6593 Riverdale St. San Diego, CA (619) Page of. Client: ProVent PV1807 Description: CBKD-92 ( **) Unit: ZF180
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4 6593 Riverdale St. Client: ProVent PV1807 Description: CBKD-92 ( **) Unit: ZF180 Curb Information Hcurb = 18 in (Height of curb) Lcurb = in (Length of curb) wcurb = 84 in (Width of curb) WGTcurb = 426 lbs (Weight of curb) Unit Information WGTunit = 1870 lbs (Weight of Unit) Wtmax = 498 lbs (Maximum corner weight) Wtmin = 438 lbs (Minimum corner weight) Hunit = in (Height of unit above curb) Hcm = in (Height to center of mass) Lunit = in (Length of unit) Wunit = 92 in (Width of unit) Seismic Loading FBC/2015 IBC Ss = 0.15 (Worst Case for state of Florida) Fa = 2.5 (Worst case Site class E from Table ASCE 7-10) Sms = (Fa*Ss) Sds = (2/3*Sms) Ip = 1.5 (Importance Factor Category III or IV Building) Fpmax = Wp (1.6*Sds*Ip)*Wp FpmaxASD = 785 lbs (0.7*Fpmax) FpmaxASD = 964 lbs (unit only) (unit and curb) Wind Loading FBC/2015 IBC *** Exposure Category D *** Kz = 1.31 (For 60 ft roof height, Exposure D - Table ACSE 7-10) Kzt = 1.66 (Max. assumed topographic factor) Kd = 0.85 (Directionality factor Table ASCE 7-10) V = 190 (Wind velocity, mph for Occupancy Cat III-IV bldgs Exp. Cat D) GCr (horiz) = 1.9 (Refer Sect ASCE 7-10) GCr (vert) = 1.5 (Refer Sect ASCE 7-10) qz psf = *Kz*Kzt*Kd*V 2 (Eq ASCE 7-10) F h ASD trans = lbs = 0.6*qz*GCr*Lunit*(Hunit+Hcurb) (Eq ) F h ASD long = 8289 lbs = 0.6*qz*GCr*Wunit*(Hunit+Hcurb) F vert ASD = lbs = 0.6*qz*GCr*Lunit*Wunit (Eq ) Curb Loading Transverse: Compression SEISMIC = 1258 lbs =[FpmaxASD*Hcm+2*(1+0.14S DS )*Wtmax*wcurb]/wcurb Tension SEISMIC = 202 lbs = Comp SEISMIC -( S DS )*WGTunit Compression WIND = lbs =[F h transasd *Hcm+2*0.6*Wtmax*wcurb-F vertasd *wcurb/2]/wcurb Tension WIND = 8893 lbs = Comp WIND +Fvert-0.6*WGTunit ---> Negative values indicate Compression load rather than Tension. Longitudinal: Compression SEISMIC = 1197 lbs =[FpmaxASD*Hcm+2*(1+0.14*S DS )*Wtmax*Lcurb]/Lcurb Tension SEISMIC = 140 lbs = Comp SEISMIC -( S DS )*WGTunit Compression WIND = lbs =[F h transasd *Hcm+2*0.6*Wtmax*Lcurb-F vertasd *Lcurb/2]/Lcurb Tension WIND = 7375 lbs = Comp WIND +Fvert-0.6*WGTunit ---> Negative values indicate Compression load rather than Tension. Governing Reactions: Transverse: Comp MAX = 1258 lbs > Along long edge of curb. (on long edge) Tens MAX = 8893 lbs > Along long edge of curb. Longitudinal: Comp MAX = 1197 lbs > Along short edge of curb. (on short edge) Tens MAX = 7375 lbs > Along short edge of curb. ---> Negative values indicate Compression load rather than Tension.
