Specifications 15',2 5 5 v/ 72 v� 4 oL •4�e� ./ C2 D l o -- o 0
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CORBIN .. .. : ::
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• MAR -HY Distributor • • •• • ••• • • • •
HVAC Unit Hold Down Clips
Updated
Seismic and Wind Calculations
For ..
Oregon and Washington
: �
o �ti
it ' •.
4 414 09 54 j.
4 0""
Prepared by: John H. Poland, P.E. Ato o F e.
4 �o
Project number; CC09051
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For: MAR -HY Distributors
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"U g,
Date: July 10, 2009 H•
EXPIRES: !'L ® of o
CORBIN CONSULTIIVG ENGINRER3, INC.
1905 NW 169th Place Suite 121, Beaverton, OR 97006 Tel: 503/645 -0176 Fax: 503/645 -0415
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Seismic and Wind Restraint Design : • :: • •. :: /10/2009
Analysis for Oregon and Washington • • • • • • • • •
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i Seismic •
Design Loads - Components • • • . • • • • • • • • •
t Per 2007 OSSC and 61.60 WAC, based on the 2006 IBC and ASCE 7.0 • • • • • • •
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Location: Oregon and Washington worst case analysis
Seismic catulations from USGS NEHRP map data
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Design Parameters • • •
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IBC Ground Wrtion • •
Spectral Response acceleration •
Short period S 2.000 Figure 221, 0.2 sec maximum for OR, WA
1 sac 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)
Fe 1.000 Table 11.4-1 interpolated
F,r 1.500 Table 11.4-2 Interpolated
S„ 2.000 Equ. 11.4-1 Sms=Fa•Ss
S, 1.125 Equ. 11.4-2 Sm1 =WS1
Design Specbal Response
S 1.3333 Equ. 11.4-3 Sds=2l3 • ins •
• S 0.7500 Equ. 11.4-4 Sd1 =2/3 • Sm1
Occupancy Category II • Per ASCE 7-05, table 1 -1 •
Seismic Design Category 0 Per ASCE 7 -05 Table 11.6- 1,11.6 -2
Importance Factor 1„ = 1.0 Per ASCE 7 -05 Section 13.1.3 - Ordinary Structure
z, height of component h, = 60 Equipment height (maximum)
\ h, building roof height h, = 60 Top of building (maximum) •
l j Component Amplification s = 2.5 Per ASCE 7 -05 Section 13.3.1 - Air side HVAC equipment,
Component Response . R 6.0 table 13.6 -1
Per ACSE 7.05. Section 13.3 •
Eq. 13.3 -2 F = 2.133 Wp Fp<=1.6•Sds•Ip•Wp upperlimit •
Eq. 13.3 -1. F = .0.667 Wp Fp =0.41ip•Sdsl(Rplip)•(1 +2•z/h)Wp
Eq. 13.32 Fr = . 0.400 Wp . Fp>=0.3•Sda•Ip•Wp lower limit
Use Eq. 13.3 -1 F = 0.667 W Design load for overturning
p p and load bearing
Per ACSE 745, Section 13.3.1
Concurrent Vertical Force Fp d = 0.267 Wp Fp.v = 10.2•Sda•Wp
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• Corbin Consulting Engineers, Inc. Page 1 of 12 CC09051
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Si`etsmic and Wlnd Restraint Desig • ' • • • :' • • • •' • • •' :' • 7/10/2009
Analysis for Oregon and Washington • • • • • • • • • • • • •
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Rooftop Unit Seismic / Wind Anchor Clips
Analysts of Seismic Forces for 1.6 - 8 Ton (Small and Large Footprint) HVAC Units
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'r 1 Tool/Unit Geometry • • ,•. • • • • • • •
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Overall Support • • • • ' •
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Dimensions Dimensions • • "' • •• • • •
Height (h) 41.00 20.50 CoG Height (z) Above Base (est)
Length (y) 50.88 49.50 Distance Biffien.cips . • • • ..
Critical Depth (x) 47.63 45.00 Distance Betren Qlipa• • • • • • • • •
Weight Moment Arm (b) 22.50 Horizontal Distance frorr►CeOle tlipt.'
Anchor Separation (d) 45.00 Horizontal Di tenoaet h 'n CnpS : : :.'
Anchor Moment Arm (e) 45.00 Moment Distance Between Clips
Weight 600 lbs Max weight of HVAC, units
2 Number of Anchors Resisting Tension
2 Number of Anchors Resisting Shear
2 Number of Anchors Resisting Compression
4 Number of Anchors Total
Seismic Loads For Restraint Design
Design Lateral Load 400 tire From Basic Seismic Cale sheet • •
ASD Load Factor 0.7 lbs Per ASCE 7 -05, Section 2.4.1
Reduced Shear Load for Moment 280 lbs
OTM 5740 In-lbs
ASD Load Factor 0.6 Per ASCE 7 -05, Section 2.4.1
Reduced Dead Load for Moment 380 lbs '
Resisting Moment -8100 in-lbs
Need • -2360 In-!bs to resist OTM
Net Tension (per side) -52 lbs No OTM (Clips not loaded) •
Net Tension (per restraint) -26 lbs
Concurrent Vertical Force 160 lbs Per ASCE 7 -05, Section 13.3.1
Concurrent Vertical (per restraint) 40 lbs .
