to Feet Weight 800 Lbs Max weight of HVAC units 2 Number of Comets Resisting Tension 2 Number of Comers Resisting Shear 2 Number of Comers Resisting Compression 4 Number of Corners Total Seismic Loads For Restraint Design Design Lateral Load 578 Lbs From Basic Seismic Calc sheet ASD Load Factor 0.7. Lbs Per ASCE 7-05, Section 2.4.1 Reduced Shear Load for Moment 403 Lbs OTM 8268 in-Lbs ASD Load Factor 0.6 Per ASCE 7.05, Section 2.4.1 Reduced Dead Load for Moment 380 . Resisting Moment -8100 in-Lbs Need 168.In•Lbs to resist OTM Net Resisting Tension (per side) 4 Lbs Resist OTM Resisting Tension (per restraint) 2 Lbs Resisting Shear (per restraint) 288 Lbs Maximum Compression (per corner) 242 Lbs Lateral Load Overturning O height CoG (z) CoG - -mss Dead Load Support Resisting Support Point Point • base � Point Overturning of Unit Loads on Anchors • • • • Corbin Consulting Engineers, Inc. Page 2 of 11 • • 7262007 • . Seismic and Wind Restraint Design Analysis for Oregon and Washington Commercial Unit Seismic / Wind Anchor Clips Analysis of Forces from Seismic Loading - largest unit Overall Support Tool/Unit Geometry Dimensions Dimensions Height (h) 50.00 25.00 CoG Height (z) Above Floor (est) Length (y) 144.75 49.50 Distance Between Feat Critical Depth (x) 57.50 45.00 Distance Between Feet Resisting Moment Arm (b) 22.50 Horizontal Distance from CoG to Feet Weight 2,000 Lbs Max weight of HVAC units 2 Number of Corners Resisting Tension 2 Number of Corners Resisting Shear 2 Number of Corners Resisting Compression 4 Number of Corners Total Seismic Loads For Restraint Design Design Lateral Load 1920 Lbs From Basic Seismic Cain sheet ASD Load Factor 0.7 Lbs Per ASCE 7 -05, Section 2.4.1 Reduced Sheer Load for Moment 1344 Lbs OTM 33800 In -Lbs ASD Load Factor 0.6 Per ASCE 7-05, Section 2.4.1 Reduced Dead Load for Moment 1200 Resisting Moment -27000 In -Lbs Need 8800 in -Lbs to resist OTM Net Resisting Tension (per side) 147 Lbs Resist OTM Resisting Tension (per restraint) 73 Lbs Resisting Shear (per restraint) 960 Lbs Maximum Compression (per corner) 673 Lbs — b Lateral Load Overturning 0 height • CoG (z) CoG Dead Load Anchor , Resisting Support Point - Point '— base — Point Overturning of Unit Loads on Anchors • Corbin Consulting Engineers, Inc. Page 3 of 11 • • . Seismic and Wind Restraint Design 7@0007 Analysis for Oregon and Washington • Wind Design Loads - Components Per 2007 OSSC and 5150 WAC, based on the 2006 IBC and ASCE 7 -05 Location: Oregon and Washingotn Objective: Evaluation of structure for three antenna systems Located on roofs of buildings Occupancy Category Class ill PerASCE7 -05, Table 1 -1, Important non - hazardous structure Enclosure Claes open Section 8.2 Application in Areas of 90 mph Wind Speed or Less Method 2 - Analytical Procedure Per ASCE7 -05, Section 6.5 Design Wind Speed V = 90 mph Section 8.5.4, Figure 8-1- worst case for OR, WA Importance Factor t = 1.15 Section 8.5.5, Table 6-1 Surface Roughness Class D Section 6.5.6.2 Exposure Category Class D Section 6.5.6, Table 6-2 Exposure Coefficient K ,Kh = Section 6.5.6.8, Table 6-3 80 ft 1.31 Exp. D, Cases 1 & 2, Table 6-3, components Topographic Effects Ki ° Section 8.5.7, Figure 6-4 ° Ks° K = 1.00 • No ridge or escarpment Directionality Factor Ke ° 0.90 Section 6.5.4.4, Table 6-4 Velocity Pressure Design pressure for up to 80 R Equ. 6-15, sec. 8.5.11 qs = 28.1 pet q: = 0.00256 Application In Areas of 110 mph Wind Speed or Less Method 2 - Analytical Procedure Per ASCE7 -05, Section 6.5 Design Wind Speed V = 110 mph Section 6.5.4, Figure 6-1- worst case for OR, WA Importance Factor Ip = 1.15 Section 6.5.5, Table 6-1 Surface