Report (2) e-ozopjcpc3 0/
71/0 S4- I -r-
CORBIN
MAR-HY Distributors
Calculations
for
HVAC Unit Restraints
Sheets Included:
R-1 thru R-2 Reference Sheet
S-1 thru S-2 Calculation Summary ti MORt
C-1 thru C-12 Restraint Calculations `cy�arsH,�,cr4
Appendix f y ,
AistA
tari
Abgg°
O ssiosi4'
1/20flZ
Prepared by: Tuan Tygart, EIT. ��Ep PROF
�f
Reviewed by: Dan Morell, P.E., S.E. �S1 - `�O
�' s
Project number: CC12001 J
OREGON
For: MAR-HY Distributors, Milwaukee, OR 6 l G, 2 10���`,
Date: January 16, 2012 MOF v,07,
CORBIN CONSULTING ENGINEERS,INC. kF'IRFS: I2/31/70 (?-
1905 NW 169th Place Suite 121,Beaverton,OR 97006 Tel:503/645-0176 Fax:503/645-0415
MAR-HY HVAC Unit Restraint Calculations
Project#12001
Calculation Summary:
The following calculations are to check the wind and seismic actions on the restraint clips for the
following RUUD HVAC units. They apply only in the states of Oregon and Washington and only under
the conditions as stated in the General Notes of the MAR-Fly RUUD HVAC UNIT RESTRAINTS details.
Small Units Size Dimensions Wt (lbs)
RQNL-B, RQPL-B, RRNL, RRRL, 2—5 Tons 50 13/16 32
/ x 44/50 381-
RRPL / 583
Medium Units(3 to 6 Ton Large
Footprint)
RKNL-A, RKPL-A,C, RLPL-A,C, 3—6 Tons 75%x 46/2x 35 500-635
RJPL-A, C, RLNL-A, C, RJNL-A,C 92 11/16 x 58 7/32 x 44/50
RKKL-B, RJNL-B,C, RLKL-B, RLNL-
B,C, RKNL-B
Large Units(7 to 25 Ton Large
Footprint)
RKKL-B, RJNL-B,C, RLKL-B, RLNL- 7.5 to 12.5 92 11/16 x 58 7/32 x 44/50 910-1311
B,C, RKNL-B Tons
RLKL-B, RLNL-B,C, RKNL-B,C 15 to 25 Tons 124 18/32 x 85 19/32 x 57 1797-2433
RJNL-B 15 to 25 Tons 152 1/16 x 85 29/32 x 57 1797-2433
Seismic Conditions
Seismic checks were performed using ASCE 7-05, Chapter 13 and ASD load combinations in Chapter 2.
The mapped spectral response acceleration,short period, S5= 1.50g. An Importance Factor, 1p=1.0 was
used. ASCE 7-05 defines ap=2.5 and Rp=6.0 as the worst case condition for HVAC units in Chapter 13. A
site class of D was assumed as the worst case condition. In addition,the following assumptions were
used regarding the placement of clips in order to meet the minimum spacing requirements for
perforations at the HVAC unit base when calculating the resulting seismic stresses on the tie downs:
A) Small units were assumed to have tie downs at the ends of the units
B) Medium units tie downs along the long direction were assumed to be 8 inches from the ends
and at the ends along the short direction
C) Large units were assumed to be evenly spaced in the long direction of the unit starting at the
end and ending 16"from the front of the unit,and at the ends along the short side of the unit.
Refer to sections C-1 and C-3 thru C-8 for results regarding the seismic evaluation of the restraint clips.
Irmo CO-iRIN CONSULIJ G EVGINEERS, IAC, _ IPege'of _
PROJECT NO: f foo! —
1905 NW 169th Place, Suite 121 PROJECT /vV\P- )Jy /Iv :"+ REVbowl
Beaverton,Oregon 97006 TITLE we: S)N snc;v Y DATE 1/t
`CORRIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR
+Y(,AR CHK
Wind Conditions
. Wind calculations were performed using ASCE 7-05,Section 6.5.15 and ASD load combinations in
Chapter 2.The following assumptions were used in the calculations:
- A) Exposure Class=C F) K,= 1.13
B) Velocity= 110 mph G) K 1
KA
C) Category Il building, I =1 H) Cf= 1.3
D) G=0.85 I) Force Increase Factor= 1.9(Sect.