Total Vertical Force (per restraint) 14 lbs
` Resisting Shear (per restraint) 200 lbs
l ) Max Compression (per restraint) 214 lbs Overturning + weight
Comp + Cone Vertical 254 lbs Compression Loads OK
--01 b h—
Lateral Load T
Overturning
0 . height
CoG CoG •
--.—.3 1 ___t_._
INF
Dead Load Anchor Support
Resisting • Support Point Bolt 1 a — •1 Point
Overturning of Unit Loads on Anchor Botts
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Corbin Consulting Engineers, Inc. Page 2 of 12 CC09051 •
Seismic end Wind Restraint Design • • • • • • • • • • • • • • 7/10/2009
Analysis for Oregon • •• • • • • • • • • • • • •
ly ro9 and Washington n9 ••• • • •• • • • •
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Rooftop Unit Seismic ! Wind Anchor Clips
Analysis of Seismic Forces for 7.8 - 28 Ton (Large Footprint) HVAC Units
} Tool/Unit Geometry • • • • • • • • • • • • •
• Overall Support • • • • • • • • • • •
pport • • • • • • •
Dimensions Dimensions "' • •• • • • ••• •
Height (h) 57.00 28.50 CoG Height (z) Above Base (est)
Length (y) 152.25 140.25 Distance Beer Clips. • • • ..
Critical Depth (x) 60.50 54.50 Distance Betwaen•iips • • • • • • •
Weight Moment Arm (b) 27.25 Horizontal b&stenca from 4W
Anchor Separation (d) 54.50 Horizontal r3IsteivioetiAllril s; : :. •
Anchor Moment Arm (e) 54.50 Moment Distance Between Clips
Weight 2,600 !be Max weight of HVAC units
4 Number of Anchors Resisting Tension
2 Number of Anchors Resisting Shear
2 Number of Anchors Resisting Compression
8 Number of Anchors Total
Seismic Loads For Restraint Design
Design Lateral Load 1733 lbs From Basic Seismic Cala sheet
ASD Load Factor 0.7 lbs Per ASCE 7=05, Section 2.4.1 •
Reduced Shear Load for Moment 1213 lbs
OTM 34580 in-lbs
ASD Load Factor 0.6 • Per ASCE 7-05, Section 2.4.1
Reduced Dead Load for Moment 1660 lbs
Resisting Moment -42510 in-lbs
Need -7930 in-lbs to resist OTM
Net Tension (per side) -148 lbs No OTM (Clips not loaded)
Net Tension (per restraint) -36 lbs
• Concurrent Vertical Force 693 lbs Per ASCE 7 -05, Section 13.3.1
Concurrent Vertical (per restraint) 87 lbs
Total Vertical Force (per restraint) 50 lbs
Resisting Shear (per restraint) 867 lbs
Max Compression (per restraint) 642 lbs Overturning + weight
Comp + Conc Vertical 729 lbs Compression Loads OK
—01 b . 14—
Lateral Load
Overturning
0 . height
CoG CoG
Dead Load da Anchor Support
Resisting Support Point Soft 1 e — PI Point
Overturning of Unit Loads on Anchor Bolts
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Corbin Consulting Engineers, inc. Page 3 of 12 CC09051
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Seismic and Wind Restraint Design . ••• • • • • • • • • 7/10/2009
• Analysis for Oregon and Washington • • • • • • • .' • •'
Wind Design Loads - Components •
• / Per 2007 OSSC and 61.60 WAC, based on the 2006 IBC and ASCE f �6 • • • • • • • • • •
■ Location: Oregon and Washington • • • • • • •
Objective: Evaluation of structure for rooftop unit supports and anciwrs .. 6 . 6 • . • : • ' .'
Located on roofs of buildings
Occupancy Category Class II Per ASCE 7 -05, Table ¶ I Oh ttan4 SVuq ; • : •
Endosure Class open Section 6.2 • • •
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Applications In Areas of 95 mph Wind Speed or Less and 60 ft Hetghtor Less •
Method 2 - Analytical Procedure Per ASCE7 -05, Section 8.5
Design Wind Speed V = 95 mph Section 6.5.4, Figure 6-1- worst case for OR, WA
importance Factor Ip = 1.00 Section 6.5.5, Table 6 -1
Surface Roughness Class C Section 6.5.6.2
Exposure Category Class C Section 6.5.6, Table 6-2
Exposure Coefficient K, ,K„ m Section 6.5.6.6, Table 6-3
60 ft 1.13 Exp. C, Cases 1 & 2, Table 63, components
Topographic Effects = Section 6.5.7, Figure 6-4
K2
K3 =
K = 1.00 No ridge or escarpment
Directionality Factor K = 0.90 Section 6.5.4.4, Table 6-4
Velocity Pressure . Design pressure for up to 60 ft.
