Plans .ja/tve2W/2 00/SY
Kentuckiana Curb Company, Inc.
KCC INTERNATIONAL, INC.
2716 Grassland Drive
Louisville, Kentucky 40299
(502) 491-9881
(800) 382-2872
Red Lobster#457
10330 SW Greenburg Road
Tigard, OR 97223-5410
THC120E-Direct Fired
DATE:8/23/13
CODE INFORMATION:
Code:
IBC 2009
Occupancy:
Occupancy Group=A-2 Assembly
Occupancy Category= II CEO PROS
Importance Factors: `0,Crc 0 G$Nf44 ' pie
Wind, Iw= 1.0 0 O
6722SPE
Snow, Is= 1.0
Seismic, le= 1.0 ems'
GREGOO
Snow Load: 444. '!13,p1 -k -
Pg= 10 psf %z} i DAVIS
EXPIRES: (or)
RENEWS:4460,
Page 1
BUILDING GEOMETRY:
Roof Angle (0) =0.25/12 = 1.2°
Building Length (L) = 109.00 ft
Building Least Width (B) =64.00 ft
Mean Roof Height(h)= 12.0 ft
Parapet Height Above Ground = 18.0 ft
Minimum Parapet Height= 1.0 ft
WIND LOADS:
Importance Factor(1w)= 1.0
Basic Wind Speed =85 mph
Directionality(Kd)=0.85
Exposure Category: C
Enclosure Classification: Enclosed building
Internal Pressure= ±0.18
Kh (case 1) =0.85
Kh (case 2)=0.85
Type of Roof: Monoslope
Topographic Factor(Kzt)
Topography Flat H/Lh =0.0: k1 =0.0
Hill Height(H) 0.0 x/Lh =0.0: k2= 1.0
Half Hill Length(Lh) 0.0 z/Lh =0.0: k3= 1.0
Actual H/Lh =0.0 Kzt=(1+K1K2K3)"2 =4.0
From Top Of Crest(x)=0.0 However, Kzt need not> 1.0
Building is Downwind
Gust Effect Factor:
H = 12.0 ft H/B= 12.0/64.0< 4.0,therefore probably a rigid structure
B= 64.0 ft Use G =0.85 ->Rigid structure default
Z(min)= 15.0 ft
Wind Loads-Components and Cladding: h<60
Kh =0.85 h= 12.Oft
Base pressure(qh) =(0.00256)(KzKztKd(V"2)Iw) = (0.00256)(0.85)(1)(0.85)(85"2)(1.0)= 13.36 psf
Minimum parapet height= 1.0 Roof angle(0)= 1.2°
Roof type: monoslope GCpi=±0.18 a =0.4h=4.8 ft
Page 2
Roof
GCp±GCpi Surface Pressure(psf) User Input
Area 10 SF 50 SF 100 SF 10 SF 50 SF 100 SF 75 SF 500 SF
Neg.Zone 1 -1.18 -1.10 -1.08 -15.8 -14.7 -14.4 -14,6 -12.0
Neg. Zone 2 -1.98 -1.48 -1.28 -26.5 -19.8 -17.1 -18.5
Neg.Zone 3 -2.98 -1.78 -1.28 -39.8 -23.8 -17.1 -20.5
Pos.All zones 0.48 0.40 0.38 6.4(10) 5.3(10) 5.1(10) 10 10
Overhang 1&2 -1.70 -1.62 -1.60 -22.7 -21.6 -21.4 -21.5 -19.8
Overhang 3 -2.80 -1.40 -0.80 -37.4 -18.7 -10.7 -14.7
Parapet
Kh=0.88 h= 18ft
qh = (0.00256)(0.88)(1)(0.85)(85 1'2)(1.0)= 13.84
Surface Pressure(psf) User Input