E) Kd=0.90 6.5.15.1),worst case
In addition, a maximum height of 60 feet is assumed and the building is away from hills, ridges and
escarpments that can result in increased wind velocities. Areas in the Columbia River Gorge, along the
coast or in area with hills,ridges and escarpments that would result in changes to the above
assumptions should result in a reevaluation of the clip designs to meet the location conditions.
Refer to sections C-2 and C-9 thru C-12 for results regarding the wind evaluation of the restraint clips.
Results
Wind pressure was the controlling condition for restraint clip checks. Overturning moments calculated
for the various configurations are summarized on C-2. The clips are shown to be adequate for
overturning due to wind events that fall within the parameters given above. HVAC curb was assumed to
resist shear loads.Strength checks were not made for the base rails, roof curbs,etc.as these items are
designed by others.
PROJECT NO: 1?U� Fowl
CORBIN CONSULTFG ENGI\EERS, r\C. - -- - n
Liii1905 NW 169th Place, Suite 121 PROJECT _.(04 ,;,)/ iL�/1�, i�C,�v;','A'"r; REV
Beaverton,Oregon 97006 TITLE _;.1 r_r DATE );/2
CORRIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR � ' ''' ` , �' CHK
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lorio CORBIN CONSULTING ENGINEERS, I\C, PROJECT NO: 1200 C,l
1905 NW 169th Place, Suite 121 PROJECT if;/)e.-1.//11 vet~et./e 2Nu,pa REV _Beaverton,Oregon 97006 TITLE �� c �,Lc k _ DATE 1jlz
CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR v A,J 'i).7„4 a;
_,. CHK �/
LodiCorbin Consulting Engineers,Inc. Project No: 12001 Page_of
1905 NW 169th Place,Suite 121 Project Fan Clip Check Rev:
Beaverton,Oregon 97005 TitleCenter of Gravity/Wind Check Date.
CORBE6 Tel:503/645-0176 Fax:503/645.0415 Originator Tuan Tygart CHK:
Center of Gravity Calculations (Refer to Reference material for unit dimensions and corner weight percentages(
Small Footprint (1.5 to 5 ton) Max
Size weight Corner% CG
Model x y 6 lbs. 1 2 3 4 o
RONL RQPL y Z
/ 50.8125 47.594 41 510 29% 30% 21% 20% 20.83 24.27 22-55 2-4 TON
RQPW/RSPL/RSNL 50.8125 47.594 41
RRNURRPL/RRRL 50.8125 47.594 41 583 29% 30% 2255 No Info.,Assume similar to RRNL Series
21% 20% 20.83 24.27 22.55 1.5 to 5 ton Worst Case Loading
Med Footprint (3 to 6 ton large footprint)
RKNL/RKPL 75.5 46.5 35 597 38.25 25.75 19.25 3-S TON
RJNL/R pI, 75.5 46.5 35 620 38.25 25.75 19.253-Ston
RKKL 81.5 46.5 35 689 38.25 25.75 19.25 6Ton
RJNL/RJPL 81.5313 48.0625 35 620 39 26.125 19.25 6 ton
RKNL-9 93.6875 58.75 44 1274 23% 33% 27% 17% 41.22 35.25 24.26 to 125 tons Worst Case loading and most surface area
Large Footprint (7.5 to 25 ton large footprint)
RKKL 92.6875 58.75 44 1274 21% 30% 35% 14% 45.42 33.19 24,2 7ton
RKKL 92.6875 58.75 44 1274 23% 33% 27% 17% 40.78 35.25 24.210 ton
RKKL 92.6875 58.75 44 1274 14% 44% 30% 12% 38.93 43.48 24.212 ton
SNL 92.6875 58.219 44 1193 22% 32% 26% 20% 42.64 33.77 24,2 7.5 TON
RJNL 92.6875 58.219 50 1193 22% 32% 26% 20% 42.64 33.77 27110 TON
RKNL-B 93.6875 58.75 44 1274 23% 33% 27% 17% 41.22 35.25 24.2 6 to 12.5 tons
9661-9 124.094 85.594 57 2093 24% 32% 27% 16% 53.36 50,50 31.3515-20 TON