Roughness Class D Section 6.5.6.2 Exposure Category Class D Section 8.5.6, Table 6-2 • Exposure Coefficient K ,K ° Section 6.5.6.6, Table 6-3 60 ft 1.31 Exp. D, Cases 1 & 2, Table 8.3, components Topographic Effects K, = Section 8.5.7, Figure 6-4 Ka Ko Ka = 1.00 No ridge or escarpment Directionality Factor Kd = 0.90 Section 6.5.4.4, Table 6.4 Velocity Pressure Design pressure for up to 80 ft. Equ. 6-15. sec. 8.5.11 qz @ 42.0 pet qz = 0.00256•Kz•KztKd'V • • Corbin Consulting Engineers, Inc. Page 4 of 11 Seismic and Wind Restraint Design 7/282007 • • Analysis for Oregon and Washington Residential Unit Seismic I Wind Anchor Clips - Application In Areas of 110 mph Wind Speed or Less . Wind Design Loads - Non - structural components, Per 2008 IBC and ASCE 7-05 • Oregon and Washington Worst Case Analysis for largest & lightest unit • Method 2 - Analytical Procedure HVAC unit analyzed as a square tank ' Basic Wind Pressure q = 42.0 psi From Wind Coefficients, 60 ft Gust Effect Factor S = 0.85 Section 6.5.8, Rigid structures . hlD ratio 1.00 Section 6.6.15, Figure 6-21 Force Coetflelent, Flat C1= 1.30 Section 8.5.15, Figure 6-21 • Force Coefficient, Diagonal Cr= 1.00 Section 6.5.15, Figure 6-21 • Design Pressure, Flat ' pf= 46.4 psi p = q C Design Pressure, Diagonal pd = 35.7 psf p = qz"G"Cr Total Load for Front Wind, Single Unit Projected Area, Flat Af = 14.50 sq ft Broad aide of unit, 61" x 41" • . Total Force, Flat • • Ft= 673 lbs F = p'A ASD load factor for wind overturning 1.00 Per ASCE 7-05, Section 2.4.1 • Design wind force flat 673 lbs Total force' ASD multiplier • Total Overturning Moment Load Height of Unit Hf = 3.4 ft Height above base surface Overturning moment Mf = 1,150 ftabs design wind force' H2 (CoP) - Total resisting moment load Unft weight W = 380 Ibs Miminum weight of Units • ASD load factor for overturning 0.60 Per ASCE 7 -05, Section 2.4.1 Reduced Dead Load for Moment 228 lbs Shortest Side Lf = 45.0 in for Overturning • Resisting moment 428 ft-lbs W'Lf12 (effective moment arm) • Net resisting moment required 722 ft-lbs • . Net resisting tension required 193 lbs Resist OTM Number of brackets resisting tension. 2 (4 brackets total) Number of comers resisting shear 2 • • Number of corners resisting compression 2 - Numbei of corners total . 4 ': Tension force per restraint 96 lbs based on flat side force - Shear force per restraint 336 lbs based on max lateral force • Max Compreseston load per restraint 248 [be based on flat side force • Lateral Load T Overturning • 1 • 0 height . CoG (z) COG - • Dead Load Anchor , Resisting Support Point Bolt — base - 41 Point - ' Overturning of Unit Loads on Anchor Bolts Corbin Consulting Engineers, Inc. Page 5 of 11 ' • • Seismic and Wind Restraint Design 7/26/2007 Analysis for Oregon and Washington Commercial Untt Seismic / Wind Anchor Clips Application In Areas of 90 mph Wind Speed or Less Wind Design Loads - Non - structural components, Per 2006 IBC end ASCE 7-05 Oregon and Washington Worst Case Analysis for largest unit Method 2 - Analytical Procedure HVAC unit analyzed as a square tank Basic Wind Pressure q, 12 28.1 psf From Wind Coefcients, 80 ft Gust Effect Factor G = 0.85 Section 8.5.8, Rigid structures hID ratio 1.00 Section 8.5.15, Figure 8-21 Force Coefficient, Flat CI= 1.30 Section 6.5.15, Figure 6-21 • Force Coefficient, Diagonal CI= 1.00 Section 6.5.15, Figure 6-21 Design Pressure, Flat pf= 31.1 psf p = g Design Pressure, Diagonal pd a 23.9 psf p = g Total Load for Front Wind, Single Unit Projected Area, Flat Af a 50.35 sq ft Broad side of unit, 145" x 50• Total Force, Fiat Ff = 1,564 lbs F = p•A ASD load factor for wind