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Home My WebLink AboutPROJECT INFORMATION8-31-15 ROBERT JAMES & ASSOCIATES, Inc. Sht.1 of 5 ��12255 West 187th Street C�7GQ�pp, gy�` N Mokena, I inois 60448 By (768) 479-8385 &LUdeConntV I File: LS11ndustries023.mcd I i Site: 10331 Lennard Road Port St. Lucie, Florida 34952 Project : 22'-0" tall round tapered 11 gauge steel light pole withtwo ( 2) CT2H fixtures on 6" arms inthe.D180 configuration on a caisson footing. Drawing No. 1508153 rev. A Design wind load is based on the 2014 Florida Building Code (ASCE 7-10 ) using Exposure C and 160 mph wind speed. Design Wind Speed: ( mph.) V := 160.0 Based on Risk Category II Velocity Pressure Coefficient ata Height of Less Than 25', Exposure C : Kz := 0.94 Based on Table 29.3-1 Topographic Factor: Kzt := 1.00 Based on Table 26.8-1 Wind Directionality Factor: Kd := 0.85 Based on Table 26.6-1 Velocity Pressure: (PSF) qz := 0.00256•Kz..Kzt•Kd•V2 qz = 52.363 Based on 29.3-1 Overall Width of Both Fixtures and Arms: (ft.') B := 4.65 ( This is D' for Figure 29.5-1 ) ( Including 3.52" diameter pole.) Height of Fixtures and Arms : ( ft.) s ;= 0.67 Overall Height: (ft.) h := 22.0 For Figure 29.4-1 For Figure 29.5-1 s h =0.03 B =6.94 =4.731 h s B Force Coefficent for Fixtures: FxtrCf := 1.80 Based on Figure 29.4-1 Force Coefficent for Pole : PoleCf := 1.0 Based on Figure 29.5-1 Gust Effect Factor: G := 0.85 Based on 26.9.4 for Other Structures Load Combination Factor: LCF := 0.60 , Based on 2.4.1, Case 7 Pole Design Pressure: (PSF) PoleF : I gz•G•LCF•PoleCf PoleF = 26.705 Based on 29.4-1 Fixture /Arm Design Pressure: (PSF) FxtrF := gz•G•LCF•Fx:trCf FxtrF = 48,069 Based on 29.5-1 Pole Height: (ft.) PofcHt := 22.0 1�j11If1fi/1p Pole Wall Thickness: (in.) PoleWThk : = 0.1196 (11 Gauge , Pole Taper : 3.52" at tiiti. 2�)p to 6.60" at the bottom. Top Diameter : (iri. \ , TopDia := 3.5� �� •�C Md� �,, 5 /jy iBottom Diameter : (in.) BotDia :5 ! �' Total Fixture/Arm Wind load Area.: { ft.2) FxtArea := 5.6 MU STATE OF ►: Reference : Manual of Steel Construction,AIS ; 13th Edition. %�it. ,� ,qy ®. Pole: ASTMA-595 (psi. Yi eF SS000 Pi eFb Pi eF 0.66 Pi eFb = 3 "'""'"� (P ) P y := p P y' p ® A� �r;N%s - ( Compact Sections) PipeFv := PipeFy-0.40 PipeFv = 22000 � �l s r ' 8-31-15 ROBERT JAMES & ASSOCIATES, Inc. i Plate: ASTMA 36 ( psi.) P1tFy := 36000 P1tFb := P1tFy0.66 P1tFb = 23760 Anchor Bolts : ASTMF-1554 Gr.36 ( psi.) ABFu := 58000 ABFt := ABFu•0.33 ABFt = 19140 i • ABFy := 36000 ABFv := ABFr 0.40 ABFv = 14400 Reference: American Concrete Institute, Code 318.10 Concrete: 3,000 psi. compressive strength. Rebar : ASTMA-615 Grade 60 Fy =60.0 ksi. DesignLoads at Grade: Fixtures : Fxt := (FxtArea•FxtrF)• (PoleHt — 0.5) Fxt = 5787.565 ft.lbs. Pole: Pole = TopDia+ BotDia l PoleHt•PoleF]•(PoleHtl pole = 2725.094 ft.lbs. K 2• 12 J l 2 JI Moment: (ft.lbs.) MtGrd := Fxt + Pole MtGrd = 8512.659 Shear: ( lbs.) ShrGrd := (FxtArea•FxtrF) + TopDia + BotDia •PoleHt•PoleF ShrGrd = 516.925 2.12 i Check of Pole at Grade: Section Modulus of Pole at the Base: (in.3) PoIeSM �BotDia4 — [BotDia — (2•PoleWThk)]41•7r (32•BotDia) PoIeSM = 3.875 MtGrd- 12 Bending Stress: ( psi.) fb := fb = 26364.287 PoIeSM Area of Pole: (in?) R,leArea :_ [BotDia2 - [BotDia — (2 PoleWThk)]2]PoleArea = 2.435 4 ' Shear Stress: ( psi.) fv ;= ShrGrd fv = 212.297 PoleArea �f Unity Check - Pole: UCPoIe = fb + v UCPoIe = 0.736 C 1.00 PipeFb PipeFv Check of Anchor Bolts at Grade: Four (4) 1"Diameter x 36" long anchor bolts with 4" of top thread and 3" bottom bend. ° Anchor Bolt Diameter: (in.) AncBltDia := 1.00 Stress