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1460 NE 103 ST CalcsJob: 1460 NE 103 St LOCATION: 1460 NE 103 St. Miami Shores, FL 33138 STRUCTURAL CALCULATIONS DESIGN CRITERIA: 14 Calculations based on: 1. 2017 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10 3. Building Code Requirements for Structural Concrete ACI 318-14 4. American Institute of Steel Construction AISC-14 Ed S. Specifications for the Design of Cold -Formed Stainless Steel Structural Members SEI/ASCE8-02 CALCULATION INDEX: I Cover page 1 II Aluminum Fence Design & Analysis 2-19 CALCULATION STATEMENT: To the best of my knowledge, ability, belief and professional judgment, I hereby attest that the manual calculations and computer generated calculations are in compliance with the existing governing codes. v -Fernando Azcue, PE Lic. No. 65521 1460 NE 103 St 1 Wind for Solid Freestanding Walls & Signs Design (s>70%) ASCE 7-16 General Wind Data: hL:= 115.00 Wind Velocity (mph) Kzt:= 1.00 Topographic Factor Kd := 0.85 Wnd Directionality Factor (see table 26.6-1) ASCE 7-10 ....Kd=0.85 a:= 0.85 Gust Factor (Rigid Structure) C f := 1.85 Net Force Coefficients (see Figure 6-20 through 6-23) For Solid Signs: s/h<0.16 & 0.2<B/s<10...... Cf=1.85 For Freestanding Walls: s/tv=1 & B/s=1..................Cf=1.45 s/tv=1 & B/s=2..................Cf=1.40 s/tv=1 & B/s=5..................Cf=1.35 s/W=1 & Bls=10................Cf=1.30 Values for Terrain exposure constants a and zg: o.:= 11.50 Exposure B— Value a =7 , Value zg=1200 700 00 Exposure C— Value a =9.5 , Value zg=900 z g' Exposure D— Value a =11.5 , Value zg=700 General Sign Data: Z := 6.00 Height of Top of Sign (ft) Then Z := if(Z < 15, 15,Z) 2 Z a Kz := 2.01 —� zg gz := 0.00256 KZ Kzt Kd. V2 Ilowable Design Wind Loads: pz:= max 0.6(gZ G-Cf), 10] Kz = 1.03 qz = 29.65 psf pz= 27.97 psf 1460 NE 103 St 2 Table 23 SQUARETUBES Designation d I Wt/ft A Ix, ly Sx, Sy in. In. Ib/ft In In' Ina RT 1 x 1 x 0.065 1.000 0.065 0.286 0.243 0,0356 0.0712 RT 1 x 1 x 0.0 95 1,000 0.095 0.404 0.344 0.0475 0.0949 RT 1 x 1 x OA25 1.000 0.125 0.515 0.438 0.0570 0,114 RT 1.25 x 1.25 x 0.065 1.250 0.065 0.362 0.308 0.0723 0.116 RT 1.25 x 1.25 x 0.095 1.250 0.095 0.516 0.439 0.0982 0.157 RT 1.25 x 1.25 x 0.125 1250 0.125 0.662 0.563 0.120 0.192 RT 1.375 x 1.375 x 0.125 1.375 0.125 0.735 0.625 0.164 0.239 RT 1.5 x 1.5 x 0.065 1.500 0.065 0.439 0.373 0.128 0.171 RT 1.5 x 1.5 x 0.078 