overturning 1.00 Per ASCE 7-05, Section 2.4.1 Design wind force flat 1,564 lbs Total force • ASD multiplier • Total Overturning Moment Load Height of Unit Hf = 4.17 ft Height above base surface Overturning moment Mf C 3,259 ft-lbs design wind force • H12 (CoP) Total resisting moment load • Unit weight W = 1,702 lbs Miminum weight of large units ASD load factor for overturning 0.60 Per ASCE 7 -05, Section 2.4.1 Reduced Dead Load for Moment 1,021 lbs Shortest Side tf = 58.00 in for Overturning Resisting moment 2,488 ft -lbs •Lf/2 (effective moment arm) Net resisting moment required 791 ft lbs Net resisting tension required 164 lbs Resist O7M Number of brackets resisting tension 2 (4 brackets total) Number of corners resisting shear 2 • . Number of corners resisting compression 2 Number of corners total 4 • Tension force per restraint 82 [be based on flat side force Shear force per restraint 782 !be based on max lateral force Max compressslon load per restraint 763 lbs based on fiat side force b 1_ • • Lateral Load T Overturning • 0 height • CoG (z) CoG • Dead Load Anchor , , Support • Resisting Support Point Bolt base Point Overturning of Unit Loads on Anchor Bolts Corbin Consulting Engineers, Inc. Page 6 of 11 • Seismic and Wind Restraint Design 7/2612007 Analysis for Oregon and Washington Commercial Unit Seismic f Wind Anchor Clips • Application In Areas of 110 mph Wind Speed or Less Wind Design Loads - Non - structural components, Per 2006 IBC and ASCE 7 -05 Oregon and Washington Worst Case Analysis for largest unit Method 2 - Analytical Procedure HVAC analyzed as a square tank • Basic Wind Pressure q = 420 psf From Wind Coefficients, 60 ft Gust Effect Factor G = 0.85 Section 6.5.8, Rigid structures h/D ratio 1.00 Section 6.5.15, Figure 6-21 Forme Coefcient, Flat C 1.30 Section 6.6.16, Figure 6-21 Force Coefficient, Diagonal C = 1.00 Section 6.5.15, Figure 6-21 Design Pressure, Flat pf = 46.4 pet p = g Design Pressure, Diagonal pd 35.7 Pei p = q = 'G'Cr Total Load for Front Wind, Single Unit Projected Area, Flat Af = 60.35 sq ft Broad side of unit, 145 7 x 50" Total, Force, Flat Ff = 2,337 lbs F = p•A ASD load factor for wind overturning 1.00 Per ASCE 7 -05, Section 2.4.1 • Design wind force flat 2,337 lbs Total force' ASD multiplier • Total Overturning Moment Load Height of Unit 111= . 4.17 ft Height above base surface Oveituming moment Mf = 4,868 ft-lbs design wind force • H12 (CoP) Total resisting moment load Unit weight W = 1,702 lbs Mdninum weight of large units ASD load factor for overturning 0.60 Per ASCE 7.05, Section 2.4.1 • Reduced Dead Load for Moment 1,021 lbs • Shortest Side U = 58.00 in for Overturning Resisting moment 2,468 ft -Ibs W1112 (effective moment arm) Net resisting moment required 2.400 ft-Ibs Net resisting tension required•, 497 lbs Resist OTM Number of brackets resisting tension 4 (8 brackets total) Number of corners resisting shear 2 V • Number of corners resisting compression 2 Number of comers total 4 Tension force per restraint - 124 lbs based on flat side force Shear force per restraint 1,168 lbs based on max lateral force Max compresssion load per restraint 929 lbs based on flat side force _ --el b 14 Lateral Load • Overturning 0 height CoG (z) Cod A Dead Load Anchor , Resisting Support Point Bolt -- base —el Point Overturning of Unit . Loads on Anchor Bolts . Corbin Consulting Engineers, Inc. Page 7 of 11 • • Seismic and Wind Restraint Design 7/28/2007 Analysis for Oregon and Washington Analysis of Stresses on Anchor Clips for Residential HVAC Units Application in Areas of 110 mph Wind Speed or Less (4 Brackets per Unit) Simplify Stresses on Bracket by Assuming: Point of bending is about corner due to tension load Point of application of tension load is top of bracket • Load on screws based on distance between screws Tension Load Shear Load .