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Specifications .:A 1r aO\ cc)4.0\ \ Com; Client --- Sheet -' of Project 11A44 Design byDAs F\QG RE E.To. Date 6/tel 10 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. t Q-0 23 Date Work:503-657-9800 Fax:503-656-0186 FV-00 c�0us #r 2-1=o" s eiNn/ 1 6''0L (So Pis r) = G6. 66 (t 5mF) 66,715,4 (�1'-ap/ 2 -- foo V oL= 2 0 ,Q,t- Cz,'-o'i 2 — 2‘o u sc. t elf t 31360 @ k6"06.. r—.-00R beivA S'o`° 6?,1/4r./ F"Zd V�,►..� 2x 5257, = 1oso'r,�l toscAM Vpt~.= 2 s V587,4 316 N- 3►6' y,- ,t' 1, 4, 4. 1 5=0" 7gq5 2— VoL= 316'k (15'/ ^ 23?o • D. vS e 570 X 1 $ 4L.6 Project: 18-023 Hampton Oaks Fire Restoration page Dustin Selby • Location: Floor Joist 1 StruCalc Version 10.0.1.4 6/7/2018 4:50:04 PM Floor Joist of [2015 International Building Code(2015 NDS)] TJI 360/18-iLevel Trus Joist x 21.0 FT @ 16 O.C. Section Adequate By: 18.7% Controlling Factor:End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN U806 Dead Load 0.09 in Total Load 0.41 IN L/620 Live Load Deflection Criteria:U480 Total Load Deflection Criteria: U360 REACTIONS A_ Live Load 700 lb 700 lb Dead Load 210 lb 210 lb Total Load 910 lb 910 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 525 plf 525 plf 21 ft Dead Load 158 plf 158 plf Total Load 683 plf 683 plf I-JOIST PROPERTIES JOIST DATA Center TJI 360/18-iLevel Trus Joist Span Length 21 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 9465 ft-lb Mcap'= 9465 ft-lb Unbraced Length-Bottom 0 ft - Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 2425 lb Vcap'= 2425 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 1080 lb Rcap'= 1080 lb Uniform Floor Loading Center Reaction B: Rcap= 1080 lb Rcap'= 1080 lb Live Load LL= 50 psf E.I.: El= 1085 lb-in2 El'= 1085 lb-int Dead Load DL= 15 psf Controlling Moment: 4778 ft-lb Total Load TL= 65 psf TL Adj. For Joist Spacing wT= 86.7 plf 10.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -910 lb At right support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 646 in2-lb E6 1085 in2-lb xE6 Moment: 4778 ft-lb 9465 ft-lb Shear: -910 lb 2425 lb NOTES Project: 18-023 Hampton Oaks Fire Restoration page Dustin Selby 3 Location: Floor Beam 1 Multi-Loaded Multi-Span Beam StruCalc Version 10.0.1.4 6/7/2018 5:01:56 PM [2015 International Building Code(2015 NDS)] of 5.125 INx18.0INx15.0FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:41.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN U675 Dead Load 0.09 in Total Load 0.35 IN U511 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 7875 lb 7875 lb Dead Load 2520 lb 2520 lb Total Load 10395 lb 10395 lb Bearing Length 3.12 in 3.12 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 1.33 ft 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS Center* Camber Required 0.13 Uniform Live Load 1050 plf Notch Depth 0.00 Uniform Dead Load 316 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1386 plf Base Values Adjusted *Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2383 psi Cd—=1.00 C1=1.00 Cv=0.99 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 38981 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 10395 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 196.26 in3 276.75 in3 Area(Shear): 58.84 in2 92.25 in2 Moment of Inertia(deflection): 1328.69 in4 2490.75 in4 Moment: 38981 ft-lb 54969 ft-lb Shear: 10395 lb 16298 lb NOTES Client H/' Cto Sheet of K�"4 ? / °Arty Project Design by PAS s co. Date 6/-/1 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. I e'o2-3 Date Work:503-657-9800 Fax:503-656-0186 'FLoo<. to'-a" sykki 2x5.151r41 =1 VOLT= 2- X 150'�M = 316 74A- ‘0503r4 316/0J- ,{/ a o'-Qu \A-L= tosoZel (Io,4") = 643. S 6 V0L. 3I6% Cco 1"1 1646.S 't( VS�G 3t/� x t g C31-5 P()ST roc. Fe() (Ewo) 10s-oil vp6eAcco I_Ewc t ,� J ` "78 iS ?s/5 vol..= 2613 264 1 ` 0 USG NSs 4 A 4x �f�� ftsoo -4Q.e)-+6 Pages Project: 18-023 Hampton Oaks Fire Restoration Dustin Selby • Location: Floor Beam 2 StruCalc Version 10.0.1.4 6/7/2018 5:11:31 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.125 IN x 18.0IN x 10.75 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:34.