Equ. 6-15, sec. 6.5.11. ' q m 23.5 paf q: = 0.00256'Kz•Kzt•Kd'V
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Applications in Areas of 110 mph Wind Speed or Less and 60 ft Height or Less
Method 2 - Analytical Procedure Per ASCE7 -05, Section 8.5
Design Wind Speed . V = 110 mph Section 6.5.4, Figure 6-1- worst case for OR, WA
Importance Factor 1p = 1.00 Section 8.5.5, Table 6-1
Surface Roughness Class C Section 6.5.6.2
) Exposure Category Class C Section 6.5.6, Table 6-2
Exposure Coefficient K= ,K„ = Section 6.5.6.6, Table 83
60 ft 1.13 Exp. C, Cases 1 & 2, Table 6-3, components
Topographic Effects K = Section 6.5.7, Figure 6-4
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K9
Ku = 1.00 No ridge or escarpment
Directionality Factor Kd = 0.90 Section 8.5.4.4, Table 8.4
Velocity Pressure . Design pressure for up to 60 fl. •
Equ. 6-15, sec. 6.5.11 q = 31.6 psf q = 0.00256'Kz'Kzt'Kd'V • •
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i Corbin Consulting Engineers, Inc. Page 4 of 12 CC08051
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• • •• • • • • Seismic and Wind Restraint Design • • • • • • • • • • 911012
' • Analysis for Oregon and Washington • • • • • • • • •
HVAC Unit (Small Footprint) Seismic l Wind Anchor Clips • • •
Application In Areas of 110 mph Wind Speed or Less and 80 ft Hdl4ht **el • • • • • • • • • • Wind Design Loads - Non-structural components. Per 2006 IBC and AGE � -06 • • • • ••• . •
Oregon and Washington Wind Load Analysis
Method 2 - Analytical Procedure
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HVAC unit analyzed as a square tank • • • • •
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Basic Wind Pressure q = 31.5 psf From Basic Wpd CAN, 18D mpD, tp $ •
Gust Effect Factor G = 0.85 Section 6.5.8, Rigid structures
• WD ratio 1.00 Secton 6.6.15, Figure 6.21
Force Coefficient, Fiat Cr = 1.30 Section 6.5.15, Figure 6-21
Force Coefficient, Diagonal C = 1.00 Section 8.5.15, Figure 6-21
RTU Multiplier M n 1.90 Section 6.5.15.1 V
Design Pressure, Flat pf = 66.1 psf p = q
Design Pressure, Diagonal pd = 50.9 psf p = g
Total Load for Front Wind, Single Unit
Projected Area, Flat Af = 14.52 sq ft Broad side of unit, 61" x 41"
Total Force, Flat Ff = 960 lbs F = p•A
ASD load factor for wind overturning 1.00 Per ASCE 7 -05, Section 2.4.1
Design wind force flat 960 lbs Total force • ASD multiplier
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Total Overturning Moment Load
Height of Unit Hf = 3.4 ft Height above base surface
Overturning moment Mf = 1,641 ft-Ibs design wind force • H/2 (CoP)
Total resisting moment load
Unit weight W = 380 lbs Miminum weight of Small Units
ASD load factor for overturning 0.60 Per ASCE 7 -05, Section 2.4.1
j \ Reduced Dead Load for Moment 228 lbs
Shortest Side Lf = 45.0 in for Overturning
Resisting moment 428 ft-lbs W'LfP2 (effective moment arm)
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Net resisting moment required 1,213 ft-Ibs
Net resisting tension required 324 lbs Resist OTM
Number of brackets resisting tension 2 V
Number of corners resisting shear 2
Number of corners resisting compression 2
Number of corners total 4
Number of brackets total 4
Tension force per restraint 182 lbs based on flat aide force
Shear force per restraint 480 lbs based on max lateral force
Max Compressston load per restraint 314 lbs based on flat side force
b
Lateral Load
Overturning
0
height
CoG (z) C0G
Dead Load • Andwr Support
ResLS g Support Point Boi base -" Point
Overturning of Unit Loads on Anchor Bolts
Corbin Consulting Engineers. Inc. Page 5 of 12 CC09051
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Seismic and Wind Restraint Design • • • • • • • • • • • • •
• Analysis for Oregon and Washington • • • • • • • • •
HVAC Unit 3 -8 Ton (Large Footprint) Seismic I Wind Anchor digs
• , Application in Areas of 110 mph Wind Speed or Less and 80 ft Slight of Lys* • • • •• • • • • • • .
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Wind Design Loads . - Nonstructural components, Per 2006 iBC and ASCL7.05 ' • • • .' .: • 2.2
Oregon and Washington Wind Load Analysis
Method 2 - Analytical Procedure
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• HVAC unit analyzed as a square tank • • •
Basic Wind Pressure cT, = 31.5 psf From Basic � • Ving is • • • • • • • • •
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,•9bm�h, 60R •
Gust Effect Factor G = 0.85 Section 6.5.8, Rigid structures • • •
h/D ratio 1.00 Section 6.5.15, Figure 6-21
Force Coefficient, Flat C = 1.30 Section 6.8.15, Figure 6-21
Force Coefficient, Diagonal C, = 1.00 Section 6.5.15, Figure 8 -21
RTU Multiplier M = 1.90 Section 6.5.15.1
Design Pressure, Flat pf = 66.1 psf p = q,'G'C
Design Pressure, Diagonal pd = 50.9 pat p = q
Total Load for Front Wind, Single Unit
Projected Area, Flat Af = 19.99 sq ft Broad side of unit, 82 -114" x 35"
Total Force, Flat Ff = 1,322 lbs F = p•A
ASD load factor for wind overturning 1.00 Per ASCE 7-05, Section 2.4.1
Design wind force fiat 1,322 lbs Total force • ASD multiplier
Total Overturning Moment Load
Height of Unit Hf = 3.42 ft * Height above base surface
Overturning moment Mf = 2,259 ft -Ibs design wind force' H/2 (CoP)
Total resisting moment load
Unit weight W = 620 On Miminum weight of 8 ton units
ASD load factor for overturning 0.80 Per ASCE 7-05, Section 2.4.1
l l Reduced Dead Load for Moment 372 lbs
J Shortest Side Lf = 46.00 In for Overturning
Resisting moment 713 ft-lbs W'Lf/2 (effective moment arm)
Net resisting moment required 1,648 ft-lbs
Net resisting tension required 403 lbs Resist OTM
Number of brackets resisting tension 4
Number of corners resisting shear 2
Number of corners resisting compression 2
Number of corners total 4
Number of brackets total 8
Tension force per restraint 101 lbs based on flat side force
Shear force per restraint 661 lbs based on max lateral force
Max compressslon toad per restraint 450 lbs based on flat side force
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Lateral Load
Overturning
O height
CoG CoG
A •
Dead Load Anchor ,
Resisting Support Point Bolt - base -+I Point
• Overturning of Unit Loads on Anchor Bolts
Corbin Consulting Engineers, Inc. Page 6 of 12 CC09051
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Seismic and Wind Restraint Design . • •. • • • • • • • . . . 7/10/2009
• • • • • • • • •
. • Analysis for Oregon and Washington • • • • • . • •
HVAC Unit 7.6 -10 Ton (Large Footprint) Seismic I Wind Anchor Clips , • • •
1 1 / Application In Areas of 110 mph Wind Speed or Less and 80 ft HbtghtOr .qs • • • • • •
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Wind Design Loads - Non - structural components, Per 2006 IBC andr4SCb'=•05 ' • • • • • • . • .