Area: ( in?) A i cBltArea := "•AncBltDia2AncBltArea = 0.785 ( Based on nominal diameter per AISC 4-3) 4 r Sht 2 of 5 OK 8-31-15 ROBERT-JAMES & ASSOCIATES, Inc. Sht 3 of 5 L Allowable Tension: (lbs.) AllwTen := 19140•AncBltArea AllwTen = 15033 Allowable Shear: (lbs.) AllwShr:= 14400•AncBltArea AllwShr = 11310 Bolt Circle: (in.) B1tCir := 11.0 s Number ofAnchor Bolts in Tension: NoTen := 2 J( Lever Arm : (in.) LvrArm := i t� it Lv Arm — 7.778 Tension Load per AndlorB olt : (lbs.) TenAncBlt := MtGrd• 12 TenAncBlt = 6566.57 NoTen•LvrArm Number ofAnchor Bolts in Shear: NoShr := 4' Shear Load perAnchorBolt : (lbs.) ShrAncBlt := Shr-Grd ShrAncBlt = 129.23 N6Shr TenAncBlt ShrAncBlt < 1.00 OK Unity Check: UCAncBlts :_ + UCAncBlts = 0.448 AnchorBolts AllwTen AllwShr Check ofAnchor Bolt Embedment: Concrete: 3,000 psi. compressive strength 'ConcFc 3000 (1 4.8 ConcFc Allowable Bond Stress: ( lbs./ in 2) U 2AncBltDia := U = 131.453 ) Developement Length: (in.) Ld := TenAncBlt Ld = 15.901 U• 7c • AncBltDia Embedment Length: (in.) AncBltEmb := 36 — 4 AncBltEmb = 32 (36" overall length minus 4" of thread projection. ) Unity Check: UCABEmb := ' Ld UCABEmb = 0.497 < 1.00 OK Anchor Bolt Embedment AncBltEmb Check of Base Plate at Grad I : Base plate is 1" thick x 10-1/8" square I Plate Thickness: (in. ) P':tihk := 1.00 Plate Width : (in.) P1tWdth := 10.125 Plate Specimen: (in. ) PLS := B1tCir [BotDia + (2.0.250)] PLS = 1.95 r 2 _ • PLS• 6 Minimum Thickness Required: ( in.) RegdThk := TenAncBlt.. RegdThk = 0.799 (P1tWdth•P1tFb) r Reg Unity Check - Base Plate : UCBasePlt dThk :_ —.•-- UCBasePlt = 0.799 < 1.00 OK t itThk y I i 8-31-15 ROBERT JAMES & ASSOCIATES, Inc. Design of Caisson Footing: Overturning Moment: (ft.lbs.) Ma := MtGrd Ma = 8512.659 . Shear: ( lbs.) Va := ShrGrd Va = 516.925 Applied Lateral Force: (lbs.) j P := Va P = 516.925 Allowable Lateral Soil Pressure: ( lbs./ft? per ft.) I I LP := 150 Diameter of Round Footing: (ft.) bl := 2.0 Distance in Feet From Ground Surface h := Ma h = 16.468 to Point ofApplication of "P" Va Depth of Footing Below Grade: (ft.) dl := 5.0 Allowable Lateral Soil Bearing Pressure Pursuant S1 := dl (LP• 1.33) S1 = 332.5 to the 2012 International Building Code Section 3 1805.7 and Table 1804.2 with 100% increase for allowable 1/2" deflection at grade. I A := 2.34• P A = 0.909 (S1.2)•lil d2 := 2 CSC 1 + 1 + 4.36 A d2 = 4.521 dl = 5 ..F Check Tensile Stress in Footing: Overturning Moment About Heel Point: (ft.lbs.) Mh := Ma + (Va• dl) Treat as a cantilever at bottom. Compressive Strength of Concrete: ( psi. ) Yield Strength of Rebar : (psi.) Section Modulus of Footing: (in.3) Sw :_ (bl• 12)3 C Tensile Stress in Concrete: (psi.) IL (Mh• 12)1 JI Sw Allowable Concrete Stress: ( psi.) �Ft := 0.65•(5• fc) Design of Temperature and Shrinkage Steel in Caisson: Moment for USD Design: Mu := 1.7• d := [(bl•12)•.80] — 3 To Plot for" ju " : coeff ;= Mu. 12 coeff = 0.012 fc•bl•12•d2 Required Area : (in?) AsMill I 112 ju•fyd•0.90 Mh = 11097.284 fc := 3000 fy := 60000 Sw = 1357.168 ft = 98.122 �Ft = 178.01 > ft = 98.122 REBAR NOT REQUIRED FOR STRESS Mu = 18865.382 d = 16.2 ju := 0.81 As = 0.319 Sht. 4 of 5 OK 8-31-15 ROBERT JAMES & ASSOCIATES, Inc. Sht 5 of 5 ti• Rebar Size: Number := 4 (Numbers . • RebarArea : (in?) Area := 7C\ 8 Area = 0.2 ti 4 • Number Required: C 1.2 = 3.254 Use four (4) #4 Rebar x 4'-6" LG equally spaced on a 18" circle Area with seven ( 7 ) #3 Rebar ties. The top three ( 3 ) ties in the first 5"1 three (3 ) on 9" centers and the remaining tie 18" on center. i Quantity of Concrete.: (yds.3) CY it 7c•b12•dl CY = 0.582 4.27