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Specifications • _ Do D II-1EERS RE ' E JUL 27 202U CITY OF TIGP D BUhLDiNG DNISION Structural Calculations For: Huffman Residence Remodel OFFICE COPY 12615 SW 116th Ave Tigard, OR 97223 \ of C c fin'�� `� OBJRCT IL PEV16W L c vtr cL • SAP p PRO PE 4 I 5�`` GLI NE `Ss� �C? " 22,9 G ORE ON CITY OF TIGARD �UCY,S, ti99' rr'-,V 1LWLD FOR(C,,ODE COMPLIANCE \9�FW.YO 0N-x vl ,proved: [ EXPIRES: 6-30-22 ,C: [ I rmit#: m- 1 aU ,dress: k 1p15 SW \\k '• & ite #: Date: 1/ iI /2 7O Prepared For: Brett Huffman 12615 SW 116th Ave Tigard, OR 97223 23-Jul-20 Job Number: 20031-0122 400 SW 6th Avenue,Suite 605 Portland,OR 97204 Phone: (503)242.2448 Fax: (503) 242.2449 Seattle Spokane Portland San Diego Austin San Francisco Anchorage Irvine Los Angeles Pr : HuffmanFDate : Residence Remodel Engineer JJF 020 --- =_' Subject : Table Of Contents Design Criteria Codes 2018 IBC ASCE 7-16 Project Description These are the structural calculations for the replacement of a load bearing wall and existing 2nd floor header supported on a post in the middle of a room that is to be opened up. Two beams are being placed approx. 2.5' apart and clear spanning from the exterior wall to the interior bathroom wall to support the existing 2nd floor 2x10 floor joists. The 2nd floor joists are not supporting roof load, and the wall is not a shear wall. The existing crawl space footings have been checked for the combined load of the floor and the new 2nd floor load. A new footing will be added below one of the beams where required. Existing exterior foundation has been checked for the beam supporting post reaction. Table of Contents Gravity Framing Pages: G-1 to G-7 400 SW 6th Avenue,Suite 605 Portland, OR 97204 Phone: (503) 242.2448 Fax: (503) 242.2449 Seattle Spokane Portland San Diego Austin San Francisco Anchorage Irvine Los Angeles =D C' Project No. Sheet No. EfGlfEER5 G - 1 Project Date t.. hufFmHa RFinaiJct- 0.1.Ao Subject By Sfcotas FdAoti Gtay , 1y 3Jc G tt4it, 1 Qui - , i,r,,x , • N to-4 fi-'�Sf r 5w A Fc4bti Iola-i t I ,./V.1 """ ____i ", - 5 a; 4-°.Pi 61 q , ' {TO;• tI S41,sy 6. ' Fxt. 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CI 921 SW WasD_iungton Street.Suite 56C "and,Qegon 9"1205 G - 3 r(9,3)242449 *sr ymsvm omw am ourc.n«..MIWe w File:Huffman.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Mild:12.20.5.31 Lie.#:KW-06001666 DCI ENGINEERS DESCRIPTION: Beam Member 1 -Kitchen Header Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2018 Fb- 2600 psi Ebend-xx 2000ksi Fc-PrIl 2510 psi Eminbend-xx 1016.535 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.093 L(0.31) 4-1.75x9.5 .4016, Span= 16.50 ft 1. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=7.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.606 1 Maximum Shear Stress Ratio = 0.250 : 1 Section used for this span 4-1.75x9.5 Section used for this span 4-1.75x9.5 = 1,638.29psi = 71.15 psi = 2,704.00psi = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 f1 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.520 in Ratio= 380>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.708 in Ratio= 279>=180 , Max Upward Total Deflection 0.000 in Ratio= 0<180 =rDCI 92',SW Wellington Street,Suite 560 Portland,Oregon 9710E - P(503)3422ua rmw tee!re,.mr ovw41 wan VMurwex.ra qm rmru — Wood Beam File:Huffman.ec6 Software copyright ENERCALC,INC.1983-2020,Nd:12.20.5.31 Lic.#:KW-06001666 DCI ENGINEERS DESCRIPTION: Beam Member 2-Dining Header Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.078�L(0.26) s a 5 b 4-1.75x9.5 lAt Span=16.50 it Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=6.