- .4—..-._ height f 1 8, 1 4 . . spacing Attachment to HVAC unit consists of four #10 screws into base rail • All four screws resist shear, two screws resist bending from tension ' . Shear load on bracket not applicable, as HVAC unit is continuous around curb and provides lateral stability In all directions. Max tension load on bracket (maximum of seismic and wind) 96 lbs Base of bracket 2.131n Height of bracket 4.75 in Width of bracket 4.00 in Thickness of bracket 0.19 In Bending moment at corner 205 in-Ibs (tension load per restraint • base dimension) . Cross section area of bracket (width • thickness) 0.75 Section modulus of bracket 0.023103 Bending stress on one-half of bracket 8,729 psi (bending moment /section modulus) • Max allowable stress of steel (2/3 Fy, Fy=30 ksl) 20,000 psi Allowable stress / bending stress . ' 2.29 ' Distance between screws (vertical) .75 in Axial force in screws from tension load 273 ibs • (tension load' base / distance between screws) Shearforce on screws from tension load • 98 lbs . Allowable tension Toed on #10-18 HIM Kwlk Pro screws 181 lbs • (725 lbs ultimate, SF =4 per Hilti guidelines, per screw) Allowable shear toad on #10-18 HIM Kwik Pro screws 388 lbs (1485 Ws ultimate, SF =4 per Hilts guidelines, per screw) Allowable tension load / tension per screw 1.33 Allowable shear load / tension per screw 15.22 individual allowable loads > Individual applied loads Sufficient margin exists for slight differences in loading. Proposed angle brackets are therefore acceptable for the stated use with • . #10 HIM Kwik Pro self drilling screws, when installed per manufacturer . guidelines, according to attached installation drawings. - - Limitations are Indicated on the installation drawing. Corbin Consulting Engineers, Inc. Page 8 of 11 • • • • • Seismic and Wind Restraint Design 7R8/2007 • Analysis for Oregon and Washington • • Analysis of Stresses on Anchor Clips for Commercial HVAC Units Application in Areas of 90 mph Wind Speed or Less (4 Brackets per Unit) Simplify Stresses on Bracket by Assuming: Point of bending is about corner due to tension load Point of application of tension load is top of bracket • Load on screws based on distance between screws • Tension Load Shear Load • T ... E- height screw spacing I bas ase Attachment to HVAC unit consists of four #10 screws into base rail All four ecrews. shear, two resist bending from tension Shear, load on bracket not applicable, as HVAC unit is continuous around curb'and provides lateral stability In all directions. Max tension load on bracket (maximum of seismic and wind) 82 lbs Base of bracket 2.88 to - Height of bracket • 4.76 in Width of bracket 4.00 in Thickness of bracket 0.19 in Bending moment at corner 235 In-lbs • (tension load per restraint • base dimension) • Cross section area of bracket (width • thickness) 0.75 • Section modulus of bracket 0.0231n "3 Bending stress an one -half of bracket 10,034 psi (bending moment i section modulus) Max allowable stress,of steel (213 Fy; Fr30 ksi) 20,000 psi Allowable stress / bending stress - • 1.99 Distance between screws (vertical) 1.501n • Axial force In screws from tension load 157 lbs (tension load.