1.500 0.078 0.522 0.444 0.150 0.200 RT 1.5 x 1.5 x 0.095 1.500 0.095 0.628 0.534 0.176 0.235 RT 1.5 x 1.5 x 0.125 1.500 0.125 0.809 0.688 0.218 0.291 RT 1.5 x 1.5 x 0.25 1.500 0.250 1.47 1.25 0.339 0.451 RT 1.75 x 1.75 x 0.125 1.750 0,125 0.956 0.813 0.360 0.411 RT 2 x 2 x 0.095 2.000 0.095 0.851 0.724 0.439 0.439 RT 2 x 2 x 0.125 2.000 0.125 1.10 0.938 0.552 0.552 RT 2 x 2 x 0.156 2,000 0.156 1.35 1.15 0.657 0.657 RT 2 x 2 x 0.188 2.000 0.188 1.60 1.36 0.754 0.754 RT 2 x 2 x 0.25 2.000 0.250 2.06 1.75 0.911 0,911 RT 2.25 x 2.25 x 0.125 2.250 0.125 1.25 1.06 0.802 0.713 RT 2.5 x 2.5 x 0.125 2.500 0.125 1.40 1.19 1,12 0.896 RT 2.5 x 2.5 x 0.25 2,500 0.250 2.65 2.25 1.92 1.54 January 2015 1460 NE 103 St Y I rx, ry J Z,. Zy blt in. in in - - 0.383 0.0531 O.C85A - - - 13.4 - 0.371 O.Oi04- 0,117-- 8.5 0.361 0.0837 0.1A3 - _ _---- ' 6.0 0.485 0.108 0.137 17.2 0.473 0.146 0.191 11.2 0.462 0.178 0.238 8.0 0.513 0.244 0.294 9.0 0.586 0.192 0.201 21.1 0.581 0.224 0.237 17.2 0.575 0.263 0.282 13.8 0.564 0.325 0.356 10.0 0.520 0.488 0.594 4.0 0.665 0.536 0.496 12.0 0.T79 0.657 0.518 19.1 0.767 0.824 0.660 14.0 0.755 0.978 0.798 10.8 0.744 1.12 0.929 8.6 0.722 1.34 1.16 6.0 0.869 1.20 0.848 16.0 0,971 1.67 1.06 18.0 0.924 2.85 1.91 8.0 V-37 3 Table 24 RECTANGULAR TUBES NA Designation Depth d NO b ! Welghl A Pais X-X _ Axis v-Y / S z' r -S : Z �- - RT d x b x t in. In, In. Wit in' in' in' in' in. in' in' in' ' ?r - id RT 1 112 x 1 x 1/8 1.5 1 0.125 0,662 0.663 0.159 0.212 0.270 0.532 0.0811 0.162 0.199 0.380 0.161 RT 1 314 x 1 1/2 x 1/8 1.75 1.5 0,125 0.882 0.750 0.318 0.364 0.445 0.652 0.248 0.331 0.398 0.575 0.416 RT 2 x 1 x 1/8 2 1 0.125 0.609 0.688 0.332 0.332 0.426 0.695 0.105 0.210 0254 0.391 0.245 RT 2 x 1 1/4 x 1/8 2 1.25 0.125 0.882 0.750 0.387 0.387 0.484 0.718 0.180 0.288 0,344 0.489 0.371 RT 2x 1 1/2 x 1l8 2 1.6 0.125 0.956 0.813 0.442 0.442 0.543 0.737 0.278 0.370 0.441 0.585 0,611 RT 2 x 1 1/2 x 1/4 2 1.5 0,250 1.76 1.50 0.719 0.719 0.938 0.692 0.438 0.583 0.750 0.540 0.798 RT 2 x 1 314 x 1l8 2 1.75 0.125 1.03 0.876 0.497 0.497 0.602 0.753 0.401 0.458 0,547 0,677 0.663 RT 2 1/4 x 1 3/4 x 118 2.25 1.75 0.125 1.10 0,938 0.661 0.588 0,715 0.840 0.442 0.506 0.598 0.687 0,795 RT 21/2 x 1 x 116 2.5 1 0.125 0.956 0.813 0590 0.472 0,613 0.852 0.129 0.258 0.309 0.399 0.332 RT 2 1/2 x 1 1/4 x 1/8 2.5 1.25 0.125 1,03 0.875 0.678 0.543 0.688 0.881 0.219 0,351 0.414 0.501 0,510 RT 2 112 x 1 1/2 x 1/8 2.5 1.5 0.125 1.10 0.938 0.767 0.613 0.762 0.904 0,337 0.449 0.527 0.599 0.711 RT 2 112 x 1 314 x 118. 