Solid Parapet Pressure 10 SF 100 SF 500 SF 40 SF
Case A: interior zone 37.4 25.3 23.9 33.4
Corner zone 51.2 25.3 23.9 42.6
Case B: interior zone 26.2 21.5 18.7 24.6
Corner zone 29.9 23.2 18.7 27.7
Case A= pressure toward building Case B= pressure away from building
Walls
GCp±GCpi Surface Pressure (psf) User Input
Area 10 SF 100 SF 500 SF 10 SF 100 SF 500 SF 50 SF 200 SF
Neg. Zone 4 -1.17 -1.01 -0.90 45.6 -13.5 12.0 -14.7 -13.1
Neg. Zone 5 -1.44 -1.13 -0.90 -19.2 -15.1 -12.0 -17.4 -16.6
Pos.zones 4&5 1.08 0.92 0.81 14.4 12.3 10.8 13.5 11.9
WIND LOADS-Rooftop Structures and Equipment:
Distance from mean roof height to centroid of Af=%:(46.88)+14= 37.44 in=3.12 ft= H
Height of equipment(he)=46.88+14= 60.88 in =5.07 ft
Gust Effect Factor(G) =0.85
Base Pressure (qz) =0.00256(KzKztKd(V°2)Iw) Kz @ mean roof ht+ H =12+3.12 =0.86
qz= 15.91Kd psf 44 qz= 14.32 psf
Unit Width (D) parallel to short side=59.88 in=4.99 ft he/D= 5.07/4,99=1.02
Unit width (D) parallel to long side= 125.38 in= 10.45 ft he/D= 5.07/10.45=0.49
Unit Cross Section: Square
Directionality (Kd) =0.90
Page 3 -
Square(wind normal to short side) Square(wind normal to long side)
Cf= 1.30 Cf=1.30
Af=4.99(5.07)=25.30 SF Af= 10.45(5.07)=52.98 SF
Adjustment factor(adj)=1.9 adjustment factor(adj)= 1.9
F=gz(G)(Cf)(Af)(adj)=30.06(Af) F=qz(G)(Cf)(Af)(adj)=30.06(Af)
F=0.7605 kips F=1.5926 kips
SNOW LOADS:
Roof slope=1.2°
Horizontal eave to ridge distance(w)=64.0 ft
Roof length parallel to ridge(1)=109.0 ft
Roof type: monoslope
Ground snow load (Pg)=10 psf
Occupancy Category=II
Importance Factor(Is)= 1.0 Thermal Factor(Ct)= 1.0 Exposure Factor(Ce)=1.0
Flat roof snow load(Pf)=0.7(Ce)(Ct)(ls)(Pg)=7.0 psf
Pf-min= Is(Pg)= 1.0(10)=10.0 psf
Sloped roof snow load (Ps)
Roof slope factor(Cs)= 1.0
Ps=(Cs)(Pf)=7.0 psf -use Pf=12.0 psf(Includes 5 psf for rain-on-snow surcharge)
Unobstructed slippery surface
SEISMIC LOADS:
Occupancy Category= II
Importance Factor(le)= 1.0
Site Class: D Soil Properties unknown
Ss= 90% Fa=0.81 Sms=Fa(Ss)=0.729 Sds=(2/3)Sms=0.486 C
S1=35% Fv=1.7 Sm1= Fv(S1)=0.595 Sd1 =(2/3)Sm1=0.397 D
Seismic Design Category: D
Mechanical or Electrical Component:"Air-side HVAC,fans, air handlers,air conditioning units,..."