RKNL 152.053 85.906 57 2433 24% 32% 27% 16% 65.39 50.68 31.3515-20 TON Worst Case loading
yf
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r 4 ,i rr i wT"
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Wind Overturning Moment Check .�-- Al o r i= ,..• r r,� .-O r: IT _ , ,;r-r ^c,., --+i E•i j {'
: _
Perpendicular to LonAxis Controls ,1 Refer to C-12 thru C-15 for Wind Force Calculations I; rU 2 S#vil MIG(.! ±1,e. '/
min unit \.::,,
Unit Wt.(Lbs) 0.6`Wt F(lbs) h(ft) width y(ft) CG y(ft) OM(ft•Lb) RM(ft•Ib) Total M T=C(lbs) No Legs T/C T/Leg , Max C/leg
Small 380 228 958 3.42 3.97 1.94 1636.6 443.10 1193.48 300.92 2 150.46' 352.07
Med 500 300 2152 2.92 4.01 1.83 3138.3 548.44 2589.90 646.63 4 161.66 355.14
Large 1797 10782 3981 4.75 7.16 2.94 9454.9 3164.65 6290.23 878.67 5 175.73_ 507.45
s GLr�
CG y=Shortest dist to CG y from reference --- f_ C �'-j�i ��
(OM)Overturning Moment=Ph/2 n
(SM)Resisting Moment=0.6•WCGy g-C_r_( U,,, o P . ( N )'°'4--
O!s-
(T)Tension
v v (C)Compression p`7 k„,--- L r/ .---,•iti.G r� `�
1 Max C/Leg=(Max wt/No tot.legs(+(OM/y/No.legs in C)
Corbin Consulting Engineers, Inc. Project No: 12001 Page I of z
1905 NW 169th Place, Suite 121 Project RRNL, Etc, Small Ftpri Rev:
Beaverton, Oregon 97006 Title Fan Clip Check Date :
• CORBIN Tel: 503/645-0176 Fax:503/645.0415 Originator Tuan Tygart CHK:
- Seismic Anchorage Design: input items in grey cells
Seismic Inputs Per ASCE 7-05§ 13.3.1
ap= 2.5 Component amplification factor Is tool on RMF? N
Rp= 6 Component response modification factor
SDs= 1 Short period component amplification factor
1p= 1 Component importance factor
z = 60 ft Height in structure of point of attachement
h = 60 ft Average roof hieght
Wp= 583 # Componet operating weight
Horizontal Seismic Force:
Fp= 292 # Fp=(0.4ap Sas WpJ/(Rp/lp)(1 +2z/h) ASCE 7-05 EQ 13.3-1
Fp max= 933 # F p mox =1.6 Sas 1p W p ASCE 7-05 EQ 13.3-2
Fp min = 175 # F,„in =0.3 Sas 1 p Wp ASCE 7-05 EQ 13.3-3
Fp des= 291.50 # Strength Design
Fp ASD = 204.05 # Allowable Stress Design Fp ASD=Fp Des *0.7 IBC EQ 16-15
Vertical Seismic Force:
Fp vert= 117 # Fp vert=0.2SasWp ASCE 7-05§13.3.1
Fp v asd = 82 # Fp v asd=0.7 Fp vert IBC EQ 16-15
Tool Geometry:
Height(H) 41 inches distance to c.g. (z)= 22.55 inches
Length (X) 50.8125 inches distance of supports(x) = 46.81 inches
Width (Y) 47.594 inches distance of supports (y)= 45.47 inches
distance of c.g. to support x1 = 18.83 inches
distance of c.g. to support yl = 23.21 inches
No. of legs in ten.(x)= 2 No. of legs in com.(x): 2
No. of legs in ten.(y)= 2 No. of legs in com.(y): 2
No. legs in shear= 4
1
IIuI
/' . /
Corbin Consulting Engineers, Inc. Project No: 12001 C
Page Z. of Z
1905 NW 169th Place, Suite 121 Project RRNL, Etc, Small Ftprl Rev:
Beaverton, Oregon 97006 Title Fan Clip Check Date :
- COR2BIN Tel: 503/645-0176 Fax:503/645.0415 Originator Tuan Tygart CHK :
- Check Tool for overturning: in x direction
Mot= 4,601 #-in Mot=(Fp ASD)*(z)
Mres(x)= 5,051 #-in Mres=(f.6*Wp]-[Fp v asd]) *x1 .6 Wp per IBC EQ 16-15
Check if Mres(x)>Mot No net overturning
Check Compressive Force on support(x):
C = 496 # C=[Mot+(distance of supports(x)-x1)*(Wp+Fp v asd)]/distance of supports(x)