2.5 1.75 0.125 1.18 1.00 0.855 0.684 0.836 0,925 0.484 0.553 0,648 0.696 0.931 RT 2 314 x 1 314 x 1/8 2.75 1.75 0.125 1.25 1.06 1.08 0.785 0.965 1.01 0.525 0.600 0.699 0.703 1,07 RT 3 x 1 x 118 3 1 0.126 1.10 0.938 0,950 0,633 0.832 1.01 0.153 0307 0.363 0,404 0,422 RT 3 x 1 112 x 118 3 1.5 0.125 1.25 1.06 1.21 0,806 1.01 1.07 0.396 0.528 0.613 0.611 0.919 RT 3 x 1 112 x 3/16 3 1.5 0.188 1.62 1.55 1.68 1.12 1.44 1.04 0.533 0.711 0.859 0.586 1.24 RT 3 x 1 3/4 x 118 3 1.75 0.125 1.32 1.13 1.34 0.892 1.10 1.09 0.566 0,647 0.750 0.710 1.21 RT 3 x 2 x 1 /8 3 2 0.125 1.40 1.19 1,47 0.978 1.19 1.11 0.772 0.77 0.895 0.806 1.53 RT 3 x 2 x l/4 3 2 0.250 2.65 2.25 2.55 1.70 2.16 1.06 1.30 1.30 1.59 0.759 2.57 RT 3 1/2 x l 314 x l/8 3.5 1.75 0.125 1.47 1.25 1.96 1.12 1.40 1.25 0.649 0.742 0.852 0.721 1.50 January 2015 V-39 1460 NE 103 St 4 eneral Data: FN := 19000.0 psi Fw = 9000.0 psi Partial Welding. Partial Welding Allowable stress for non welded members. Allowable stress for weld -affected members. As per Aluminum Code 2005, section 7 Fpw = Fn - (An/A))K(Fn-Fw) Aweld = (2)K(wd)))Ktw Awelcl = 2)Kwd`)Ktw A = (2sides)W(Sc))K(tw)+b(tw) A = (I c+b) * tw wd = min length plus tq" at each end c w b Aw := 1.0 (times thickness) weld -affected cross sectional area c 1.25 in distance from neutral axis to extreme comp fiber. in postwidth. net cross sectional area of the compression flange of a beam, consisting A, := 4.c + b (times thickness) of the portion of the section farther than 2d3 from the neutral axis, where 3 c is the distance from the neutral axis to the extreme fiber. tress for part weld -affected section (Fpw): Fpw A FN - Ac • (FN — Fw) Fpw = 16600.00 in — lb 1460 NE 103 St 5 op Rail Design: General Data: ,W= 4.00 Top Span (ft) HpeSd := 60.0 . Post Heigh (in) General Loads: gwind := 28.00 Wind Pressure (psf Post Data: I Picket Data: Fbbmd.pos2 := 16600.00 psi Fbbend.picket := 19000.0( psi Fv5hcu.post2:= 5000.00 psi Fvsheu.picket = 5000.00 psi Sxp0g2 _ 0.8960 in Sxpi k; := 0.6330 in Syposo:= 0.8960 in SYpicket:= 0.3070 in Apmt2:= 1-190 in Apicket:= 0.243 in Picket Design: gpicket MaX(25,gwind) Mmaxpk:= 9picker4'hpk2 144 8 Vmaxpk:= r gpicket' 4' hpk ) l /I 144 2 Section Required: Bending Design: Section Modulus Required: Spkreq :_ Mmaxpk Fbbend.picket Shear Design: Area Required: Apktreq 1.5. Vmaxpk Fvshm.picket hpk L-12 — 2 gpicket =28.00 psf Mmaxpk = 205.72 in -lb Vmaxpk = 17.89 lb Spkreq = 0.011 ins Apktreq = 0.005 in2 Section Provided: BENDINGpicket:= if(Spkreq? min(Sxpidd,SYpickc�,"N.G" "OK") BENDTNGpicket= °OK" SHEARpicket if(Apktreq —: Apicket, "N.G" , "OK" SHEAR " pmket = ��OK 1460 NE 103 St 6 Post Design: ctual Reaction: H Rwind2 gwind' Z!! •L Rwind2 = 560.00 bs Rmm2 = Rwind2 Rmax2 = 560,00 ibs ctual Moment: Mpost2 := 0.85•Rwind2' H Zs2 Mpost2 = 14280.00in - lb ctual Shear: Vpost2 i= Rma , V W = 560,00 - _ bs. _J - ection Required: Bending Design Section Modulus Required: Spostreg2 := Mpostz Spostreg2 = 0.86 in3 Fbbend.post2 Shear Design: Area Required: 1.5• Vpos¢ Apostreg2 := jApostreq2 = 0.17 vtz Fvsheer.post2 ction Provided BENDiNGPost := if(Spostreg2 2 Sxpost2, "N.G" , "OK" B7;NDINGPost = "OK" SHEARPpst := if(Apostreg2 ? Apost2, "N.G" , "OK")SHEAR — "OK" post — 1460 NE 103 St 7 Welded Connection: Weld and Section Data: Fvweld 5 1 00.00AIlowable Stress of Welding (psi) b := 1.00 Width of Tube Steel (in) d := 3.00 Depth of Tube Steel (in) to := x F 0.00001 V Pe5t1 while 2(b + d)•x Fvweld to = 0.06 in x +- x + 0.0625 Aweld = 2'(d + b)•te Aweld = 0.50 in Check Shear Stress : vp-a f`V eId:=— fvwld-:: Zc�..2 Psi -' --- -- Aweld ------ STRESS := "N.G." STRESS -- 'OK" "OK" If FvWi:Id> fVweld t Wweld "1/8" if — 5 0.1250 - 0.707 t "3/16" if 0.1250 < —° <_ 0.1875 0.707 Wwetd= "1/8" " 1/4" if 0.1875 <t—e <0.25 0.707 1460 NE 103 St e Section Required: Bending Design: Section Modulus Required MWIND vv SWIND.yy,mirt SWIND.yy.min = 0.14 iD3 FiWGTH Shear Design: Area Required 1.5• VWIND.yy AWIND.ri.min = AWIND.yy.min = 0.04 jn2 FVTRH Section Provided: BENDINGWIND.yy if(SWIND.yy.min>SYTRH,"N.G","OK") BENDINGWp .y—="OK'• SHEARw1ND.yy:=if(AWIND.yy.min�ATRH,"N.G","OK") ISHEARWIND.,.,.="OK" A KE � Actual Load: (Axis x-x 1 Hgate 2 12 QDL.xz = 1?_50 Ibsr ;i . • _ - _ _ rL 2 Actual Moment: M12 .12 DL.xx 8 MDL.xx = 224.69' in — lb Actual Shear: Wind Pressure. VDL.xx = 2 12 Ibs VDL.xx = 21.88 bs Section Required: Bending Design: Section Modulus Required MD MDL.zx SDL.xx.min SDL.xx.min = 0.03 i�3 FbwGTH Shear Design: Area Required l.5• VDL.XX ADLxx.min = Fv TRH ADL.xx.min = 0.01 inn Section Provided: BENDINGDL.xc:= if(SDL.xx.min> SXTRH,"N.G" "OK") jBENDfNGDLm= °GK" SHEARDL.xx if(ADL.xx.min > ATRH, "N.G" "OK") ISHEARDL.xx = "OK,. 1460 NE 103 SI 10