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Report Y 1.4-28-15 Icon Identity Sol C rED Sht. 1 of 3 MAY 2 4 2016 ekV)-0/(e ' E File: IconldentSolut2676c.mcd ?C-6-'6) S Se's} C'l l CITY OF TIGARD 1/444 BUILDING DIVISION Site: Starbucks Location No. 3366 13560 S.W.Pacific Highway Tigard,Oregon 97223 Sign Type: 1'-6 1/2"x 6'-0"x 3-1/2"deep single face sign with 'DRIVE THRU' copy and arrow.Two(2)signs will be installed at this site.One on the North buiding elevation and one on the South building elevation. DrawingNo. 1512112rev.A Design wind load based on the 2014 Oregon Structural Specialty Code(2012 IBC)using Exposure C and 120 mph wind speed. Design Wind Speed: (mph.) V:= 120.0 Based on Risk Category II Velocity Pressure Coefficient at a Height of Less Than 20', Exposure C : Kz:= 0.90 Based on Table 29.3-1 Topographic Factor: Kzt:= 1.00 Based on Table 26.8-1 Wind Directionality Factor: Kd:= 0.95 Based on Table 26.6-1 Velocity Pressure: (PSF) qz:= 0.00256•Kz•Kzt•Kd•V2 qz=31.519 Based on 29.3-1 Combined Extenal Pressure GCp(30.4-1 )minus Internal Pressure GCpi(26.11-1 ): GCComb 1.65 Load Combination Factor: LCF:= 0.60 Based on 2.4.1,Case 7 Design Pressure: (PSF) F:= gz•GCComb•LCF F=31.204 Use: WL,:. 31.3 Design Snow Load: (PSF) SL:= 20.0 Based on Ground Snow Loads Reference: Manual of Steel Construction,AISC 13th Edition. Mounting Bolts: 18-8 Stainless Steel Fu=60.0 ksi.; Ft=20.00 ksi.; Fv=10.00 ksi. Reference: 2008 Hilti North American Product Technical Guide 4.3.11 HLC Sleeve Anchor: Stainless Steel Sleeve Anchors KB3 2008 PTG Supplement-Rev.20: Stainless Steel Kwik Bolt 3 Expansion Anchors Design Loads: �Et PROP( Dead Load : �:°� 1 314 Dead Based on 6.5 lbs.per Square Foot: ShrDL:= (1.54.6.0).6.5 ShrDL=60.06 lbs. 4 41 #3807 S To Wind Load: OAE60N Directional : ShrWL:= [6.o.(. �)1.wL ShrWL=54.775 lbs. 90 W. LE� .� Suction : SuctnWL:= (1.54.6.0)•WL SuctnWL=289.212 lbs. Snow Load: [6.o.(. )].SL 3-1/2"Deep Sign: ShrSL:= ShrSL=35 lbs. Combined Shear: L/ Summation : (lbs.) ShrSgn ./'>i/j---------2---)7e1/ f /1 := J[(ShrDL+ ShrWL)2+ (ShrSL+ ShrWL)21 ShrSgn= 145.762 • 12-28-15 Icon Identity Solutions Sht. 2 of 3 Design of Mounting Bolts: Mounting Bolt Diameter: (in.) MntBltDia:= 0.375 7C•MntBltDia2 Stress Area: (in.2) MntBltArea:= MntBltArea=0.11 (Based on nominal diameter perAISC 4-3) 4 Allowable Tension: (lbs.) AllwTen:= 20000•MntBltArea AllwTen=2209 Allowable Shear: (lbs.) AllwShr:= 10000•MntBltArea AllwShr= 1104 Minimum Number of Mounting Bolts: NoBlts:= 6 ShrSgn Shear Load per Mounting Bolt: (lbs.) ShrMntBlt:= ShrMntBlt=24.294 NoBlts SuctnWL Tension Load per Mounting Bolt: (lbs.) TenMntBlt:= TenMntBlt=48.2 NoBlts ShrMntBlt TenMntBlt Unity Check: UCMntBlt:_ + UCMntBlt=0.044 < 1.00 OK Mounting Bolts AllwShr AllwTen Note: Use 3/8"diameter 18-8 Stainless Steel bolt,with spacers thru EIFS,as listed : TEK screws in metal studs. Lag bolts in wood