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U1118 Dead Load 0.04 in Total Load 0.15 IN U852 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 5644 lb 5644 lb Dead Load 1764 lb 1764 lb Total Load 7408 lb 7408 lb Bearing Length 3.65 in 3.65 in BEAM DATA Center Span Length 10.75 ft Unbraced Length-Top 1.33 ft 10.75 ft Unbraced Length-Bottom 10.75 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center* Camber Required 0.04 Uniform Live Load 1050 plf Notch Depth 0.00 Uniform Dead Load 316 plf MATERIAL PROPERTIES Beam Self Weight. 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1378 plf Base Values Adjusted "Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2383 psi Cd=1.00 CI=0.99 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc- l'= 650 psi • Controlling Moment: 19908 ft-lb 5.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7408 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 100.27 in3 168.75 in3 Area(Shear): 41.93 in2 56.25 in2 Moment of Inertia(deflection): 489.08 in4 1518.75 in4 Moment: 19908 ft-lb 33506 ft-lb Shear: 7408 lb 9938 lb NOTES page Project: 18-023 Hampton Oaks Fire Restoration Dustin Selby t 6 Location:Post For FB1 (END) . Column StruCalc Version 10.0.1.4 6/7/2018 5:22:09 PM of [2015 International Building 9 Code(AISC 14th Ed ASD)] HSS 4 x 4 x 1/4 x 10.0 FT/ASTM A500-GR.B-46 Section Adequate By:91.4% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 7875 lb Dead Load: Vert-DL-Rxn= 2643 lb Total Load: Vert-TL-Rxn= 10518 lb COLUMN DATA Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 COLUMN PROPERTIES HSS 4 x 4 x 1/4-Square Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: E= 29000 ksi Column Section: dx= 4 in dy= 4 in Column Wall Thickness: t= 0.233 in Area: A= 3.37 in loft Moment of Inertia(deflection): Ix= 7.8 in4 ly= 7.8 in4 Section Modulus: Sx= 3.9 in3 Sy= 3.9 in3 Plastic Section Modulus: Zx= 4.69 in3 Zy= 4.69 in3 Rad.of Gyration: rx= 1.52 in ry= 1.52 in • Column Compression Calculations: KUr Ratio: KLx/rx= 78.95 KLy/ry= 78.95 Controlling Direction for Compr.Calm:(Y-Y Axis) Flexural Buckling Stress: Fcr= 30.25 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc= 61 kip Combined Stress Calculations: A Hi-lb Controls:0.09 Controlling Combined Stress Factor:0.09 AXIAL LOADING NOTES Live Load: PL= 7875 lb* Dead Load: PD= 2520 lb* Column Self Weight: CSW= 123 lb Total Axial Load: PT= 10518 lb *Load obtained from Load Tracker.See Summary Report for-details. Client YIM6RO Sheet 7 of Project Vi PSOA/ DAriS Design by OAS Far:- Utry. Date 6/7//9 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. IQ)"6�3 Date Work:503-657-9800 Fax:503-656-0186 9OST 'POR. TS p c1L Qc ) O' v tv c0ttP.O F C' Q• Vt_L= 2 x. T "= 15?5Z " 0 S, 3.so ''OL= 2x 2, - soq SO4o — --1 101 L • • . vSE vas 4 x �t %f (fr oo- c,R.B-46) 9o5-c roe v .td \0' voaao >cusTN Teo®•. VL`= 5 6 k4" I4 VOL-2- t 1- 6 i" 11- lo' VSA 14SS4x 4x la/ (l'60-4R."-4C/ Project: 18-023 Hampton Oaks Fire Restoration pa�R Dustin Selby Q Location: Post For FB1 (Middle) Column StruCalc Version 10.0.1.4 6/7/2018 5:30:59 PM of [2015 International Building Code(AISC 14th Ed ASD)] HSS 4 x 4 x 1/4 x 10.0 FT/ASTM A500-GR.B-46 Section Adequate By:65.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 15750 lb Dead Load: Vert-DL-Rxn= 5163 lb Total Load: Vert-TL-Rxn= 20913 lb COLUMN DATA I1?' Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 COLUMN PROPERTIES HSS 4 x 4 x 1/4-Square Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: E= 29000 ksi Column Section: dx= 4 in dy= 4 in (E Column Wall Thickness: t= 0.233 in Area: A= 3.37 in loft Moment of Inertia(deflection): lx= 7.8 in4 ly= 7.8 in4 Section Modulus: Sx= 3.9 in3 Sy= 3.9 in3 Plastic Section Modulus: Zx= 4.69 in3 Zy= 4.69 in3 Rad.of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KUr Ratio: KLx/rx= 78.95 KLy/ry= 78.95 Controlling Direction for Compr.Calcs:(Y-Y Axis) • Flexural Buckling Stress: Fcr= 30.25 ksi •• Controlling Equation F7-1 Nominal Compressive Strength: Pc= 61 kip — Combined Stress Calculations: A H1-la Controls:0.34 Controlling Combined Stress Factor:0.34 NOTES AXIAL LOADING Live Load: PL= 15750 lb* Dead Load: PD= 5040 lb* Column Self Weight: CSW= 123 lb Total Axial Load: PT= 20913 lb *Load obtained from Load Tracker.See Summary Report for details. Project: 18-023 Hampton Oaks Fire Restoration page Dustin Selby L� Location: Poat For FB2 Column StruCalc Version 10.0.1.4 6/7/2018 5:34:32 PM of [2015 International Building Code(AISC 14th Ed ASD)] HSS 4 x 4 x 1/4 x 10.0 FT/ASTM A500-GR.B-46 Section Adequate By:93.8% VERTICAL REACTIONS LOADING DIAGRAM • Live Load: Vert-LL-Rxn= 5644 lb Dead Load: Vert-DL-Rxn= 1887 lb Total Load: Vert-TL-Rxn= 7531 lb COLUMN DATA Total Column Length: 10 ft Q Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 COLUMN PROPERTIES HSS 4 x 4 x 1/4-Square Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: E= 29000 ksi Column Section: dx= 4 in dy= 4 in Column Wall Thickness: t= 0.233 in Area: A= 3.37 in la ft Moment of Inertia(deflection): Ix= 7.8 in4 ly= 7.8 in4 Section Modulus: Sx= 3.9 in3 Sy= 3.9 in3 ` Plastic Section Modulus: Zx= 4.69 in3 Zy= 4.69 in3 Rad.of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx= 78.95 KLy/ry= 78.95 Controlling Direction for Compr.Calcs:(Y-Y Axis) Flexural Buckling Stress: Fcr= 30.25 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc= 61 kip Combined Stress Calculations: A H1-lb Controls:0.06 Controlling Combined Stress Factor:0.06 AXIAL LOADING NOTES Live Load: PL= 5644 lb* Dead Load: PD= 1764 lb* Column Self Weight: CSW= 123 lb Total Axial Load: PT= 7531 Ib *Load obtained from Load Tracker.See Summary Report for details. Client 4PcRK0 Sheet 10 of Project OA MAr S Design 9 by OhS .7‘9C 19E-dCO• Date 6/Vie) 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. I —02'3 Date Work:503-657-9800 Fax:503-656-0186 Mpc\I1/4/ ?wog. -3 g 1o'-o" sem/ /DL 2000 60 (kSoF) = 60 4- I, 4 A VL.L.= 200 %,;1. Cid) IOOO VOL- 6°7A-1 C6o'I 300>� . i VgC 2 - Io9 4`oc cos— Po(2- Mvz •�J �� SN1^O UN 4t?�.p M F3C); V(..L= 2x LOa) --2ctAC'l 2O00-.)l VOL- 27< 330' = ‘60/C 6 60.4 3'0`1 T vsc 'f K4 PF-L. page Project: 18-023 Hampton Oaks Fire Restoration Dustin Selby k' Location: Main Floor Joist 1 Multi-Loaded Multi-Span Beam StruCalc Version 10.0.1.4 6/7/2018 5:41:07 PM [2015 International Building Code(2015 NDS)] of (2)1.5 IN x 9.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:5.9% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/844 Dead Load 0.05 in Total Load 0.19 IN L/635 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 330 lb 330 lb Total Load 1330 lb 1330 lb Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 1.33 ft loft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch Uniform Dead Load 60 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 988 psi Total Uniform Load 266 plf Cd=1.00 CI=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 3325 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1330 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 40.41 in3 42.78 in3 Area(Shear): 11.08 in2 27.75 in2 Moment of Inertia(deflection): 84.36 in4 197.86 in4 Moment: 3325 ft-lb 3521 ft-lb Shear: -1330 lb 3330 lb NOTES Project: 18-023 Hampton Oaks Fire Restoration page Dustin Selby ,j Location:Post For MFJ1 Column StruCalc Version 10.0.1.4 6/7/2018 5:45:03 PM of [2015 International Building Code(2015 NDS)] 3.5 IN x 3.5 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:84.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2000 lb Dead Load: Vert-DL-Rxn= 668 lb Total Load: Vert-TL-Rxn= 2668 lb COLUMN DATA 40 Total Column Length: 3 ft B Unbraced Length(X-Axis)Lx: 3 ft Unbraced Length(Y-Axis)Ly: 3 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 • COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1421 psi Cd=1.00 Cf=1.15 Cp=0.92 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 3ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 10.29 Ley/dy= 10.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 218 psi Live Load: PL= 2000 lb* Allowable Compressive Stress: Fc'= 1421 psi Dead Load: PD= 660 lb* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 8 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 2668 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft Ib *Load obtained from Load Tracker.See Summary Report for details. Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.15 NOTES Client Hs'iR'ibR0 Sheet 13 of Project VW/43W' okt% Design by 066 rvcze tk. STO. Date 4q8/12) 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 -OZ"3 Date Work:503-657-9800 Fax:503-656-0186 Coi✓TtNvovs Foeitwc7 roe. MF36) ecals . .m..-- 5.00111 4c6'1• ToR AF : P 74 2 4:4'= 5w'k- ‘410L.IR t 64 sok- e 48'oc- NL- 668'4%-4s— 167f',�/i INIIIIIIIIINIINIINI s� 1( 9u!�. soa � o. ii45 f 4- eRcaco ,i'voL"161%. 1 s�td r g4G/D I 1 lig" a. VSG— t2 ht w,QE $ 61*/ OEQP GaAs. F1`y foo lwS rock Fzci)(t4 QD ) eos-c - IS/so' pos-t roeS 15-°A. OL E �'(MtDD�.><). Py:- 1 SI63 15 ?soar 5,/634 kSoo Qs? V ' -" . 3. 7 W 0 tSE SrbT. S Q. x 17-1V -x-kcmic F\C), , page Project: 18-023 Hampton Oaks Fire Restoration Dustin Selby r{ Location:Continuous Footing For MFJ1 Posts Footing • StruCalc Version 10.0.1.4 6/8/2018 10:05:30 AM of [2015 International Building Code(2015 NDS)] Footing Size: 12.0 IN Wide x 8.0 IN Deep Continuous Footing LongitudinalReinforcement:(2)Continuous#4 Bars TransverseReinforcement:#4 Bars @ 12.00 IN.O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 3000 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 12 in Depth: Depth= 8 in Effective Depth to Top Layer of Steel: d= 4.25 in STEMWALL SIZE Stemwall Width: 0 in Stemwall Height: 0 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 665 psf Effective Allowable Soil Bearing Pressure: Qe= 1400 psf Width Required: Wreq= 0.48 ft 8 in 0 Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 146 lb Allowable Beam Shear: Vc1 = 4190 lb 3 in Transverse Direction: Bending Calculations: Factored Moment: Mu= 1497 in-lb Nominal Moment Strength: Mn= 0 in-lb Reinforcement Calculations: I 1 ft Concrete Compressive Block Depth: a= 0.25 in Steel Required Based on Moment: As(1)= 0.01 in2 FOOTING LOADING Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4)As(2)= 0.19 in2 Live Load: PL= 500 plf Controlling Reinforcing Steel: As-reqd= 0.19 in2 Dead Load: PD= 165 plf Selected Reinforcement: Trans:#4's @ 12.0 in.o.c. Total Load: PT= 665 plf Reinforcement Area Provided: As= 0.19 in2 Ultimate Factored Load: Pu= 998 plf Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 3 in Longitudinal Direction: Reinforcement Calculations: Min.Code Req'd Reinf.Shrink/Temp.(ACI-10.5.4): As(2)= 0.19 in2 Controlling Reinforcing Steel: As-reqd= 0.19 in2 Selected Reinforcement: Longitudinal:(2)Cont.#4 Bars Reinforcement Area Provided: As= 0.39 in2 NOTES Page Project: 18-023 Hampton Oaks Fire Restoration Dustin Selby 15/ Location: Footing For FB1 (Middle)Post Footing StruCalc Version 10.0.1.4 6/8/2018 10:11:04 AM of [2015 International Building Code(2015 NDS)] Footing Size:5.0 FT x 5.0 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(8)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 3000 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 5 ft Length: L= 5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 837 psf F4in1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 15.49 sf Area Provided: A= 25.00 sf Baseplate Bearing: 12 in Bearing Required: Bear= 31396 lb r, 9 Allowable Bearing: Bear-A= 119340 lb 3 in Beam Shear Calculations(One Way Shear): 5 ft Beam Shear: ,Vu1 = 10073 lb Allowable Beam Shear: Vc1 = 40668 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 53 in Live Load: PL= 15750 lb* Punching Shear: Vu2= 29865 lb Dead Load: PD= 5163 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 107771 lb Total Load: PT= 20913 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 147762 lb Ultimate Factored Load: Pu= 31396 lb Allowable Punching Shear(ACI 11-37): vc2-c= 71848 lb Footing plus soil above footing weight: Wt= 2417 lb Controlling Allowable Punching Shear: vc2= 71848 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 197858 in-lb Nominal Moment Strength: Mn= 454691 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.67 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.44 in2 Controlling Reinforcing Steel: As-reqd= 1.44 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(8)Min. Reinforcement Area Provided: As= 1.57 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 24.5 in NOTES,