Oregon and Washington Wind Load Analysis
Method 2 - Analytical Procedure
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HVAC unit analyzed as a square tank • • •
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Basic Wind Pressure q: = 31.5 psf From Basic Il�lind �Omeh, 60� t •
Gust Effect Factor G = 0.85 Section 6.5.8, Rigid structures
h/D ratio 1.00 Section 6.5.15, Figure 6-21
Force Coefficient, Flat G = 1.30 Section 6.5.15, Figure 6-21
Force Coefficient, Diagonal C = 1.00 Section 6.5.15, Figure 6-21
RTU Multiplier M = 1.90 Section 6.8.15.1
Design Pressure, Fiat pf = 66.1 pat p = q= G'C
Design Pressure. Diagonal pd = 50.9 psf p = q= GC,'M
Total Load for Front Wind, Single Unft
Projected Area, Flat Af = 34.28 eq ft Broad side of unit, 95.6/8" x 51-6/8
Total Force, Fiat. . Ff = 2,287 lbs F = p'A
ASD road factor for wind overturning . 1.00 Per ASCE 7-05, Section 2.4.1
Design wind force flat 2,287 lbs • Total force' ASD multiplier
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Total Overturning Moment Load
Height of Unit Hf = 4.17 ft Height above. base surface •
Overturning moment Mf = 4,724 R -Ibs design wind force • H/2 (CoP)
Total resisting moment load
Unit weight W = 1,097 lbs Miminum weight of 7.5 ton units
ASD toad factor for overturning 0.60 Per ASCE 7-05, Section 2.4.1
• Reduced Dead Load for Moment 658 lbs
J Shortest Side Lf = 58.00 in for Overturning
Resisting moment 1,591 ft-lbs W'Lf/2 (effective moment arm)
Net resisting moment required 3,133 ft-lbs
Net resisting tension required 648 !be Resist OTM
Number of bradcets resisting tension 5
Number of corners resisting shear • 2
Number of corners resisting compression 2
Number of corners total . 4
Number of brackets total , 10
Tension force per restraint 130 lbs based on flat side force
Shear force per restraint 1,134 lbs based on max lateral force
Max ccmpresssion load per restraint 763 lbs based on flat side force
-♦ b h
Lateral Load • T
Overturning
0 height
CoG CoG
Dead Load Anchor , —
Resisting Support Point Bolt base Point
Overturning of Unit Loads on Anchor Bolts
Corbin Consulting Engineers, Inc. . Page 7 of 12 CC09051
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Seismic and Wind Restraint Design • • • • • • • • • • 7/10/2009
• ' Analysis for Oregon and Washington • • • • • • • • • • • • •
� • HVAC Unit 16 - 26 Ton (Large Footprint) Seismic / Wind Anchor gips • • • •
1 / Application In Areas of 110 mph Wind Speed or Less and 60 ft H ght br s • • • • •
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Wind Design Loads - Non-structural components, Per 2008 IBC and,ASCC 7.05 ". • . • :. • • •
Oregon and Washington Wind Load Analysis
Method 2 - Analytical Procedure
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HVAC unit ana as a square tank • • • •
tyzea sq • • • ••• ••• •• • •
Basic Wind Pressure q: = 31.5 psf From Wind 0 •
Gust Effect Factor G = 0.85 Section 6.5.8, Rigid structures
h/D ratio 1.00 Section 6.5.15, Figure 6-21
Force Coefficient, Flat C = 1.30 Section 6.5.15, Figure 6-21
Force Coefficient, Diagonal C = 1.00 Section 6.5.15, Figure 6-21
RTU Multiplier M = 1.90 Section 6.5.15.1
Design Pressure, Flat pf = 86.1 pet p = q
Design Pressure, Diagonal pd = 50.9 pat p = q
Total Load for Front Wind, Single Unit
Projected Area, Flat Af = 54.97 sq ft Broad side area, sloped 152 - 1/4'5657"
Total Force, Flat Ff = 3,636 !be F = p•A
ASD load factor for wind overturning 1.00 Per ASCE 7-05, Section 2.4.1
Design wind force flat 3,636 lbs Total force • ASD multiplier
Total Overturning Moment Load
Height of Unit Hf = '4.75 ft Height above base surface
Overturning moment Mf = 8,635 ft-lbs design wind force • H/2 (CoP)
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Total resisting moment load
Unit weight W = 1,958 lbs Miminum weight of large units •
ASD load factor for overturning 0.80 Per ASCE 7-05, Section 2.4.1
Reduced Dead Load for Moment 1,175 lbs
Shortest Side Lf = 83.00 in for Overturning
Resisting moment 4,063 ft-Ibs •Lf/2 (effective moment arm)
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Net resisting moment required 4,572 ft -Ibs
Net resisting tension required . 681 Ibs. Resist OTM
Number of brackets resisting tension 5
Number of corners resisting shear 2
Number of corners resisting compression 2
Number of corners total 4
Number of brackets total 10
Tension force per restraint 132 lbs based on flat side force
Shear force per restraint 1,818 ibs based on max lateral force .