c per leg= 248 #max/leg N/A Not on RMF
Anchorage Design: x
Strength Design values:
Mot sd = 6,573 #--ft Mot sd=Fp des(z)
Mres (x)s= 7,686 #-ft Mres(x)s=(.9Wp-Fp vert)(x1) 0.9Wp per IBC EQ 16-7
T= -24 # Tension force on legs=T=(Mot sd-Mres(x)s)/x
Tension per leg = 0 #Tension per Ieq Tension per leg =T/[No. of legs in ten.(x)]
Check Tool for overturning: in y direction
Mres (y)= 6,225 #-in Mres(y)=(.6*Wp-Fp v asd)*yl .6 Wp per IBC EQ 16-15
- Check if Mres (y)> Mot No net overturning
Check Compressive Force on support(y):
C = 427 # C=[Mot+(distance of supports(y)-y1)*(Wp+Fp v asd)]/distance of supports(y)
c per leg= 213 #max/leg N/A Not on RMF
Anchorage Design:y
Strength Design values:
Mres (y)s= 9,472 #-ft Mres(y)s=(.9Wp-Fp vert)(y1) 0.9Wp per IBC EQ 16-7
T= -64 # Tension force on legs=T=(Mot sd-Mres(y)s)/y
Tension per leg = 0 #Tension per leg Tension per leg=T/(No.of legs in ten.(y)]
Anchorage Requirements:
Max shear on leg = 73 # Max shear on leg=Fp des/(No.legs in shear)
Max tension on leg = 0 #
. '''//(
)a'
CCorbin Consulting Engineers, Inc. Project No: 12001 Page I of .l
1905 NW 169th Place, Suite 121 Project Med Ftprt Rev:
Beaverton, Oregon 97006 Title Fan Clip Check Date :
• CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Tuan Tygart CHK :
Seismic Anchorage Design: input items in grey cells
Seismic Inputs Per ASCE 7-05§13.3.1
ap= 2.5 Component amplification factor Is tool on RMF ? N
Rp= 6 Component response modification factor
SDS = 1 Short period component amplification factor
Ip 1 Component importance factor
z = 60 ft Height in structure
g of point of attachement
h = 60 ft Average roof hieght
Wp= 1,274 # Componet operating weight
Horizontal Seismic Force:
Fp = 637 # Fp=(0.4 a p SDs W p)/(R p/I p)(1+2 z/h) ASCE 7-05 EQ 13.3-1
Fp max= 2038 #
F p,,,°X-16. as 1p Wp ASCE 7-05 EQ 13.3-2
Fpmin = 382 # F,,,,,, =0.35Ds 1p Wp
ASCE 7-OS EQ 13.3-3
Fp des = 637.00 # Strength Design
Fp ASD= 445.90 # Allowable Stress Design Fp ASD=Fp Des *0.7 IBC EQ 16-15
Vertical Seismic Force:
Fp vert= 255 # Fp vert=0.2 Sas W
Fpvasd = 178 # p ASCE 7-05§13.3.1
Fpvasd=0.7Fp vert IBC EQ 1615
Tool Geometry:
Height(H) 50 inches distance to c.g. (z)=
Length (X) 93.6875 inches distance ( ) 27.50 inches
of supports(x)= 73.69 inches
Width (Y) 58.75 inches distance of supports PP (y)= 54.75 inches
distance of c.g. to support xl = 31.22 inches
distance of c.g. to support yl = 33.25 inches
,
I No. of legs in ten.(x)= 4 No. of legs in com.(x): 4
No. of legs in ten.(y)= 4 No. of legs in com.(y): 4
No. legs in shear= 8
f ;
i + +
' I
l ' '
4 -
CCorbin Consulting Engineers, Inc. Project No: 12001 Page Z of Z
1905 NW 169th Place, Suite 121 Project Med Ftprt Rev:
Beaverton, Oregon 97006 Title Fan Clip Check Date
' CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Tuan Tygart CHK:
Check Tool for overturning: in x direction
Mot= 12,262 #-in Mot=(Fp ASD)*(z)
Mres(x) = 18,296 #-In Mres=([.6*Wp]-[Fp v asd)) *x1 .6 Wp per IBC EQ 16-15
Check if Mres(x)>Mot No net overturning
Check Compressive Force on support(x):
C = 1,003 # C=[Mot+(distance of supports(x)-x1)*(Wp+Fp v asd)]/distance of supports(x)
c per leg= 251 #max/leg N/A Not on RMF
Anchorage Design:x