Component Importance Factor(Ip)=1.0
Component Amplification Factor(ap)=2.5
Component Modification Factor(Rp)=6.0
H = 12 z-min= building ht = 15 z/H= 1.25- 1.0
Page 4
Fp={0.4(ap)(Sds)(Ip)(Wp)(1+2(z/H)))/Rp=0.243Wp
Max. Fp=1.6(Sds)(Ip)(Wp)=0.778Wp
Min. Fp=0.3(Sds)(Ip)(Wp)=0.146Wp -44 use Fp=0.243Wp
Seismic Design for Mechanical Curb:
Equipment Specifications:
Unit Length(L)= 125.38 in=10.45 ft
Curb Length = 120.13 in=10.01 ft
Unit Width(w)=59.88 in=4.99 ft
Curb Width=59.88 in= 4.99 ft
Height from Base to C.G.=Y2(46.88)+14=37.44 in=3.12 ft
Height of Equipment(he)=46.88+14=60.88 in=5.07 ft
Operating Weight(Wp)= 1772+149= 1921 lbs
Snow Load(Ps)=12.0 psf Wind Pressure on Roof top unit=30.06 psf
Check Overturning
Clip bending capacity(P)= 1000(t)"2(b)(0.75)(Fy)/(6(tf))=1000(0.0451)"2(5)(0.75)(33)/(6(1.75))=23.97 lbs
t=clip thickness=0.0451 in
b=clip width =5 in
Fy=allowable stress of clip=33 ksi
tf=top flange length= 1.75 in
q,=(w)(he)=25.30 SF Pi =(L)(he)=52.98 SF
Wind Design Force Fw = (30.06)(25.30)=760.52 lbs Fw =(30.06)(52.98)= 1592.58 lbs
Snow Loads= Ps(L)(w) =625.75 lbs
Seismic Design Force (Fe)=(Cs){(Wp)+0.2(snow)}=0.243{(1921)+(0.2)(625.75)}=497.21 lbs
Lateral Force(F)= (Fw-max)(ht.from base to C.G.)=(1592.58)(37.44)=59626.19 in-lbs
Net Overturning Moment(Mot)=((F)-(0.6(Wp)(w/2)))=((59626.19)-(0.6(1921)(59.88/2)))=25117.35 in-lbs
Net Overturning Tension per Strap(Ts)=(Mot)/((n)(w))=25117.35/((3)(59.88))= 139.82 lbs/strap(clip)
n= 125.38/48= 3 straps Strap(KCC clip)tension no good for overturning resistance
6 screws/strap(KCC clip)
Net Overturning Tension per Screw(Tscrew)=(Mot)/{((L/6)-1)(w))=(25117.35)/{((125.38/6)-1)(59.88)}
=21.08 lbs/screw
Cables or screws are required
Page 5
Check Wind Uplift and Overturning:
Length (L) = 10.45 ft
Width (w)=4.99 ft
Height To C.G. =3.12 ft
Height of equipment (he)=5.07 ft
Area(SF)
Zone 1- Uplift(U)= (15.8 psf)((10.45)(4.99)) =823.90 lbs
Zone 4-Lateral Load (LL)= (15.6 psf)((he)(L)(w)) =4124.29 lbs
Total Weight(Wp) = 1921 lbs
Perpetual Net Overturning Moment= ((U)(L/2))-((0.6)(Wp)(L/2))= ((823.90)(10.45/2))-
((0.6)(1921)(10.45/2))
= -1717.46 ft-lbs
Perp. Net Overturning Moment{12) = -20609.46 in-lbs
Controlling Net Overturning Moment = 25117.35 in-lbs
Controlling Design Loads
Total Seismic Load at top curb(Fpxmax)= 497.21 lbs
Design Fx=maximum wind and seismic=1592.58 lbs
Design Fy=maximum wind and seismic=760.52 lbs
Curb Design
Curb Construction= 18 gauge
Thickness(t)=0.0451 in top flange(tf)= 1.75 in lip = 1.0 in
Bottom flange=3 in web= 14 in
Locate centroid of section (yc) = 1{((area)(distance))/(total area))}
Thickness Length Area Distance S((area)(distance))
0.0451 1.75 0.0789 14 1.10495
0.0451 1.0 0.0451 13.5 0.60885
0.0451 14 0.6314 7 4.4198
0.0451 3.0 0.1353 0 0.0
Total Area(A)= 0.8907 in"2 6.1336
Centroid of the section (yc)= 6.1336/0.8907 =6.89 in
Moment of Inertia about strong axis(Ix)_(1/12)(b)((h)"3)(2)=(1/12)(0.0451)(14)"3(2)= 20.63 in-4
Radius of Gyration about strong axis(rx)= sqrt(lx/A)=sqrt(20.63/0.8907) =4.81 in
Section Modulus about strong axis (Sxx)= Ix/yc= 20.63/6.89 =2.99 in"3