Max compressalon load per restraint 1,114 lbs based on flat side force
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Lateral Load T
Overturning
0
height
CoG CoG
, •
Dead Load Anchor Support
Resisting Support Point Bolt base -f Point
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Overturning of Unit Loads on Anchor Bolts
Corbin Consulting Engineers, Inc. Page 8 of 12 CC09051
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Se • and dl/Ind • Restraint Design 7 /10/2009
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Analysis for Oregon and Washington • • • • • • ..
Stresses on Anchor Clips for 1.6.6 Ton (Small Footprint) HV4C Units • • •
1 / Application In Areas of 110 mph Wind Speed and 60 ft Helght•gr Less • • • • • • • • • •
4 •
Brackets per Unit • • • • .. • : . •
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Simplify Stresses on Bracket by Assuming:
• Point of bending is about comer due to tension load •
Point of application of tension toad Is top of bracket • • • • • • • • • • • • • • •
Load on screws based on distance between screws • • • •
• • •.• ••. .• • •
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• •,
Tension • • • • • •
Load
Shear Load
height > t I _
BOVIN
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) 162 lbs
Number of attachment screws 4
1.25 In
Base of bracket 2.13 in
Height of bracket 4.75 in
• Width of bracket 4.00 In
/ Thickness of bracket 0.188 in
Distance between screws (vertical) 0.75 in
Bending moment at corner 344 in•Ibs •
(tension toad 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 - 14,666 psi
(bending moment / section modulus) • •
Max allowable stress of steel (2/3 Fy, Fy=30 kW) 20,000 psi
Allowable stress / bending stress 1.38 > 1.0 OK
Axial force in screws from tension load • 275 lbs
(tension load' base / prying distance)
• Shear force on screws from tension load 162 lbs
Allowable tension load on 810 -16 Hilti Kwlk Pro screws 181 Ibs
(725 ibs ultimate, SF = 4 per Hilt guidelines, per screw)
Allowable shear load on #10-16 Hiiti Kwik Pro screws 366 be
(1465 lbs ultimate, SF = 4 per HINT guidelines, per screw)
Allowable tension load l (total tension toad / (# of screws / 2) 1.32 > 1.0 OK
Allowable shear load / shear per screw 9.08
Individual allowable loads > Individual applied loads
Sufficient margin exists for slight differences in loading.
• Proposed angle brackets am therefore acceptable for the stated use with
#10 Hill Kwik Pro self drilling screws, when installed per manufacturer
guidelines, according to attached installation drawings.
• Limltations'are indicated on the installation drawing.
Corbin Consulting Engineers, Inc. Page 9 of,12 CC09051
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.. .- • Selgmic and Wind Restraint Design o' • • • • •' • • • • • • . • • • • • • • • • • • • 7/10/2009 •
Analysis for Oregon and Washington • • . • • • • • • • • • • • . • • • • • • • • •
• • • • • • • • • • •
Stresses on Anchor Clips for 3.6 Ton (Large Footprint) HVAC Units • • • •
• • Application in Areas of 110 mph Wind Speed and 60 ft Height or Use
• (-- . 8 " Brackets per Unit • • • • • • •
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P by As suming:
Simplify Stresses on Bracket b Assumin : .' • • • • • • • • • • •
• • • • • • • •
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 1 lt •
I
___/-- T
screw
.
• el 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) 101 lbs •
Number of attachment screws - 4
•Prying distance (screws to edge of bracket) 2.00 In
Base of bracket 2:88 in
Height of bracket 4.75 In
Width of bracket 4.00 In
Thickness of bracket 0.188 in
(
Distance between screws (vertical) 1.50 in
> Bending moment at corner 290 in-lbs
• (tension load per restraint' base dimension)
Cross section area of bracket (width • thickness) • 0.75
Seaton modulus of bracket 0.023 InA3 .