Strength Design values:
Mot sd= 17,518 #--ft Mot sd=Fp des(z)
Mres(x)s= 27,842 #-ft Mres(x)s=(.9Wp-Fp vert)(x1) 0.9Wp per IBC EQ 16-7
T= -140 # Tension force on legs=T=(Mot sd-Mres(x)s)/x
Tension per leg = 0 #Tension per leg Tension per leg =T/[No. of legs in ten.(x)]
Check Tool for overturning: in y direction
Mres (y)= 19,486 #-in Mres(y)=(.6*Wp-Fp v asd) *y1 .6 Wp per IBC EQ 16-15
Check if Mres (y)> Mot No net overturning
Check Compressive Force on support(y):
C = 794 # C=[Mot+(distance of supports(y)-y1)*(Wp+Fp v asd))/distance of supports(y)
c per leg= 199 #max/leg N/A Not on RMF
Anchorage Design: y
Strength Design values:
Mres(y)s= 29,652 #-ft Mres(y)s=(.9Wp-Fp vert)(yl) 0.9Wp per IBC EQ 16-7
T= -222 # Tension force on legs=T=(Mot sd-Mres(y)s)/y
Tension per leg = 0 #Tension per leg Tension per leg=T/[No. of legs in ten.(y)]
Anchorage Requirements:
Max shear on leg = 80 # Max shear on leg=Fp des/(No. legs in shear)
Max tension on leg = 0 # 6.„ �� a -,5
zP t r
C-4-H
Corbin Consulting Engineers, Inc. Project No: 12001 Pae t of Z
C 1905 NW 169th Place, Suite 121 g
Project RJNL, Etc, Lrg Ftprt Rev:
Beaverton, Oregon 97006 Title Fan Clip Check Date :
. CORBmJ Tel: 503/645-0176 Fax: 503/645.0415 Originator Tuan Tygart CHK:
- Seismic Anchorage Design: input items in grey cells
Seismic Inputs Per ASCE 7-05§ 13.3.1
ap = 2.5 Component amplification factor Is tool on RMF ? N
Rp= 6 Component response modification factor
SOS= 1 Short period component amplification factor
Ip = 1 Component importance factor
Z = 60 ft Height in structure of point of attachement
h = 60 ft Average roof hieght
Wp= 2,433 # Componet operating weight
Horizontal Seismic Force:
Fp= 1217 # Fp=(0.4 a p Sas W p)/(R p/i p)(1 +2 z/h) ASCE 7-05 EQ 13.3-1
Fp max = 3893 # 1.1.6S
DS p max -- 6 OS I p Wp ASCE 7-05 EQ 13.3-2
Fp min = 730 # F min =0.3 5 as 1p W p ASCE 7-05 EQ 13.3-3
Fp des = 1216.50 # Strength Design
Fp ASD= 851.55 # Allowable Stress Design Fp ASD=Fp Des*0.7 IBC EQ 16-15
Vertical Seismic Force:
Fp vert= 487 # Fp vert=0.2 505 Wp ASCE 7-05§13.3.1
Fp v asd = 341 #
Fp v asd=0.7 Fp vert IBC EQ 16-15
Tool Geometry:
Height(H) 57 inches distance to c.g. (z -
)- 31.35 inches
Length (X) 152.063 inches
distance of supports(x) = 67.03 inches
Width (Y) 85.906 inches distance of supports(y)= 81.91 inches
distance of c.g. to support x1 = 63.39 inches
distance of c.g. to support yl = 48.69 inches
No. of legs in ten.(x)= 5 No. of legs in com.(x): 3
No. of legs in ten.(y)= 5 No. of legs in com.(y): 2
No. legs in shear= 10
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CCorbin Consulting Engineers, Inc. Project No: 12001 Page sof 1 _
1905 NW 169th Place, Suite 121 Project RJNL, Etc, Lrg Ftprt Rev:
Beaverton, Oregon 97006 Title Fan Clip Check Date :
• CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Tuan Tygart CHK :
• Check Tool for overturning: in x direction
Mot= 26,696 #-in Mot=(Fp ASD)*(z)
Mres(x)= 70,941 #-in Mres=((.6*Wp]-[Fp v asd]) *x1 .6 Wp per IBC EQ 16-15
Check if Mres (x)> Mot No net overturning
Check Compressive Force on support(x):
C = 549 # C=(Mot+(distance of supports(x)-x1)*(Wp+Fp v asd)]/distance of supports(x)
c per leg= 183 #max/leg N/A Not on RMF