Axial Load (P)= 1592.58 = 1.59258 kips
Page 6
Axial Stress(fa)=P/A=1.59258/0.8907 = 1.79 ksi
KL/r K= 1.0(both ends pinned) 120.13/4.81 =24.98
Elastic Flexural buckling stress(Fe)=rt°2(E)/(KL/r)"2=3.14"2(29000)/(24.98)"2 =458.87
E=29000
Since Fe> Fy/2 458.87>(50/2)
Fn= Fy(1-(Fy/4Fe))=50(1-(50/4(458.87))) =48.64 kips
Factor of Safety for axial compression=5/3+3/8(R)-1/8(R)"3 = 1.75
R=sqrt(Fy/2Fe)=sgrt(50/2(458.87))=0.233
Fn/F.S.=48.64/1.75 =27.76 kips
Yield Strength of curb members = 50 ksi
Allowable Stress=0.66(Fy)=0.66(50) =33 ksi
(top flange is actually braced by equipment on top of it)
Uniform loading to each longitudinal curb=Wp/2/L= 1921/2/10.01 =95.95 plf
Moment @ center span=(Uniform Loading)(w"2)/8000=95.95(4.99"2)/8000 =0.299 k-ft
Actual Stress=(Moment @ center span)(12)/Sxx=0.299(12)/2.99 = 1.20 ksi
Combined Flexure and Axial Stress:
Bending check=1.20/33 =0.036
Compression=1.79/27.76 =0.065
Bending+compression=0.036+0.065 =0.101<1.0 Curb OK
Corners OK
Connection Design for Curb:
Curb attachment to the roof and any supplemental roof support for the unit/curb are not included in
this document.
KCC Clip:
Width =5 in
Gauge =18 ga
Thickness =0.0451 in
Area =5x0.0451=0.2255 inA2
Yield Strength,fy =33 ksi
Page 7
Allowable stress =0.6(fy)=0.6(33)= 19.8 ksi
Allowable force per clip =stress(area) = 19800(0.2255)=4464.9 lbs/clip
Fasteners per clip = 3 on unit side and 3 on curb side----1/4 in diameter hex head screws
1/4 in diameter hex head screw= 1764 lbs-) 1764(3) = 5292 lbs/per clip on each side
Safety Factor(FS)=3.0
Ultimate design, Fp(short side)= (760.52)(3)=2281.56 lbs Fp(long side)_ (1592.58)(3)=4777.74 lbs
Number of clips required short side= 2281.56/4464.9=0.51 long side =4777.74/4464.9= 1.07
2 is minimum number per side, however use 2 clips on short sides and 2 clips on long sides for a total of
8 KCC standard clips.Use 8 KCC standard clips
Minimum of 3 screws on each side of Clip,therefore (8)(6)=48 total screws required
Tension Cables:
1/4 in cable breaking strength=4940 lbs 4940/FS=4940/3= 1647 lbs allowable strength
Each cable shall have 2 clamps and cables should be tightened only to remove slack
Number of required cables per side:
n= 2 125.38/48=2.61 - try 2 cable per side
Net overturning moment, Mot=25117.35 in-lbs
Height to cable attachment, He=he=60.88 in
Horizontal Force per cable, Fh= Mot/((n)(Hc)) = 25117.35/(2)60.88=206.28 lbs/cable
Cables attached at 45°angle from roof support to RTU
Net Tension per cable,Tc= Fh/sin 45°=206.28/0.7071 =291.73 lbs/cable
Since Tc<1647, use 2—Y in cables per side or 4 total cables
Option—X" diameter wood screws through curb into roof framing instead of cables
1/4"x 2-1/2" wood screw through 3"wide curb flange into plywood and wood framing
Screw capacity—T=362 lbs V= 199 lbs withdrawel
Long side F=760.52 lbs Short side F= 1592.58 lbs
760.52/199=3.82 1592.58/199=8.0 760.52/362 = 2.10
Use 4 screws 8 screws 3 screws tension
4 on each long side(4/2+3/2) 4 on each short side(8/2) TOTAL= 16 screws
31" spacing 14" spacing
Connection Summary:
Use KCC standard clips for lateral load and %in tension cables for overturning.