studs. Toggle bolts in concrete block or panel walls. All thread bolts with blocking between studs. Design of Sleeve Anchors: Based on allowable load data from 2008 Hilti North American Product Technical Guide Supplement Diameter of Sleeve: 1/2" Diameter of Bolt: 3/8" Embedment Depth: 1-1/2" Allowable Tension Capicity: (lbs.) A11wTenSA:= 925 Allowable Shear Capacity: (lbs.) AllwShrSA:= 1325 Unity Check-Hilti Sleeve Anchors: ShrMntBlt TenMntBlt < 1.00 OK UCHiltiSleeveAnc:_ + UCHiltiSleeveAnc=0.07 AllwShrSA AllwTenSA Note: Use 1/2"diameter Stainless Steel HLC Sleeve Anchor with 1-1/2"of embedment. ' 12-28-15 Icon Identity Solutions Sht. 3 of 3 Design of Expansion Anchors: Based on allowable load data from 2008 Hilti North American Product Technical Guide Supplement Diameter ofAnchor: 3/8" Embedment Depth: 2-1/2" Allowable Tension Capicity: (lbs.) A11wTenEA:= 1285 Allowable Shear Capacity: (lbs.) AllwShrEA:= 1570 Unity Check-Hilti Expansion Anchors: ShrMntBlt TenMntBlt < 1.00 OK UCHiltiExpansionAnc :_ + UCHiltiExpansionAnc=0.053 AllwShrEA AllwTenEA Note: Use 3/8"diameter Stainless Steel Kwik Bolt 3 Expansion Anchor with 2-1/2"of embedment. 12.28.15 Icon Identity Solutions Sht. 1 of 4 File: IconldentSolut2676b.mcd RECEIVED Site: Starbucks MAY 2,.4 2016 Location No. 3366 13560 S.W.Pacific Highway CITY OF TIGA D Tigard,Oregon 97223 BUILDING DIVISION Project: Design of anchor bolts and caisson footing for a 10'-2"OAH clearance bar with 5"x 5'-6"clearance height sign panel hanging 4"below clearance arm.Clearance bar assembly by others. Drawing No. 1512111 rev.A Design wind load is based on the 2014 Oregon Structural Specialty Code(2012 IBC)using Exposure C and 120 mph wind speed. Design Wind Speed: (mph.) V:= 120.0 Based on Risk Category II Velocity Pressure Coefficient at a Height of Less Than 15', Exposure C : Kz:= 0.85 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=26.634 Based on 29.3-1 Force Coefficient: Cf:= 1.75 Based on Figure 29.4-1 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 Design Pressure: (PSF) F:= qz•Cf•G•LCF F=23.771 Use: WL:= 23.8 Design Snow Load: (PSF) SL:= 20.0 Based on Ground Snow Loads Reference: Manual of Steel Construction,AISC 14th Edition. Anchor Bolts: ASTM F-1554 Gr.36 Fu=58.0 ksi.; Ft=19.14 ksi.; Fv=14.40 ksi. Reference: American Concrete Institute, Code 318.11 Rebar: ASTM A-615 Grade 60 Fy=60.0 ksi. Concrete: 2,500 psi.compressive strength at 28 days. Cott PR©r% 1 Design Loads at Grade: 61 NF oy Wind Load: 4V� 18807 NS Arm: Arm:=[8.67.(.±J.wJ].[(2 ) ± :84] Arm=688.164 ft.lbs. ORSON Sign Panel: SgnPnl:= (0.42 5.5•WL)•r(0.331 + 9.84] 410 SgnPnl=550.055 ft.lbs. r 17 �° 40 Ll 2 l W. LE Pole: Pole:=[10.17- / WL . 10.171 Pole=410.268 ft.lbs. ``12) •j 2 /I Moment: (ft.lbs.) MtWL:= Arm+ SgnPnl+Pole MtWL= 1648.487 cr/:, r Shear: (lbs.) ShrWL:= [8.67.(_}wI] + (0.42.5.5•WL) +[1o.17.