Specifications 7D U t-vz/ um/
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 MORE
C-1 thru C-12 Restraint Calculations ,sc�,o� . HINOQ
Appendix
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Prepared by: Tuan Tygart, EIT. EO PR
8/.
Reviewed by: Dan Morell, P.E., S.E.
Project number: CC12001
OREGON
For: MAR-HY Distributors, Milwaukie, OR 4 -'o, 2 l0\ \,
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Date: January 16, 2012 Ft MO
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CORBIN CONSULTING ENGINEERS,INC. PIRES: 12/31/20 (2-
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-HY RUUD HVAC UNIT RESTRAINTS details.
Small Units Size Dimensions Wt (lbs)
RQNL-B, RQPL-B, RRNL, RRRL, 2—5 Tons 50 13/16 x 47 19/32 x 44/50 381-583
RRPL
Medium Units(3 to 6 Ton Large
Footprint)
RKNL-A, RKPL-A,C, RLPL-A,C, 3—6 Tons 75%x 46'/2 x 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, Ip=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.
rio CORBI� CONS[1LTT�G ENGT�EERS,[\C, , Pe_
PROJECT NO: /poi
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1905 NW 169th Place, Suite 121 PROJECT /��AR. 1I'! EIv.,, '✓_f;,r,,�` , REVlikamil J
Beaverton,Oregon 97006 TITLE �nkt � r: ,IJIA Sore ,-,A.1" DATE 1/).7.
CORRIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR
!i�h^� YC,A4-1 _ CHK J
•
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 =
Z 1.13
3
B) Velocity= 110 mph G) K2 = 1
C) Category II 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.
AP "ii CORP CONSULTI'G ENGNEERS -\C. PROJECT NO: )10b
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1905 NW 169th Place, Suite 121 PROJECT �, i_ 0414. l;:`,T; , r, REV _
Beaverton,Oregon 97006 TITLE {'1< < <.�� �, ;,�, ����.�.., •
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PAr"'"' CORBIN CONSULTING ENGINEERS, INC. PROJECT NO: —
111111 1905 NW 169t1) Place, Suite 121 PROJECT /11/ / '4L,etde, 4mo-spa REV
Beaverton,Oregon 97006TITLE kii,c DATE I ji z
CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR A,..) i ,47 CHK
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Corbin Consulting Engineers,Inc. Project No: 12001 Page_of
1905 NW 169th Place,Suite 121 Protect Fan Clip Check Rev:
Beaverton,Oregon 97005 Title Center of Gravity/Wind Check Date
CORBL"7 Tel:503/645-0176 Far 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 h lbs. 1 2 3 4 x v z
RQNL/RQPL 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 2255 No Info.,Assume similar to RRNL Series
RRNL/RRPL/RRRL 50.8125 47.594 41 583 29% 30% 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 3-5 TON
RJNL/RJPL 75.5 46.5 35 620 38.25 25.75 19.25 3-5 ton
RKKL 81.5 46.5 35 689 3825 25.75 19.25 6Ton
0iN1/R1PL 81.5313 48.0625 35 620 39 26.125 1.9.25 6 ton
RKNL-B 93.6875 58.75 44 1274 23% 33% 27% 17% 41.22 35.25 24.2 6 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 24.2 10 ton
RKKL 92.6875 58.75 44 1274 14% 44% 30% 12% 38.93 43.43 24.212 ton
RiNL 92.6875 58.219 44 1193 22% 32% 26% 20% 42.64 33.77 24.2 75 TON
RJNL 92.6875 58.219 Sc 1193 22% 32% 26% 20% 42.64 33.77 27.5 10 TON
36141-8 93.6875 58.75 44 1274 23% 33% 27% 17% 41.22 35.25 24.26 to 12.5 tons
RKKL-13 124.094 85.594 57 2093 24% 32% 27% 16% 53.36 5050 31.35 15-20 TON
RKNL 152.063 85.906 57 2433 24% 32% 27% 16% 65.39 50.68 31.3515-20705 Worst Case loading
3
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Wtnd Overturning Moment Check �- N 01-is _rG.:4 r t..__ f'F, ,sr. ' _ _r y.: _-i;E,r� Ur E:i(.')