Bending stress on one -half of bracket 12,388 psi
•
• (bending moment / section modulus)
Max allowable stress of steel (2/3 Fy, Fy=30 ksi) 20,000 psi '
Allowable stress / bending stress . • 1.62 > 1.0 OK
Areal force in screws from tension load • • • 145 Ibs
• (tension load' base / distance between screws) -
Shear force on screws from tension load • 101 lbs
Allowable tension load on #10-16 Milli Kwik Pro screws 181 lbs ' •
(725 lbs ultimate, SF =4 per Hilo guidelines, per. screw) . •
Allowable shear load on #10-16 Hiltl Kwik Pro screws 366 lbs
(1465 lbs ultimate. SF =4 per Hill guidelines, per screw)
Allowable tension load / (total tension load /.(# of screws / 2) 2.50 > 1.0 OK -
Allowable shear load / tension per screw 14.53 • ,
•
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 HIh Kwik Pro self dulling 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 12 • CC09051- •
• SeiAfnic and Wind Restraint Design • • • • • • • • • • • • 7/10/2009
Analysis for Oregon and Washington • • • • • • • • • • • • •
• • •• •• • • • • •
••• • • • • • • •
• • • • • • • • •
Stresses on Anchor Clips for 7.6 -10 Ton (Large Footprint) r41/1C'Unfts• • • •'
_ Application in Areas of 110 mph Wind Speed and 60 ft Height or Less
;' 10 Brackets per Unit •. • • ••• ••• •• • • • • • •
Simplify Stresses on Bracket by Assuming: • • • • • • • • • •
• • • • • • • •
corner of bending is about coer due to tension toad ••• • • • • • • ••• •
Point of application of tension load is top of bracket
Load on screws based on distance between screws
• • ••• • • •• ••
Tension i • •
Load • ••• ••• •• • •
•
Shear Load •• • • •
T ._
a height ' f SCISW
__ 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 toad 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) 130 lbs
Number of attachment screws 4
Prying distance (screws to edge of bracket) 2.00 in
Base of bracket 2.88 in
Height of bracket 4.75 in
Width of bracket 4.00 In
Thickness of bracket 0.188 in
Distance between screws (vertical) 1.50 in
Bending moment at corner 373 in-lbs
(tension load per restraint • base dimension)
Cross section area of bracket (width • thickness) 0.75
Section modulus of bracket 0.023 iM3
Bending stress on one-half of bracket 15,903 psi
(bending moment / section modulus)
Max allowable stress of steel (2/3 Fy, Fy=30 ksl) 20,000 psi
Allowable eltress / bending stress 1.28 > 1.0 OK
Axial force in screws from tension load 188 lbs
(tension load • base ! distance between screws)
Shear force on screws from tension load 130 lbs
Allowable tension load on #10-16 Hilti Kwik Pro screws 181 lbs
(725 lbs ultimate, SF =4 per Hilti guidelines, per screw)
Allowable shear load on #10-16 Hilti Kwtic Pro screws 368 lbs
(1465 lbs ultimate, SF =4 per HIM guidelines, per screw)
Allowable tension load ! (total tension load ! (# of screws / 2) 1.95 > 1.0 OK
Allowable shear load / tension per screw 11.30
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 Hilti 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 11 of 12 CC09051
• •• •• •• • • • • •
• • • • • • • • • • • • • • • • •
•
Seismic and Wind Restraint Design • • •• •• • • • • • •7/1012009
, •.. • • • • • • • • •
Analysis for Oregon and Washington • • • • • • • • • •
• • • • • • • ••
- Stresses on Anchor Clips for 7.6 -10 Ton (Large Footprint) HVAC Units
. I Application In Areas of 110 mph Wind Speed and 60 ft Height & LOS* • • • • •. • • •. • /// 10 Brackets per Unit • • • • • • • . • • • • •
••• ••• • •• ••• •
Simplify Stresses on Bracket by Assuming:
Point of bending Is about corner due to tension load .
Point of application of tension toad is top of bracket • . • • . • • • • • • •
•
Load on screws based on distance between screws • • • ,
• • •.• ••• S. • • •
• •
Tension i • ... • • .
Load
Shear Load
height I t
spacing
1
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) 132 lbs
Number of attachment screws 4
Prying distance (screws to edge of bracket) 2.00 In
Base of bracket 2.88 in
Height of bracket 4.75 In
Width of bracket 4.00 in
) Thickness of bracket 0.188 In
Distance between screws (vertical) 1.60 in
Bending moment at corner 380 In lbs
(tension toad 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 *217 psi
(bending moment / section modulus) . .
Max allowable stress of steel (2/3 Fy, Fy ksi) 20,000 psi
Allowable stress / bending stress - 1.23 > 1.0 OK
Axial force in screws from tension load 190 lbs
(tension load • base ! distance between screws)
Shear force on screws from tension load 132 lbs'
Allowable tension load on #10-16 Huh Kwik Pro screws 181 lbs
(725 lbs ultimate, SF =4 per Him guidelines, per screw)
Allowable shear load on #10-18 HBO Kwik Pro screws 366 lbs
(1465 lbs ultimate, SF =4 per Hiltl guidelines, per screw)
Allowable . tension load ! (total tension load ! (# of screws / 2) 1.91 > 1.0 OK
Allowable shear load ! shear per screw 11.08
Individual allowable loads > Individual applied toads
Sufficient margin exists for slight differences in loading.
Proposed angle brackets are therefore acceptable for the stated use with
#10 Hifti 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 12 of 12 CC09051 •
•
•
-
•
•
GENERAL NOTES
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HOLD -DOWN CLIP INSTALLATION DETAIL Q HOLD DOWN CUP - ISO DETAIL n HOLD DOWN CUP - ISO DETAIL a ,s• • •
soot 12*1Nre • � m."•. S sGNCNn N IsTrn•n:
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RUUD • GENERAL DATAjRKIi &- SERIES
••..