(_}WL] ShrWL=204.442 12-28-15 Icon Identity Solutions Sht. 2 of 4 Offset Wind Load: llArm: Arm:= [8.67.(±J.wL].[(. 2) + 0.17] Arm=309.863 ft.lbs. 8'67Si�Panel : SgnPnl := (0.42.5.5•WL) 2) + 0.17 SgnPnl =247.676 ft.lbs. Moment: (ft.lbs.) MtOSWL:= Arm+ SgnPnl MtOSWL =557.539 Shear: (lbs.) ShrOSWL:= [8.67.(- _).wL] + (0.42.5.5•WL) ShrOSWL= 123.76 Offset Dead Load: ( l Arm: Arm:= (8.67.10.48).[ 8 7) + 0.17] Arm=409.332 ft.lbs. 8.67Si�Panel : SgnPnl:= (0.42.5.5.2.5)• 1 + 0.17 SgnPnl =26.016 ft.lbs. Moment: (ft.lbs.) MtOSDL:= Ann+ SgnPnl MtOSDL=435.348 Shear: (lbs.) ShrOSDL:= (8.67.10.48) + (0.42.5.5.2.5) ShrOSDL=96.637 Offset Snow Load:Shear: (lbs.) ShrOSSL:= [8.67.(- -).sL] ShrOSSL=43.35 ll Moment: (ft.lbs.) MtOSSL:= ShrOSSL•r(8.671 + 0.17] MtOSSL= 195.292 LLl` 2 /JI Combined Moment: Summation: (ft.lbs.) MtGrd MtWL+MtOSDL+ MtOSSL MtGrd=2279.126 Combined Shear: Summation: (lbs.) ShrGrd:= ShrWL+ ShrOSDL+ ShrOSSL ShrGrd=344.429 Design ofAnchor Bolts at Grade: Anchor Bolt Diameter: (in.) AncBltDia:= 0.75 Stress Area: rr•AncBltDia2 (in?) AncBltArea:= AncBltArea=0.442 (Based on nominal diameter perAISC 4-3) 4 Allowable Tension: (lbs.) AllwTen:= 19140•AncBltArea AllwTen=8456 Allowable Shear: (lbs.) AllwShr:= 14400•AncBltArea AllwShr=6362 Number ofAnchor Bolts in Tension: NoTen:= 2 Front to Back Distance Between Anchor Bolts: (in.) LvrArm:= 5.0 Tension Load perAnchor Bolt: (lbs.) TenAncBlt:= MtGrd•12 TenAncBlt=2734.95 (NoTen•LvrArm) 12-28=15 Icon Identity Solutions Sht. 3 of 4 Number ofAnchor Bolts in Shear: NoShr:= 4 Number of Anchor Bolts in Bolt Couples: NoBltCpl:= 2 Diagonal Distance Between Anchor Bolts: (in.) AncBltDgnl:= 7.07 ShrGrd (MtOSWL•12) Shear Load perAnchor Bolt: (lbs.) ShrAncBlt= + NoShr NoBltCpl•AncBltDgn1 ShrAncBlt=559.27 TenAncBlt ShrAncBlt < 1.00 OK Unity Check: UCAncBlts :_ + UCAncBlts =0.411 Anchor Bolts AllwTen AllwShr (1) .Allowable Bond Stress: (lbs./in?) U:= U= 160 2AncBltDia TenAncBlt Developement Length: (in.) Ld:= Ld=7.255 U•n•AncBltDia Embedment Length: (in.) AncBltEmb:= 36—4.5 AncBltEmb=31.5 (36"overall length minus 4-1/2"of thread projection.) Unity Check: UCABEmb:= Ld UCABEmb=0.23 < 1.00 OK Anchor Bolt Embedment AncBltEmb Use: Four(4) 3/4"Dia.x 36"LG.anchor bolts with 4-1/2"of top thread and 2"of bottom thread. Design of Caisson Footing: Overturning Moment: (ft.lbs.) Ma:= MtGrd Ma=2279.126 Shear: (lbs.) Va:= ShxGrd Va=344.429 Applied Lateral Force: (lbs.) P= Va P=344.429 Allowable Lateral Soil Pressure: (lbs./ft2 per ft.) LP:= 100 Diameter of Round Footing: (ft.) b 1 := 1.5 Distance in Feet From Ground Surface h:= Ma h=6.617 to Point of Application of"P" Va Depth of Footing Below Grade: (ft.) dl := 5.0 (LP-1.33) Allowable Lateral Soil Bearing Pressure Pursuant S1 := dl S1 =221.667 to the 2012 International Building Code Section 3 1807.3.2.1 and Table 1806.2 using Class 5 soils with 25%increase for allowable 1/8"deflection at grade. A:= 2.34• P A= 1.939 (S1.1.25)•bl d2= (2)•11 + Ill +4.36•A { d2=4.833 < dl =5 OK 12-28-15 Icon Identity Solutions Slit. 4 of 4 Check Tensile Stress in Footing: Overturning Moment About Heel Point: (ft.lbs.) Mh:= Ma+ (Va•dl) Mh=4001.269 Treat as a cantilever at bottom. Compressive Strength of Concrete: (psi.) fc:= 2500 Yield Strength of Rebar: (psi.) fy:= 60000 rr•(b1.12)3 Section Modulus of Footing: (in.3) Sw:= Sw=572.555 32 [(Mh.12)] Tensile Stress in Concrete: (psi.) ft:= ft=83.861 Sw Allowable Concrete Stress: (psi.) (I)Ft:= 0.65.(5•) 4Ft= 162.5 > ft=83.861 REBAR NOT REQUIRED FOR STRESS Check of Temperature and Shrinkage Steel in Caisson: Moment for USD Design: Mu:= 1.7•Mh Mu=6802.158 d:_ [(b1.12)•.80] —3 d= 11.4 Mu.12 To Plot for"ju" : coeff := coeff=0.014 ju:= 0.65 fc•b1.12•d2 Mu.12 Required Area: (in 2) As:= As=0.204 ju•fyd•0.90 Rebar Size: Number:= 3 Tc.(Number12 RebarArea: (in 2) Area:= 8 J Area=0.11 4 Number Required: As J.2=3.694 Use four(4)#3 Rebar x 4'-6"LG.equally spaced on Area a 12"circle with seven(7)#3 Rebar ties.The top three(3 )ties in the first 5"and four(4)on 12" centers. rr•b12•d1 Quantity of Concrete: (yds 3) CY:_ i CY=0.327 4.27 2-28-15 Icon Identity Solutions Sht. 1 of 3 File: IconldentSolut2676a.mcd RECEIVED MAY 242016 Site: Starbucks Location No. 3366 CITY OF 1-I ,ARD 13560 S.W.Pacific Highway BUILDING DIVISION Tigard,Oregon 97223 Project: Design of anchor bolts and caisson footing for a 4'-1"x 5'-7 5/8"three(3 )panel lower pole cladding at 6'-1 1/8"overall height.Menu board and structure by otherrssenu board with 2'-2"wide Drawing No. 1512110 rev A Design wind load is based on the 2014 Oregon Structural Specialty Code(2012 IBC)using Exposure C and 120 mph wind speed. Design Wind Speed: (mph.) V:= 120.0 Based on Risk Category II Velocity Pressure Coefficient at a Height of Less Than 15', Exposure C: Kz:= 0.85 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=26.634 Based on 29.3-1 Force Coefficient: Cf:= 1.75 Based on Figure 29.4-1 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 Design Pressure: (PSF) F:= gz•Cf•G•LCF F=23.771 Use: WL:= 23.8 Reference: Manual of Steel Construction,AISC 14th Edition. Anchor Bolts: ASTM F-1554 Gr.36 Fu=58.0 ksi.; Ft=19.14 ksi.; Fv=14.40 ksi. Reference: American Concrete Institute, Code 318.11 Rebar: ASTM A-615 Grade 60 Fy=60.0 ksi. Concrete: 2,500 psi.compressive strength at 28 days. Desi Loads at Grade `..x.0, 0 PRopti� Menu Bboard : x(4.081 l MnBrd := (4.08.5.64•WL). /I l ,el ��' NF O 2 + 2.O1J MnBrd=2218.05 ft.lbs. 48°7 4. le y� Pole Cladding: PoleCld:_ (2.01 2.17•WL).