te r_ T-0 t _C.r'i i ..,
Perpendicular to Lon Anis Cong trds /i� Refer to C-12 thru C-IS for Wind Force Calculations r--,,2 S =f-^ ' •'U i 5
min unit
Unit Wt.(Lbs) 0.6'Wt F(lbs) h(ft) width y(ft) CGy(ft) OM(ft'Lb) RM(ft'Ib) Total M T=C(lbs) No Legs T/C T/Leg Max C/leg
Small 380 228 95a 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
n 1• rJ GL/fes
CG y=Shortest dist to CGy from reference "'- 5 G f" �. ����
(OM)Overturning Moment=F'h/2 _ O
('� (PM)Resisting Moment=0.6'W'CGy f. �-1-F UJ F� r .- Cr,f�J
\ t (T)Tension 7 7 ✓
� (C)Compression p'7l� C (:' 4 K6.!:.: L
1 Max C/Leg=(Max wt!No tot.legs)+(OM/y/No.legs in C)
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, C,
Corbin Consulting Engineers, Inc. Project No: 12001 Page 1 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
R = 6 Component response modification factor
Sos= 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=(0.4 a n Sos W P)/(R pd p)(1 +2 z/h) ASCE 7-05 EQ 13.3-1
Fp max = 933 # F p mox =1.6 Sos I, Wp ASCE 7-05 EQ 13.3-2
Fp min = 175 # Fmin =0.3Sas 1p Wp ASCE7-05EQ13.3-3
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=0.2 5 os W p 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
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Corbin Consulting Engineers, Inc. Project No: 12001 Page Z of Z
1905 NW 169th Place, Suite 121 Project RRNL, Etc, Small Ftpr1 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= 4,601 #-in Mot=(Fp AO)*(z)
Mres(x)= 5,051 #-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 = 496 # C=[Mot+(distance of supports(x)-x1)*(Wp+Fp v asd)]/distance of supports(x)
c per leg= O
g 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 #
CCorbin Consulting Engineers, Inc. Project No: 12001 Page I of x
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:9n: 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 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 #
Fpmax =l.6Sps Ip Wp ASCE 7-05 EQ 13.3-2
Fp min = 382 # F min =0.3 S os l W
P p ASCE 7-05 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 S os W
Fpvasd = 178 # P ASCE 7-05§13.3.1
Fpvasd=0.7 Fp vert IBC EQ 16-15
Tool Geometry:
Height(H) 50 inches distance to c.g. (z —
) 27.50 inches
Length (X) 93.6875 inches
distance 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 x1 = 31.22 inches
distance of c.g. to support yl = 33.25 inches
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
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CCorbin Consulting Engineers, Inc. Project No: 12001 Page Z of 2.
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 ascii) *x1 .6 Wp per IBC EQ 16-15
Check if Mres(x)>Mot No net overturning
Check Compressive Force on support upport(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 osd) *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)(y1) 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 # ,,G <)5
Corbin Consulting Engineers, Inc. Project No: 12001 Page I of Z.
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 :
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 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 Sos W )/(R // )(1 +2 z/h) ASCE 7-05 EQ 13.3-1
Fp max= 3893 # F p max=1.6 S os /p Wp ASCE 7-05 EQ 13.3-2
Fp min = 730 # F min =0.3 S ps /p Wp 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 Sas Wp ASCE 7-05§13.3.1
Fpvasd = 341 #
Fpvasd=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
1 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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•
x.
CCorbin Consulting Engineers, Inc. Project No: 12001 Page sof I _
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=(1.6*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 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
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)
c 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) 0.9Wp 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 # , L o vco 05, 71
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CORBII` CONSULTING ENCT\EERSPROJECT NO:
,INC. Page:
-9 i y,.'
o!