Anchorage Design:x
Strength Design esign values:
Mot sd = 38,137 #--ft Mot sd=Fp des(z)
Mres (x)s= 107,954 #-ft Mres(x)s=(.9Wp-Fp vert)(x1) 0.9Wp per IBC EQ 16-7
T= -1042 # Tension force on legs=T=(Mot sd-Mres(x)s)/x
Tension per leg= 0 #Tension per leg Tension per leg =T/[No. of legs in ten.(x)]
Check Tool for overturning: in y direction
Mres (y)= 54,487 #-in Mres(y)=(.6*Wp-Fp v asd) *yl .6 Wp per IBC EQ 16-15
Check if Mres(y)> Mot No net overturning
Check Compressive Force on support(y):
C = 1,451 # C=[Mot+(distance of supports(y)-y1)*(Wp+Fp v asd)]/distance of supports(y)per leg= 725 #max/leg N/A Not on RMF
Anchorage Design: y
Strength Design values:
Mres(y)s= 82,915 #-ft Mres(y)s=(.9Wp-Fp vert)(y1) 0.9W
p per IBC EQ 16-7
T= -547 # Tension force on legs=T=(Mot sd-Mres(y)s)/y
Tension per leg = 0 #Tension per leg Tension per leg=T/(No. of legs in ten.(y)]
•
Anchorage Requirements:
Max shear on leg = 122 # Max shear on leg=Fp des/(No.legs in shear)
Max tension on leg = 0 # 0.0,: 67ovco,mss
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COREIN CONSULTIC ENCT\EERS, INC, PROJECT NO: _ / _ (-90 }, _Paw �
1905 NW 169th Place, Suite 121 PROJECT /�?r��z �/ f/✓�C [z ,ry,q�[�1. REV _
Beaverton, Oregon 97006 TITLE _wi - C-4L DATE r I.
CORBIN Tel. 503/645-0176 Fax: 503/645-0415 '
ORIGINATOR waM_y�>�¢�* — CHK
Corbin Consulting Engineers, Inc. Project No: /zap I Page I of 1
1905 NW 169th Place, Suite 121 Project
1 - /km/2-Hi 14vAc rL.,P Rev
Beaverton, Oregon 97006 Title -
•
CORRIN Tel: 503/645-0176 Fax: 503/645.0415 Originator - �k-����R r��'y '?"spate : -
g 1,4, i)/,/we CHK
Wind Loads on Rooftop Structures and Equipment
. Based on the 2009 International Building Code and ASCE 7-05, 6.5.15.1
TYPICAL SCREEN WALL
OH ,/%/
Dv ‘% /f// TYPICAL MECHANICAL UNIT
-'---- 00 iI F
OH /
� h
*�"
H 111 :1V'''
**P. I°'
F
V
, iH
"4---:
Input /
Exposure = C exposure category [6.5.6.3]
lc = 1.00 topographic factor [Figure 6-4]
I = 1.00
importance factor [Table 6-1]
V = 110 (mph) basic wind speed (3-second gust)
B = 100 (ft) horizontal dimension of building measured normal to the wind direction
h = 60 (ft) mean roof height of a building (eave height if roof angle <10`)
H = 60 (ft) height to top of stucture or equipment
• Dv = 3.42 (ft) height of rooftop structure or equipment
DH = 4.23 (ft) width of rooftop structure or equipment
• Analysis
z = 56.58 (ft) height above ground level
Kz = 1.130 velocity pressure exposure coefficient [Table 6-3]
Kd = 0.90 wind directionality factor [Table 6-4]
9z = 0.00256KZKZtKdV2J [Equation 6-15]
qz = 31.5 (Ib/ft2) velocity pressure [Equation 6-15]
G = 0.85 gust effect factor [6.5.8.1]
Cf= 1.3 force coefficient [Figure 6-21]
Af = 14.5 (ft2) area of structure normal to the wind direction
Bh = 6000.0 (ft2) building area normal to the wind direction
x = 1.9 force increase factor [6.5.15.1]
Results
F= xq,GCfAf [Equation 6-28 and 6.5.15.1]
P = 66.1 (Ib/ft2) design wind pressure, P = xq Z GC f
F = 958 (Ib) design wind force
CCorbin Consulting Engineers, Inc. Project No: I y.tp I Page I of•
1905 NW 169th Place, Suite 121 Project - rilgn -ii') 1144c /,,n Rev.
Beaverton, Oregon 97006 Title 6v , t1,,13_6,70,,i)Date : !