...•• •. •• • •
•
•
• . •• ••
•
NOM. SIZES 3 -5 TONS [10.6 -17.6 kW]
Model RKNA- Series A042JK0BE A042JKO8X • AO4QJK1Ze • .: • 4042JK12X
Cooling Performance •• • : • ; ; •••. • • • • T.ON INUEI =-
Gross Cooling Capacity Btu [kW] 43,000 [12.6] 43,000 [12.6] • • • 431(012.6e • • • • '33,000 [12.6] •
••• •••
r' EER /SEER 11.45/13 11.45/13 11.45/13 11.45/13
Nominal CFM /ARI Rated CFM [Us] 1400/1450 [661/684] 1400/1450 [661/684] . 1400/1450 [661/6841. . [661/684]
ARI Net Cooling Capacity Btu [kW] 41,000 [12.01] 41,000 [12.01] •;• ':41,900 :: : i 41,000 [12.01]
Net Sensible Capacity Btu [kW] 30,000 [8.79] 30,000 [8.79] • • 30�101j [8n; • : • • • • • • 30,000 [8.79]
• Net Latent Capacity Btu [kW] 11,000 [3.22] 11,000 [3.22] • • • 11,0(10 [3 22] 11,000 [3.22]
Net System Power kW 3.59 3.59 3.59 3.59
Heating Performance (Package Gas/Electric)
Heating Input Btu [kW] 80,000 [23.44] 80,000 [23.44] 120,000 [35.16] 120,000 [35.16]
Heating Output Btu [kW] 62,500 [18.31] 62,500 [18.31] 94,500 [27.69] 94,500 [27.69]
Temperature Rise Range °F [°C] 30 -60 [16.7/33.3] 30 -60 [16.7/33.3] 50 -80 [27.8/44.4] 50 -80 [27.8/44.4]
AFUE % 80 80 80 80
Steady State Efficiency ( %) 81 81 81 81
No. Burners 4 .4 6 6
No. Stages 1 1 1 1
Gas Connection Pipe Size in. [mm] 0.5 [12.7] 0.5 [12.7] 0.5 [12.7] 0.5 [12.7]
-
Compressor
No./Type 1 /Scroll 1 /Scroll 1 /Scroll 1 /Scroll
Outdoor Sound Rating (dB) 78 78 78 78
Outdoor Coil -Fin Type Louvered Louvered Louvered Louvered
Tube Type Rifled Rifled Rifled Rifled
Tube Size in. [mm] OD . 0.375 [9.5] 0.375 [9.5] 0.375 [9.5] 0.375 [9.5]
Face Area sq. ft. [sq. m] 16.91 [1.57] 16.91 [1.57] 16.91 [1.57] 16.91 [1.57]
Rows / FPI [FPcm] 1.53 / 22 [9] 1.53 / 22 [9] 1.53 / 22 [9] 1.53 / 22 [9]
indoor Coil -Fin Type Corrugated Corrugated Corrugated Corrugated
Tube Type Rifled Rifled Rifled Rifled
• Tube Size in. [mm] 0.375 [9.5] 0.375 [9.5] 0.375 [9.5] 0.375 [9.5]
Face Area sq. ft. [sq. m] 5.17 [0.48] 5.17 [0.48] 5.17 [0.48] 5.17 [0.48]
Rows / FPI [FPcm] 3 / 13 [5] 3 / 13 [5] 3 / 13 [5] 3 / 13 [5]
Refrigerant Control TX Valves TX Valves TX Valves TX Valves
•
Drain Connection No. /Size in. [mm] 1/0.75 [19.05] 1/0.75 [19.05] 1/0.75 [19.05] 1/0.75 [19.05]
Outdoor Fan -Type Propeller Propeller Propeller Propeller
No. Used /Diameter in. [mm] 1/24 [609.6] 1/24 [609.6] 1/24 [609.6] 1/24 [609.6]
Drive Type /No. Speeds Direct/1 Direct/1 Direct/1 Direct/1
CFM [Us] 3680 [1737] 3680 [1737] 3680 [1737] 3680 [1737]
No. Motors /HP 1 at 1/3 HP 1 at 1/3 HP 1 at 1/3 HP 1 at 1/3 HP
Motor RPM 1075 1075 1075 1075
Indoor Fan -Type FC Centrifugal FC Centrifugal FC Centrifugal FC Centrifugal .
No. Used /Diameter in. [mm] 1/10x10 [254x2541 1/10x10 [254x254] 1 /10x10 [254x254] 1 /10x10 [254x254]
Drive Type /No. Speeds Direct/3 Direct/3 Direct/3 Direct/3
No. Motors 1 1 1 1
Motor HP 1/2 1/2 1/2 1/2
Motor RPM 1075 1075 1725 1075
Motor Frame Size 48 48 48 48
Filter -Type Disposable Disposable Disposable . Disposable
:Furnished Yes Yes Yes Yes •
(No.) Size Recommended in. [mm] (1)1x16x25 [25x406x635] (1)1x16x25 [25x406x635] (1)1x16x25 [25x406x635] (1)1x16x25 [25x406x635]
(1)1x16x25 [25x406x635] (1)1x16x25 [25x406x635] (1)1x16x25 [25x406x635] (1)1x16x25 [25x406x635]
Refrigerant Charge Oz. [gl • 117 [3317]- - - - - 117 [3317]- • • - -117 [3317] -1. 17_[3317]. .