]905 NW 169th Place, Suite 121 PROJECT f�?/j2-tl y f/✓a [�,p�4�0C r-1. REV
Beaverton,Oregon 97006 TITLE /,,),w,> c DATE
CORBIN Tel: 503/645-0176 Fax:503/645-0415 -777a—Ana
ORIGINATOR %Y�,��'^' CHK
•
Corbin Consulting Engineers, Inc. Project No: - 1zoa I Page i of I
1905 NW 169th Place, Suite 121 Project
1 - /r»n-yi i-+vac. fuE' Rev
Beaverton, Oregon 97006 Title - S;1tiLA-rl-Pg-r(r. -s?,A j3ate : I - S
. coRBIN Tel: 503/645-0176 :Fax: 503/645.0415 Originator - -j,., 75 6A,,.. 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
...._..,,,,.. ..,- 1\0_,H___.3,----;/,�/
OV TYPICAL MECHANICAL UNIT
,, , \ ,
h
H DV rO
F
r
H 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 = 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]
qz = 0.00256KZKZfKdV2I [Equation 6-15]
qz = 31.5 (lb/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= xgZGCfA f [Equation 6-28 and 6.5.15.1]
P = 66.1 (Ib/ft2) design wind pressure, P = xqZ GC f
F = 958 (Ib) design wind force
6 f yr r{
CCorbin Consulting Engineers, Inc. Project No: - j 2..pp 1 Page 1 of
1905 NW 169th Place, Suite 121 Project - 1 a 11'' )1J4< („v Rev
Beaverton, Oregon 97006 Title 6� ; Ur], r 63_�T,,,S)Date : ! - •c
• CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator �;',�,;., - nr 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
DH00\
DVDVTYPICAL MECHANICAL UNIT
,
F
DH
h
DV� '�%
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 = 0.00256KZKZtKdV2I [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]
At = 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= xgZGCfAf [Equation 6-28 and 6.5.15.1]
•
P = 66.1 (Ib/ft2) design wind pressure, P = xq,GC f
F = 2152 (Ib) design wind force
' Corbin Consulting Engineers, Inc. R-oject No: - J zcz>l: Page 1 of 1
1905 NW 169th Place, Suite 121 Project - i,tfz-f!/ y� cop Rev
Beaverton, Oregon 97006 Title - tvc,,X,,;(-r.pi-..z„;) Date : I - 1
CORBI.N Tel: 503/645-0176 Fax: 503/645.0415 Originator - �,,,A,_, ;�(:Vk( 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
01
DH
;,\ Typ1ALkECHANICAUNIT
CL
rs'"4/1 /' F
OH \ ,--1.
H h
DV I -
F i
H
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= 60 ( ) mean
roof height g t 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 = 0.00256KZKZtKdV2I [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 co
efficient -
[Figure 6-21]
Af = 60.2 (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= xqZ GC fA f [Equation 6-28 and 6.5.15.1]
P = 66.1 (Ib/ft2) design wind pressure, P = xgZGC f
F = 3981 (Ib) design wind force
II
Analysis of Stresses on Anchor Clips for Residential HVAC Units
Application in Areas of 110 mph Wind Speed and 80 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 L
la.v�c R
j ---- (�,��' 1;1157 A�'c
height
:ill
screw
spacing
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 F r 0,) S r'I.4 I,1_ t'f,. r
Number of attachment screws 4 Y { / )� r
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 2198 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.
INCPage:
CORBII\ CONSULT NG ENGINEERS, N , PROJECT NO: I� O(2 J ��3 e
1905 NW 169th Place, Suite 121 PROJECTH�'�L U '7 /21"57R4'"1 REV
Beaverton,Oregon 97006 TITLE G L I r' Df,/G DATE I iIf3b
CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR _i)
CHK
•
•
Analysis of Stresses on Anchor Clips for Residential HVAC Units
Application in Areas of 110 mph Wind Speed and 80 ft Height or Less
5 *BracketsperUnit
w► rD// r
Simplify Stresses on Bracket by Assuming:
Point of bending is about corner due to tension load r / �1
Point of application of tension load is top of bracket
Load on screws based on distance between screws
Tension
Load
height —4.` 1-1 �2 f N (jIcY
�_
screw
14 wI spacing
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) 175 lbs '$r'' F Oil PI/, /
Number of attachment screws 4 5 C r' G--I--
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 in A3
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 C .^+'`r
r
Tension force in screws from tension load 252 lbs
(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 I 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.
Paget• i
rig CORBh COI`SULTIlG ENGI\EERS C. PROJECT NO: _I 260 — _ ___
1905 NW 169th Place, Suite 121 I PROJECT f/t?►9C vim T /ti P9A-"^%I REV
Beaverton,Oregon 97006 TITLE /;-6/t1, v ,.,] cL-(P P S DATE i/l8/r?
CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR f) M CHK