CORBIN Tel: 503/645-0176 •Fax: 503/645.0415 Originator - �,;.� ;., nG_r CHK :
Wind Loads on Rooftop Structures and Equipment
. Based on the 2009 International Building Code and ASCE 7-05, 6.5.15.1
TYPICAL SCREEN WALL
DH0/\
DV
DV TYPICAL MECHANICAL UNIT
D I,
t \ � F �.
V
Input
Exposure = C exposure category [6.5.6.3]
Kzt = 1.00 topographic factor [Figure 6-4] •
I = 1.00 importance factor [Table 6-1]
V = 110 (mph) basic wind speed (3-second gust)
B = 100 (ft) horizontal dimension of building measured normal to the wind direction
h = 60 (ft) mean roof height of a building (eave height if roof angle <10°)
H = 60 (ft) height to top of stucture or equipment
Dv = 4.17 (ft) height of rooftop structure or equipment
DH = 7.81 (ft) width of rooftop structure or equipment
Analysis
z = 55.83 (ft) height above ground level
Kz = 1.130 velocity pressure exposure coefficient [Table 6-3]
Kd = 0.90 wind directionality factor [Table 6-4]
qZ = 0.00256KZKZtKdV2J [Equation 6-15]
qz = 31.5 (Ib/ft2) velocity pressure [Equation 6-15]
G = 0.85 gust effect factor [6.5.8.1]
Cf = 1.3 force coefficient [Figure 6-21]
Af = 32.5 (ft2) area of structure normal to the wind direction
Bh = 6000.0 (ft2) building area normal to the wind direction
x = 1.9 force increase factor [6.5.15.1]
Results
F= xGC A
qZ r rE nation 6-28
[ q and 6.5.15.1]
P = 66.1 (Ib/ft2) design wind pressure, P = xgZGC f
F = 2152 (Ib) design wind force
Corbin Consulting Engineers, Inc. Project No: - ) Page 1 of )
1905 NW 169th Place, Suite 121 Project In y�q�(�,p Rev
Beaverton, Oregon 97006 Title 1.a-u r(-j.rs,.,,,) Date : 1 - i 2
•
CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator - TA,, 1.7Y -i CHK :
Wind Loads on Rooftop Structures and Equipment
. Based on the 2009 International Building Code and ASCE 7-05, 6.5.15.1
TYPICAL SCREEN WALL
DH ,,.----7.111\
DV � f TYPICAL MECHANICAL UNIT
‘Ici hHFH
V
i
Input
Exposure = C exposure category [6.5.6.3]
Kzt = 1.00 topographic factor [Figure 6-4]
I = 1.00 importance factor [Table 6-1]
V = 110 (mph) basic wind speed (3-second gust)
B = 100 (ft) horizontal dimension of building measured normal to the wind direction
h = 60 (ft) mean roof height of a building (eave height if roof angle <10°)
H = 60 (ft) height to top of stucture or equipment
Dv = 4.75 (ft) height of rooftop structure or equipment
DH = 12.67 (ft) width of rooftop structure or equipment
. Analysis
z = 55.25 (ft) height above ground level
Kz = 1.130 velocity pressure exposure coefficient [Table 6-3]
Kd = 0.90 wind directionality factor [Table 6-4]
qz = 0.00256KZKZtKdV2J [Equation 6-15]
qz = 31.5 (Ib/ft2) velocity pressure [Equation 6-15]
G = 0.85 gust effect factor [6.5.8.1]
Cf = 1.3 force coefficient [Figure 6-21]
Af = 60.2 (ft2) area of structure normal to the wind direction
Bh = 6000.0 (ftz) building area normal to the wind direction
x = 1.9 force increase factor [6.5.15.1]
Results
F= xg2GCfAf [Equation 6-28 and 6.5.15.1]
P = 66.1 (Ib/ft2) design wind pressure, P = xg2GC f
F = 3981 (Ib) design wind force
Analysis of Stresses on Anchor Clips for Residential HVAC Units
Application in Areas of 110 mph Wind Speed and 60 ft Height 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
piY 5711,`C1::=
height >�
screw
ol spacing
II base
Attachment to HVAC unit consists of four#12 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 is assumed to provide lateral stability in all directions.