(2.01 2 J PoleCld= 104.328 ft.lbs.Moment: (ft.lbs.) MtGrd:= MnBrd+ PoleCld KOMI 17, E' t,MtGrd=2322.377Shear: (lbs.) Shitird= 4 W. LE��� ( .08 5.64•WL) + (2.01.2.17.WL) ShrGrd=651.475 Design ofAnchorBolts at Grade uv Anchor Bolt Diameter: (in.) AncBltDia:= 0.75 Stress Area: � (in. ) AncBltDia2 (Based on nominal diameter perAISC 4-3) AncBltArea:= ----__ AncBltArea=0.442 i, 12-28-15 Icon Identity Solutions Sht. 2 of 3 Allowable Tension: (lbs.) AllwTen:= 19140•AncBltArea AllwTen=8456 Allowable Shear: (lbs.) AllwShr:= 14400•AncBltArea AllwShr=6362 Number ofAnchor Bolts in Tension: NoTen:= 2 Front to Back Distance Between Anchor Bolts: (in.) LvrArm:= 4.0 Tension Load perAnchor Bolt: (lbs.) TenAncBlt:= MtGrd.12 TenAncBlt=3483.57 (NoTen•LvrArm) Number ofAnchor Bolts in Shear: NoShr:= 4 Shear Load perAnchor Bolt: (lbs.) ShrAncBlt:= ShrGrd ShrAncBlt= 162.87 NoShr TenAncBlt ShrAncBlt Unity Check: UCAncBlts :_ + UCAncBlts =0.438 < 1.00 OK Anchor Bolts AllwTen AllwShr Allowable Bond Stress: (lbs./in 2) U:= 1 4.8• 2500 U= 160 (2) AncBltDia Developement Length : (in.) Ld:= TenAncBlt Ld=9.24 U•n•AncBltDia Embedment Length: (in.) AncBltEmb:= 36—4.5 AncBltEmb=31.5 (36"overall length minus 4-1/2"of thread projection.) Unity Check: UCABEmb:= Ld UCABEmb=0.293 < 1.00 OK Anchor Bolt Embedment AncBltEmb Use: Four(4) 3/4"Dia.x 36"LG.anchor bolts with 4-1/2"of top thread and 2"of bottom thread. Design of Caisson Footing: Overturning Moment: (ft.lbs.) Ma:= MtGrd Ma=2322.377 Shear: (lbs.) Va:= ShrGrd Va=651.475 Applied Lateral Force: (lbs.) P:= Va P=651.475 Allowable Lateral Soil Pressure: (lbs./ft.2 per ft.) LP:= 100 Diameter of Round Footing: (ft.) b1 := 2.0 Distance in Feet From Ground Surface h:= Ma h=3.565 to Point ofApplication of"P" Va Depth of Footing Below Grade: (ft.) dl := 4.5 Allowable Lateral Soil Bearing Pressure Pursuant S1 := dl.(LP•1.33) S1 = 199.5 to the 2012 International Building Code Section 3 1807.3.2.1 and Table 1806.2 using Class 5 soils with 100%increase for allowable 1/2"deflection at grade. 12-28-15 Icon Identity Solutions Sht. 3 of 3 A:= 2.34. P A= 1.91 (S1.2)•bl d2:= (—A).[1 I + (.ji + 4.36. 11d2=3.842 < d1 =4.5 OK Check Tensile Stress in Footing: Overturning Moment About Heel Point: (ft.lbs.) Mh:= Ma+ (Va•dl) Mh=5254.015 Treat as a cantilever at bottom. Compressive Strength of Concrete: (psi.) fc:= 2500 Yield Strength of Rebar: (psi.) fy:= 60000 Section Modulus of Footing: (in.3) SW:= rz'(bl 12)3 Sw= 1357.168 32 C(Mh•12)1 Tensile Stress in Concrete : (psi.) ft;= ft=46.456 Sw Allowable Concrete Stress: (psi.) 4Ft:= 0.65.(5•[) (1)Ft= 162.5 > ft=46.456 REBAR NOT REQUIRED FOR STRESS Check of Temperature and Shrinkage Steel in Caisson: Moment for USD Design: Mu:= 1.7.Mh Mu=8931.825 d:_ [(bi.12)•.80] –3 d= 16.2 Mu.12 To Plot for"ju": coeff = coeff =0.007 ju:= 0.81 fc•bl•12.d2 Mu.12 Required Area: (in 2) As:= As=0.151 ju•fy.d•0.90 Rebar Size: Number:= 3 rt.(Number)2 RebarArea: (in 2) Area: 8 J Area=0.11 4 Number Required: As .2 =2.739 Use four(4)#3 Rebar x 4'-0"LG.equally spaced on Area a 18"circle with six(6)#3 Rebar ties.The top three (3 )ties in the first 5",two(2)on 12"centers and the remaining tie 18"on center. n•b12•dl Quantity of Concrete: (yds.3) CY:= CY=0.524 4.27