Page 8
Option:Use KCC standard clips and 14 gauge vertical restraint straps for overturning. Quantity of
vertical restraint straps to match quantity of 1/4 in tension cables.
Option:Vertical restraint straps and wood screws through curb bottom flange into wood roof framing,
if adequate framing is present.
This document does not include any calculations for the roof top unit's ability to withstand seismic
and wind related forces or cable tension forces and should be provided by the roof top unit
manufacturer.
— Page 9
Input Information Checklist
KCC International - Curb Design
Project Name: RL#457
Project Location: 10330 SW Greenburg Rd.
Tigard,OR 97223-5410
KCC Model No THC120E-Direct Fired
Equipment Specs: Input Here Building Geometry:
Curb Length,L= 120.130 in Roof angle or Slope= 1/4":per foot feet
Curb Width,w= 59.880 in Building length(L)= 109.000, feet
RTU Height,H= 46,880 in Least width (B)= `64A00'• feet
Height from base to C.G= 23.44 in Mean Roof Ht (h)= 12.000 feet
Operating Weight,W= 1772 Lbs Parapet ht above grade= 18' feet
Curb Self Weight,W= 149 Lbs Minimum parapet height= 1.000 feet
60.88
Curb Design : 5.073333333
Curb Construction= 7. 18 gauge
Top Flange= • 1.7500 in
Lip= _, 1.000 in
Bottom Flange= `>;: 3.00 in
Web Height= 14.00 in
1
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GUTTER SECTION:
DO NOT APPLY ROOF MATERIALS
IN GUTTER. /•4
13 1/4"
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3`il
-18 GA(.0478 INj GALVANIZED STEEL
-1-1/7 FOIL FACED ROLL INSULATION(INS1.5FSK)-PANS ONLY
DIRECT FIRED UNITS ARE USUALLY 100% OUTSIDE AIR -0:12 PITCH
-APPROXIMATE WEIGHT: 149.28 LBS.
WITH NO RETURN DUCT. COMMENTS:
DUCT -SHIPS KNOCKDOWN FOR HELD ASSEMBLY
IF A RETURN DUCT WILL D E USED -NAILER INCLUDED(!X I RS B
4 TO SECTIONS ATTACHED PARTS SHIPPING)
CONTACT KCC FOR LOCATION AND DIMENSIONS
fOIDER LOCATION: R:\CURBS\Precetlent Curb\PRECt NT DE CONVERSION\Precedent DF044 Conversion\Knockdown\ DESCRPITON: KNOCKDOWN CLIP CURB
KC DRAWN lY CREATED DATE PRINTED DATE
2716 Grassland Drive PART: DF044CONVCUR6 REV.
LouiSVBle.KY 40299 CS. alarsoos an5/20I I
I//� /�/� Inc. 800.362-2872 CHECKED DIMENSIONS ARE IN INCHES ORDER#: DFO44CONVCUR6 PAGE: 13
IISV ✓ I/I/� A</ F(DC(502)491-1739 UNLESS OTHERWISE SPECIFIED.