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.513 1 Maximum Shear Stress Ratio = 0.211 : 1 Section used for this span 4-1.75x9.5 Section used for this span 4-1.75x9.5 = 1,386.18psi = 60.20 psi = 2,704.00psi = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio= 454>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.599 in Ratio= 330>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 tDCI enelneeas 921 SW Washington Sheet.Suds 560 Portland.0re90n 97205 G - 5 P lIVIL-/e w.vxnoap+a•.L CIVIL/5 I_J .. O0,V•ouol v4.O ..vn...ytw.s General FOOL. File,:Hutfman.ec6 g Software copyright ENERCALC,INC.1983.2020 BuiId:12.20.5.31 Lic.#:KW-06001666 DCI ENGINEERS DESCRIPTION: Beam Member 2- Footing Design Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per fool of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 It Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 1 i a gw Reinforcing 1 2.+5._ Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 o- Reinforcing Bar Size = # 4 4-#4Be5 Bandwidth Distribution Check (ACI 15.4.4.2) m _ - Direction Requiring Closer Separation 4 n/a k-X Section Looking to+Z ,, o.x #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.80 2.150 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k . =1DCI en GIfleC € 921 SIN Washington Sleet,Site 550 Pe1end,Oregon 97205 G - 6 P I601)24224411 rawcksUI 8S I4 CIVIL/STRLJG-1V f3Al 0c. 89 4&8I9 v�.mb.-mum u T.L..0 File:Huffman.ec6 General FOOL. .5.311 9 Software c. ight ENERCALC,INC.1983-2020,Build:12.20 Lic.#:KW-06001666 DCI ENGINEERS DESCRIPTION: Beam Member 2- Footing Design DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5365 Soil Bearing 0.8825 ksf 1.645 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03582 Z Flexure(+X) 0.550 k-ft/ft 15.353 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03582 Z Flexure(-X) 0.550 k-ft/ft 15.353 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03582 X Flexure(+Z) 0.550 k-ft/ft 15.353 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03582 X Flexure(-Z) 0.550 k-ft/ft 15.353 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03259 1-way Shear(+X) 2.444 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03259 1-way Shear(-X) 2.444 psi 75.0 psi +1.20D+0.50Lr+1.bOL+1.60H PASS 0.03259 1-way Shear(+Z) 2.444 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03259 1-way Shear(-Z) 2.444 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07746 2-way Punching 11.619 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H . G - 7 r- Lumber , Co ression Parallel to Grain,Pc(100) Compression Parallel to Grain,Pc(160) Perp.to Framing Grain, mina)Top-Plate Height(ft.) Nominal Top-Plate Height(ft.) Size Grade Pc1 8 9 10 11 12 8 9 10 11 12 2x4 #2 3,280 3,170 2,565 2,105 1,755 1,485 3,345 2,665 2,170 1,795 1,510 3x4 #2 5,470 5,285 4,275 3,510 2,930 2,475 5,570 4,440 3,615 2,995 2,520 (2)2x4 #2 6,565 6,340 5,130 4,215) 3,515 2,970 6,685 5,330 4,335 1 3,590 3,020 4-Inch 4x4 #2 7,655 7,395 5,985 4,915 4,100 3,465 7,800 6,215 5,060 4,190 3,525 Wall (3)2x4 #2 9,845 9,510 7,695 6,320 5,270 4,455 10,030 7,995 6,505 5,390 4,535 4x6 #2 12,030 11,540 9,360 7,700 6,425 5,430 12,215 9,745 7,935 6,575 5,535 4x8 #2 15,860 15,090 12,270 10,105 8,440 7,140 16,035 12,805 10,435 8,650 7,285 ' 4x10 #2 20,235 19,080 15,555 12,835 10,730 9,085 20,365 16,285 13,280 11,015 9,280 2x6 #2 5,155 8,970 7,940 "t 6,935 6,025 5,235 11,030 9,230 7,740 6,535 5,575 3x6 #2 8,595 14,945 13,235 11,560 10,040 8,725 18,385 15,380 12,895 10,895 9,290 (2)2x6 #2 10,315 17,935 15,885 13,875 12,050 10,470 22,060 18,455 15,475 13,075 11,145 6-Inch i ----- ------ Wall 4x6 #2 12,030 20,925 18,530 16,185 14,060 12,215 25,735 21,530 18,055 15,255 13,005 (3)2x6 #2 15,470 26,905 23,825 20,810 18,075 15,705 33,090 27,685 23,215 19,610 16,720 6x6 #1 18,905 25,260 23,500 21,505 19,415 17,375 34,255 30,035 26,025 22,475 i 19,450 6x8 #1 25,780 34,450 32,045 29,320 26,475 23,690 46,715 40,955 35,485 30,645 26,520 1