5 6593 Riverdale St. Curb Design Fy = 50 ksi Fu = 65 ksi t = Gauge E = ksi Calculate Section Properties of Curb A'= in a = in = A'-(2r+t) B'= in a'= in = A'-t C'= in (0 if no lips) b = in = B'-[r+t/2+α(r+t/2)] α = (0 - no Lip; 1 w/ lip) b'= in = B'-(t/2+αt/2) R = (Inside bend radius) c = in = α[c'-(r+t/2)] t = in c'= in = α(c'-t/2) r'= in = R+t/2 u = in = πr/2 x = in (Distance between centroid and web centerline) Ix = in (Moment of Inertia about X-Axis) Iy = in (Moment of Inertia about Y-Axis) A = 1.82 in 2 rx = 6.48 in ry = in rmin = in Axial Compression Pu = k (Max Axial Comp) Ωc = 1.80 Pn/Ωc = k λ Fe = ksi 1.5; λ λc = 0.89 Ω λ 1.5; Ω Fn = ksi λ Ly = 84 in Lateral unbraced length k y L y /r y = 68 (assume k=0.8) Compression Check = O.K. Check Web Crippling h = 18 in -- Check limits: C = 4.00 t = in h/t = C R = 0.14 N = 7.00 N/t = C N = 0.35 Ω w = 1.75 N/h = C h = 0.02 P n = k R/t = P n /Ω w = k sin 90 1 Long side: Pu Trans = k O.K. # clips = 2 Short side: Pu Long = k O.K. # clips = 2 ***h/t > 200; use web stiffeners Check Web Stiffener 16Ga x 3/4" x 7" (C-channel) width of stiffener = in ts = Gauge web of stiff. w = in Rs = in ***Check w/ts 1.28 E/Fys Ωc = 1.70 w/ts = (E/Fys) = > w/ts over limit Use C Pwc = k Ae = in 2 Pn = k Pn/Ω = k O.K. (See table C , fastened to support, one flange, end loading) 1 1 Corner Connections 1/4" φ SAE Grade 8 bolts w/ 1/4-20-UNC Threaded inserts Tcrnmax = 2821 lbs Max(F pmaxasd /4 -OR- Fh ASDtrans /4 corner connections) Vcrnmax = 4447 lbs (Max Ten/2 corner connections per side) Bolt: Tall = 2480 lbs Vall = 1096 lbs Threaded Insert: Tall = 2860 lbs Vall = 1714 lbs # of Bolts required for Tension = 1.1 # of Bolts required for Shear = 4.1 ***If combined fails: # of Bolts Used = 5.0 USE --> 6.0 Check Combined Stress in Bolts & Inserts: N.G. StressComb = O.K. Check 1/8" welded connection <--- USE WELD Ω = 2.35 Assume L/t > 25: 25*t = in Lreq'd = in Ω 1 Ω 0.75 Ω 0.75
6 6593 Riverdale St. Connection Unit to Curb Clip #14 SMS screw Ω = 3.0 t1 = in Fu1 = 65 ksi t2 = in (unit base rail thickness) Fu2 = 65 ksi d = in (screw diameter) dw = in (nom. washer diameter) t2/t1 = 1.4 For t2/t1 1.0: Pns = 3028 # For t2/t1 2.5: : k Pns = 3028 # k k k k Pns/Ω = 1009 # <- Controls Pss/Ω = 1045 # 0.85 : Pnot = k (screw pull-out strength) min, Pnov = k (screw pull-over strength) 1.5 Pts/Ω = 453 # <- Controls Pts/Ω = 1220 # (full tensile screw capacity) Shear (k) # clips V clip (k) V allow (lb) # screws spacing Long side: # in Short side: # in clip width (in) = 7.00 clip height = 2.5 in min spacing = 0.73 in edge distance = 0.5 in (min. 1.5d) Check Block shear rupture: O.K. thinnest part = AISI BSR applies Fy = 50 ksi Ω = 2.22 bolt/screw connection Agv = in 2 Anv = in 2 Ant = in 2 Rn/Ω = k BSR O.K (AISI Sect. E5.3) Connection of Curb to Supporting Structure Roof Loading SEISMIC: ( SDS)D + 0.7E WIND: 0.6D + W Transverse: Uplift MAX = lbs Shear MAX = 5643 lbs Compression SEISMIC = 1674 lbs =[FpmaxASD*(Hcm+Hcurb)+(1+0.14S DS )*(WGT unit+curb /2)*wcurb]/wcurb Tension SEISMIC = 377 lbs =Comp SEISMIC -( S DS )*(WGTunit+curb) Compression WIND = 222 lbs =[F h transasd *(Hcm+Hcurb)+0.6*(WGT unit+curb /2)*wcurb-F vertasd *wcurb/2]/wcurb Tension WIND = lbs =[F h transasd *(Hcm+Hcurb)-0.6*(WGT unit+curb /2)*wcurb+F vertasd *wcurb/2]/wcurb Longitudinal: Uplift MAX = 8506 lbs Shear MAX = 4145 lbs Compression SEISMIC = 1542 lbs =[FpmaxASD*(Hcm+Hcurb)+(1+0.14S DS )*(WGT unit+curb /2)*Lcurb]/Lcurb Tension SEISMIC = 245 lbs =Comp SEISMIC -( S DS )*(WGTunit+curb) Compression WIND = lbs =[F h transasd *(Hcm+Hcurb)+0.6*(WGT unit+curb /2)*Lcurb-F vertasd *Lcurb/2]/Lcurb Tension WIND = 8506 lbs =[F h transasd *(Hcm+Hcurb)-0.6*(WGT unit+curb /2)*Lcurb+F vertasd *Lcurb/2]/Lcurb Wood Attachment: Use 5/8" φ wood lag screws w/ 3.5" Min. Embed Tall screw = 6133 lbs Vall metal = 2744 lbs Transverse: Tall wood = 1196 lbs Vall wood = 1024 lbs # of Screws Req'd for Uplift = 9.32 COMBINED LOADING: O.K. # of Screws Req'd for Shear = 5.51 Screw Spacing = 7.7 in o.c. Total # of screws Required = 15 Use 5/8" φ wood lag 7.7 in o.c. along long side of curb w/ 3.5" Min. Embed Longitudinal: # of Screws Req'd for Uplift = 7.1 COMBINED LOADING: O.K. # of Screws Req'd for Shear = 4.0 Screw Spacing = 6.9 in o.c. Total # of screws Required = 12 Use 5/8" φ wood lag 6.9 in o.c. along short side of curb w/ 3.5" Min. Embed Steel Deck Attachment: Use 5/8" φ A307 Bolts attached to steel angle below deck Tall bolt = 6903 lbs Vall bolt = 3682 lbs Transverse: 6903 lbs 3682 lbs # of Bolts Req'd for Uplift = 1.61 COMBINED LOADING: O.K. # of Bolts Req'd for Shear = 1.53 Bolt Spacing = 51.6 in o.c. Total # of Bolts Required = 3 Use 5/8" φ A307 Bolts attached to steel angle below 51.6 in o.c. along long side of curb Longitudinal: # of Bolts Req'd for Uplift = 1.23 COMBINED LOADING: O.K. # of Bolts Req'd for Shear = 1.13 Req'd Min Spacing = 72.0 in o.c. Total # of Bolts Required = 2 Use 5/8" φ A307 Bolts attached to steel angle below 72 in o.c. along short side of curb
7 For Concrete anchorage: SEISMIC ( SDS)D + 0.7Ω o E (Ω o = 2.5) Concrete Attachment: 3/4" φ Hilti Hit-HY 200 adhesive anchors w/ 4" embed Tall LRFD = 1722 lbs Vall LRFD = 2032 lbs Tall ASD = Tall LRFD /α = lbs Vall ASD = Vall LRFD /α = lbs 0.465, Transverse: Uplift MAX = lbs Shear MAX = 5643 lbs Compression SEISMIC = 2403 lbs =[2.5*FpmaxASD*(Hcm+Hcurb)+(1+0.14S DS )*(WGT unit+curb /2)*wcurb]/wcurb Tension SEISMIC = 1105 lbs =Comp SEISMIC -( S DS )*(WGTunit+curb) Shear SEISMIC = 1205 lbs =2.5*FpmaxASD/2 Min Bolts Req'd Uplift = spacing = 7.60 in o.c. Tapplied = lbs Min Bolts Req'd Shear = 5.19 spacing = in o.c. Vapplied = lbs Try using 15 bolts COMBINED LOADING = 1.2 spaced at 7.38 in o.c.,, = 1.15 Use 15 3/4" φ Hilti Hit HY 200 adhesive 7.4 in o.c. max. along long side of curb w/ 4" embed Longitudinal: Uplift MAX = 8506 lbs Shear MAX = 5643 lbs Compression SEISMIC = 2073 lbs =[2.5*FpmaxASD*(Hcm+Hcurb)+(1+0.14S DS )*(WGT unit+curb /2)*Lcurb]/Lcurb Tension SEISMIC = 776 lbs =Comp SEISMIC -( S DS )*(WGTunit+curb) Shear SEISMIC = 1205 lbs =2.5*FpmaxASD/2 Min Bolts Req'd Uplift = 9.24 spacing = in o.c. Tapplied = lbs Min Bolts Req'd Shear = 5.19 spacing = 12 in o.c. Vapplied = lbs Try using 12 bolts COMBINED LOADING = 1.2 spaced at 6.55 in o.c.,, = 1.20 Use 12 3/4" φ Hilti Hit HY 200 adhesive 6.5 in o.c. max. along short side of curb w/ 4" embed 6593 Riverdale St. CURB DESIGN SUMMARY: CBKD 92 CURB RAIL THICKNESS: in 14 Gauge UNIT CLIP THICKNESS: in 14 Gauge # OF CLIPS (LONG SIDE) 2 clips with 6 #14 SMS screws each clip WEB STIFFENER: 16Ga x 3/4" x 7" (C channel) stiffener at each clip # OF CLIPS (SHORT SIDE) 2 clips with 5 #14 SMS screws each clip WEB STIFFENER: 16Ga x 3/4" x 7" (C channel) stiffener at each clip CORNER CONNECTION: Use 6 1/4" φ SAE Grade 8 bolts w/ 1/4 20 UNC Threaded inserts WOOD STEEL CONCRETE CURB 5/8" φ lag screw w/ min. 3.5" 3/4" φ thrd'd rod in Hilti HIT HY ANCHORAGE 5/8" φ A307 bolts embed (SGmin=0.43) 200 epoxy, min. 4" embed LONG DIRECTION 7.66 in o.c in o.c in o.c. SHORT DIRECTION 6.91 in o.c. 72 in o.c in o.c.
6593 Riverdale St. San Diego, CA (619) Page of
6593 Riverdale St. Client: ProVent PV1807 Description: CBKD-91 (80-266-18**) Unit: YORK ZJ,ZR 180-300 / ZF 210-300 / XP 180-240 Curb Information Hcurb = 18 in (Height of curb) Lcurb = 126.25 in (Length
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