* base / distance between screws) . • Shear force on screws from tension load 82 lbs • Allowable tension toad on #10-16 HIM Kwik Pro screws 181 ibs (726 [be ultimate, SF =4 per Hilti guidelines, per screw) Allowable shear toad on #10-16 HIM Kwlk Pro screws 366 lbs • (1485 lbs ultimate, SF a4 per HIM guidelines, per screw) Allowable tension load I tension per screw 2.31 Allowable shear load / tension per screw 17.91 - Individual allowable toads > individual applied loads Sufficient margin exists for slight differences In loading. Proposed angle brackets are therefore acceptable for the stated use with • #10 Hilt) Kwlk Pro self drilling screws, when installed per manufacturer • guidelines, according to attached installation drawings. • Limitations are indicated on the installation drawing. Corbin Consulting Engineers, Inc. Pete 9 of 11 • • Seismic and Wind Restraint Design 7/28!2007 Analysis for Oregon and Washington Analysis of Stresses on Anchor Clips for Commercial HVAC Units Application In Areas of 110 mph Wind Speed or Less (8 brackets per Unit) Simplify Stresses on Bracket by Assuming: Point of bending is about corner due to tension load Point of application of tension load is top of bracket Load on screws based on distance between screws Tension Load Shear Load height * screw * spacing base • Attachment to HVAC unit consists of four #10 screws into base rail All four screws resist shear, two screws resist bending from tension Shear load on bracket not applicable, as HVAC unit is continuous around curb and provides lateral stability In all directions. Max tension load on bracket (maximum of seismic and wind) 124 lbs Base of bracket 2.88 In Height of bracket 4.75 In Width of bracket 4.00 in Thickness of bracket 0.19 In Bending moment at corner 357 in-lbs (tension load per restraint • base dimension) Cross section area of bracket (width • thickness) 0.75 Section modulus of bracket 0.023 in "3 Bending stress on one-half of bracket 15,227 psi (bending moment! section modulus) Max allowable stress of steel (213 Fy, Fy=30 ksl) 20,000 psi Allowable stress / bending stress 1.31 Distance between screws (vertical) . 1.50 in Axial force in screws from tension toad 238 lbs (tension load • base ! distance between screws) Shear force on screws from tension load 124 lbs Allowable tension load on #10-16 Hitti Kwik Pro screws 181 lbs (725 lbs ultimate, SF =4 per HMI guidelines, per screw) Allowable shear load on #10-16 HIM Kwik Pro screws 366 lbs • (1465 lbs ultimate, SF =4 per HIIB guidelines, per screw) Allowable tension load / tension per screw 1.52 Allowable shear load / tension per screw 11.80 Individual allowable loads individual applied loads Sufficient margin exists for slight differences in loading. Proposed angle brackets are therefore acceptable for the stated use with • #10 Hiltl Kwik Pro self drilling screws, when Installed per manufacturer guidelines, according to attached installation drawings. Limitations are indicated on the installation drawing. Corbin Consulting Engineers, Inc. Page 10 of 11 cD flEll C i i - .., • • 3 b MEI W I ' 3 E 5 $E� 3i 8 i ' .51 i - ,.. i -` aE ,..- s A ii I j . , ' c ., s !. 0 0 . e El l • 4 3 a.i1 it ill ' C mr ��! Os 173 C . V . • 1 11 •z 1 . C i t _ 1) 111 i 11 12E1 I 11 . il , 0 ld 0 - '. 11 ‘ 1* . C ' 1 la �` 1 1 = Al ` i. y 3. F, F:t J . 01. as g 1 . It • ■■ a p t i �• i 9t- rLyyt o.�: gg i i . . � ii 1 �E`E �E � � o P Twill ;� ��1� � � 9 9 ���� � � E � _ �9i }77_�ap� �I�B��i��i • li a iiliPi ui i p 5� E $R 6 6att4 ibilEhi s a i i � a a9 i . ¢ 1 i E 1110 t i a1 9 11if ka o 1Ela ! � E 1 i - 0 1.1. 1 0 .1 1a 11. ii lid.. . Eill ii .14 I tillizo. l i E11011a Q d " 11.5o t • li i i Do Cr g • ' a t . . 0 ©© m•ECTMr MAR4WRUUDIWAC UNIT RESTRAINTS ..o u� '. • ',•• ' rn.aamnwe.®. amen MNY AR DlSTR1BUfORS mfrr.uw�rrrrrm - SE INTERNATIONAL WAY r.... o..ns MI LWAULKIE, OREGON 97222E002 . rcwi•uan• """""4" . [Page Too Large for OCR Processing]