Weights
v f . Net Weight lbs. [kg] 570 [259] • 570 [259] 579 [263] 579 [263]
- . Ship Weight lbs. [kg] 577 [262] 577 [262] 586 [266] 586 [266]
• See Page "26 for Notes. [ ] Designates Metric Conversions
•
15 • 1
. Ass_
ELECTRICAL DATA —RKNA- SERIES • • •• •• . • . • • : °t 'a' i`' !? • • . . . • . •
• •• . •
••• • •• •.
• • . • • • . • •
••.
E TRICAL DATA - RKNA SERIES
•
• • • -
A042DM12E - A042JK08E - A042JK08X - A042JK12E - A042JK1Z: - Ata48CK08E ' 1i48C K 13� - A048CL08E
Unit Operating • • • • • • •
414 -506 187 -253 187 -253 187 -253 187 -253 i1;7 -253 • '187.-253 • -258 187 -253
0
Voltage Range •: • ••• •
v . .
E • Minimum Circuit Ampacity 10 30/30 30/30 30/30 30/30 21/21 21/21. 21/21 20/20
••
Minimum Overcurrent • •' •••• • • • • • • • • •
Protection Device Size 15 35/35 35/35 35/35 35/35 : 2515 : •, 2 �. 35/ 25/25 •
Maximum Overcurrent .
45/45 45/45 45/45 45/45 • 3 /(f • •• 30/30 • • 30/30 30/30
Protection Device Size
No. 1 1 1 1 1 1 1 1 1
o Volts 460 208/230 208/230 208/230 208/230 208/230 208/230 208/230 208/230
2 Phase 3 1 • 1 1 1 3 3 3 3
y
HP 31/2 31/2 31/2 31/2 31/3 4 4 4 4
d
a RPM 3450 3450 3450 3450 3450 3450 3450 3450 3450
A mps (RLA) 5.8 19.2/19.2 19.2/19.2 19.2/19.2 19.2/19.2 12.2/12.2 12.2/12.2 12.2/12.2 12.2/12.2
Amps (LRA) 44 104/104 104/104 104/104 104/104 80.8/80.8 80.8/80.8 80.8/80.8 80.8/80.8
0
No. 1 1 1 1 1 1 1 1 1
E Volts 460 208/230 208/230 208/230 208/230 208/230. .208/230 208/230 208/230
0 Phase 1 1 1 1 1 1 1 1 1
d HP 1/3 1/3 1/3 1/3 1/3 1/3 1/3 1/3 1/3
= Amps (FLA) 1 1.5 1.5 1.5 1.5 . 1.5 1.5 1.5 1.5 .
c .
Amps.(LRA) 1.9 3 3 3 3 3 3 3 3 •
No. 1 .1 1' 1 • 1 1 1 1 1
0 Volts 460 208/230 208/230 208/230 208/230 208/230 208/230 208/230 208/230 •
8 Phase 3 1 1 1 1 1 1 1 3
a HP 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2
W Amps (FLA) 1.4 4 4 4 4 4 4 4 2.8
Amps (LRA) 6.2 6.7 • 6.7 6.7 6.7 6.7 6.7 6.7 11.3
1. Horsepower Per Compressor.
2. amp Draw Per Motor. Multiply Value By Number of Motors to Determine Total Amps.
•
•
•
1
V
i
Y
•
•
38
IIIIIIIIIIIIIIIII IIIIIIII1111111IIIlllllllllllllllllllllllllllllllllllllllllll
System Settings
• Project: C: \Program Files \WFSize2.x 1Pittman Brooks \PittmanBrooks.wf - (App Version: 2.1.10 File- Version: WFSystem- 2.1.10 - English)
Date: 12/6/2010 6:32:23 AM
Gas Type: Natural Gas
Supply Pressure: 7 -8 In WC Supply - .5 In WC Overall Pressure Drop [Standard]
.System. Layout
Gas Supply
• 2 11 11 First Tee [25.0 ft - 25A (1 ") CSST - 160. kBTU]
VTU -1 [20.0 ft - 20A (3/4 ") CSST - 80. kBTU]
- 011- TU -2 [20 :0 ft - 20A (3/4 ") CSST - 80. kBTU]
• .0000
• • •
• • •••••
•••••
• •••••
•
• 41 •
• ••
•
......
• •• ...... •
• • • • •
41••• ....
4141....
•41• • • •
• ..... • •• • •
• 4141.. •
•••41.41 • .....
• • •
•• •• • • •.•41•
•••••• • . •
•
i - 00410 ..4141
• 4141..
0410.
i .
•
•
•
.01RD LE..
: iIIIIIIIIIIIIIIIIIIh IIIIII IIIIIIII III IIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII
System Settings
Project: C: \Program Files1WFSize2.x \Pittman Brooks \PittmanBrooks.wf - (App Version: 2.1.10 File Version: WFSystei
Date: 12/6/2010 6:32:25 AM
Gas Type: Natural Gas
Supply Pressure: 7-8 In WC Supply - .5 In WC Overall Pressure Drop [Standard]
Material List
WARDFLEX Tubing Totals:
20A CSST - 40 ft
25A CSST - 25 ft
•
Pipe Totals:
WARDFLEX Fitting Totals: �•
20A CSST Mechanical Joint - 2 ••
20A CSST Valve - 2 •
Tee - 1 .
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