Input:
Max tension load on bracket(maximum of seismic and wind) 151 lbs cc-- r D rs t
Number of attachment screws 4 c, t C (j A ( ‘2'
Prying distance from bottom screw to top Bent plate 1.25 in
Base of bracket 2.13 in
Height of bracket 3.38 in
Width of bracket 4.00 in
Thickness of bracket 0.188 in
Distance between screws(vertical) 0.75 in
Bending moment at corner 321 in-lbs
(tension load per restraint*base dimension)
Output:
Cross section area of bracket(width*thickness) 0.75
Section modulus of bracket 0.023 inA3
Bending stress on one-half of bracket 13,691 psi
(bending moment/section modulus)
Max allowable stress of steel(2/3 Fy,Fy=32 ksi) 32 21,333 psi
Allowable stress/bending stress 1.56 >1.0 OK Clip is adequate
Tension force in screws from tension load 257 lbs
(tension load•base/prying distance)
Shear force per screw from tension load 38 lbs
(tension load/#of screws)
Allowable tension load on#12-14 HILTI self drilling screws 132 lbs
(Per ICC report ESR 2196 Table 2 into 18 ga i.e.0.048")
Allowable shear load on#12-14 HILTI self drilling screws 308 lbs
(Per ICC Report ESR 2196 Table 4)
Allowable tension load/(total tension load/(#of screws/2) 1.03 >1.0 OK Screw is adequate
Allowable shear load/shear per screw 8.16 >1.0 OK Screw Is adequate
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
#12 Hilti Kwik Self drilling screws,when installed per manufacturer
guidelines,according to attached installation drawings.
• Limitations are Indicated on the installation drawing.
CORBII` CONSULTT'G ENGINEERS, INC, Pa"
.0 NO: I� d C> t 9�3 CI`4
1905 NW 169th Place, Suite 121 PROJECT H v�C- vrAn7 (�)`5T�'H ,., % REV
�,� Beaverton,Oregon 97006 TITLE =L I t' 01-';•/6 '�- DATE )/IV/z
CORBIN Tel. 503/645-0176 Fax: 503/645-0415 ORIGINATOR _[1 I _ CHK
Analysis of Stresses on Anchor Clips for Residential HVAC Units
Application in Areas of 110 mph Wind Speed and 60 ft Height or Less
5♦Brackets per Unit
/41 r D//46_6-' (,,,^-,17- r'—
Simplify Stresses on Bracket by Assuming:
Point of bending is about corner due to tension load rte'! ��
• Point of application of tension load is top of bracket
Load on screws based on distance between screws
Tension
Load
height t O� Yi N t._ C1 i 51
screw
14 base
J spacing
Attachment to HVAC unit consists of four#12 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 is assumed to provide lateral stability in all directions.
Input:
Max tension load on bracket(maximum of seismic and wind) 175 lbs 0 •',/c h Oil e'v F 0/1 a�•+'� r:
Number of attachment screws 4 S C e P, G—�
Prying distance from bottom screw to top Bent plate 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
503 in-lbs
(tension load per restraint*base dimension)
• Output:
Cross section area of bracket(width*thickness) 0.75
Section modulus of bracket 0.023 inA3
Bending stress on one-half of bracket 21,467 psi
(bending moment/section modulus)
Max allowable stress of steel(2/3 Fy,Fy=33 ksi) 33 22,000 psi
Allowable stress/bending stress 1.02 >1.0 OK Clip is adequate - • G r: '{` "J.''
Tension force in screws from tension load 252 lbs c
(tension load*base/prying distance)
Shear force per screw from tension load 44 lbs
(tension load/#of screws)
Allowable tension load on#12-14 HILTI self drilling screws 132 lbs
(Per ICC report ESR 2196 Table 2 into 18 ga i.e.0.048")
Allowable shear load on#12-14 HILTI self drilling screws 308 lbs
(Per ICC Report ESR 2196 Table 4)
Allowable tension load/(total tension load/(#of screws/2) 1.05 >1.0 OK Screw is adequate '
Allowable shear load/shear per screw 7.04 >1.0 OK Screw is adequate -
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
#12 Hilti Kwik Self drilling screws,when installed per manufacturer
guidelines,according to attached installation drawings.
Limitations are indicated on the installation drawing.
Page'
ip CORBTc CONSULTT\G ENGINEERS IA0-60C, PROJECT NO: GG I _ _ _
1 1905 NW 169th Place, Suite 121 I PROJECT Hvoc_ L)"iT1? t=:nF`4',,71 REV
Beaverton,Oregon 97006 TITLE `n.tr_ et P pe", DATE i//8/r?_
CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR f) i - CHK