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Permit File BLD-2019-0458 4220 Osprey Lane (3)
r . m. . „ , 1 JUL t9 2019 CITY OF ANACORTES SST: --3 CI, -2ALCb-\ CC - ►TIONS FOR ,00h son Residence 4.220 Osprey Anacortes, WA 9822 2015 IBC 07/08/2019 18-012 Rev. 2 Exp. C Snow Load 25 PSF PREPARED BY: FILE CUfl James T. Schemmer, P.E. Jt.schemmer@scgeng.com li S te .. _ n+It'41 o• VVA ( if o'' j'''';';,'r ..r1r:t. ' ‘`,A1.3 r'.. .';' SCHEMMER CONSULTING GROUP PLLC ;� = I ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING -. -ks';'s`` 4"— RESIDENTIAL HOME DESIGN - ,' 1)' 4 ,Di 68 ? SCHEMMER CONSULTING GROUP PLLC ° 301 30'" STREET, SUITE C,ANACORTES,WA.98221 . 1360) 293 -9006 /8-6/2_ eEv2 LA1 I W _ WIPI) Yowl/ txp C ?s v1r 3D,60 Folspi. - 0•C 's �sCix-) ; 'Fs(Mo) ^6,6 zc 36,6 = /8,5g • i,U(oD z ()rpm " /8,36 (3 t-2%) - 266 44 •4---G dY. W ,.) M AN FaR /g, G (2/ . 239 -/ `— Cov. Gv,& a) G 46 "002c : /g,3 /2f )` - /S-G 44 c —Gat/. Se/sGfc' za&F b . Sa - offs/ Cs = D,//8g . 7,/g K 9.33*• = 93A = 203 04 F q MMN F� . .S,9/ x/I!_Z683$ c 76034. /6 7 Cr E: cis am.?7 ,e,-6,s _7.,/,0 �` 3 S�1 . .0,52 Cs = O./36 f. C Fp4 ,Z G'he'&; 3,/5-x h 3 -.4,(W3 _ "f095�9 :-/4/ ao/i ' Uri? l YL 4 C04 5. WAIL, • %R�a Gv'�� ‘fi Wib?N frvaTy Syt, A 52 4251, 22 /94 2 5 22 r B 3z 4ZS, lit 364 3 Y 5 2 2 4> C 41 5-4s3 41 5453 7° 606 r"-5 11 It 0' 2c, /96s !°z /61- 9 it7.6 1 0 I` 2 . /9(3.3 S, 2/f5 2205 1 <> Cs 28 2I84 Ig 12t 1osq I .(). H $ 20 �1 log- 736 1 32 3 824 .1-4Z51=8080 /5s EY) s3G?0 4 $2� f-425( z So&0 2+ 337 3p b 2 4I*• 4°Oo 4.s s3:/03s3 0 /o 3S' /0 3 So 7 *P. a� Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 12 JUN 2019, 8:48AM ASCE Seismic Base Shear File=C:1Usersladmin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . ��-� Software copyright ENERCALC, INC. 1983-2018,Build:10.18.12.30 . 4QAf 0 a B a: I @- ,F JI IJIILL!( 1!i�`! LlrlRg(G 7.0)4°°-'i gi-(. House Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: 11": All Buildings and other structures except those listed as Category 1, Ill, and IV ASCE 710, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & Sivalues ASCE-7.10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5%Damping : Latitude = 48.495 deg North SS = 1,087 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0,4308 g, 1.0 sec response Location : Anacortes, WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa& Fv Fa = 1.07 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS =Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*SI = 0.676 ASCE 7-10 Eq, 11.4-2 Design Spectral Acceleration S DS S Ms23 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1=S M1 213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1& -2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System. . . Bearing Wall Systems 13.Light-frame(wood)walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient " R" - 6.50 Building height Limits : System Overstrength Factor "Wo" = 3.00 Category "A&B" Limit: No Limit Deflection Amplification Factor "Cd" - 4.00 Category "C"Limit: No Limit Category "D" Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit= 65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct"value - 0.020 "hn" : Height from base to highest level = 24.0 ft "x "value - 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta= Ct*(hn"x) = 0.217 sec "IL": Long-period transition period per ASCE 7-10 Maps 22-12-> 22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.217 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 "R" : Response Modification Factor = 6.50 From Eq. 12.8-3& 12.8-4, Cs need not exceed = 0.320 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5& 12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 79,75 k Seismic Base Shear V= Cs *W = 9.47 k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. WA 98221 Project ID: 18-012 360.293293,9 006, Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 12 JUN 2019, 8:48AM File=C:1UsersladminlDOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 , ASCE Seismic Base Shear Software copyright ENERCALC, INC.INC1983-2018,Build:10.18.12.30 . j Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi :Weight Hi : Height (Wi* Hi"k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 41.49 26.00 1,078.74 0.7581 7,18 7.18 0.00 1 38.26 9.00 344.30 0.2419 2.29 9.47 122.04 Sum Wi = 79.75 k Sum Wi *Hi = 1,423.04 k-ft Total Base Shear= 9.47 k Base Moment= 207.3 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 2 41.49 7.18 7.18 41.49 7.18 6.41 12.81 7.18 7.18 1 38.26 2.29 9.47 79.75 4.54 5.91 11.81 5.91 5.91 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DS I *Wpx MAX Req'd Force @ Level 0.40 *S DS I *Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi I SUM(x->n)wi, x= Current level, n =Top Level Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng,com Title Block Line 6 Printed: 12 JUN 2019, 8:48AM File=C:1UsersladminlDOCUME-11ENERCA--2118-012-johnson-rev2.ec6 . '- ASCE Seismic Base Shear Software copyright ENERCALC,INC. 1983-2018,Build:10.18_.12.30 . Garage Risk Category Calculations per ASCE 7.10 Risk Category of Building or Other Structure : al": Buildings and other structures that represent a low hazard to human life in the ASCE 7-10, Page 2, Table 1.51 event of failure. Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & S1values ASCE-7.10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5%Damping : Latitude = 48.304 deg North SS - 1,330 g,0.2 sec response Longitude = 122.651 deg West S 1 0,5230 g, 1.0 sec response Location : Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa &Fv Fa = 1.00 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS =Fa*Ss = 1,330 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.785 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS 213 = 0.887 ASCE 7-10 Eq. 11.4-3 S D1=S Mi 2l3 = 0.523 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems 13.Light-frame(wood)walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient " R" = 6.50 Building height Limits : System Overstrength Factor "Wo" = 3.00 Category "A&B" Limit: No Limit Deflection Amplification Factor " Cd " - 4 00 Category "C" Limit: No Limit Category"D"Limit: Limit= 65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit= 65 . Category"F"Limit: Limit= 65 _ Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems " Ct"value = 0.020 "hn" : Height from base to highest level = 10,0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta= Ct* (hn A x) = 0.112 sec "TL": Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.112 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response = 0.887 From Eq. 12.8-2, Preliminary Cs = 0.136 " R" : Response Modification Factor = 6.50 From Eq. 12.8-3& 12.8-4, Cs need not exceed _ 0.715 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5&12.8-6, Cs not be less than _ 0.039 Cs : Seismic Response Coefficient = = 0.1364 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1364 from 12.8.1.1 W(see Sum Wi below) = 17.76 k Seismic Base Shear V= Cs*W = 2.42 k • Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave,, Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng,com ,_Title Block Line 6 Printed: 12 JUN 2019, 8:48AM ASCE Seismic Base Shear File=C:\Usersladmin\DOCUME-1IENERCA-2118-012johnson-rev2.ec6 , Software copyright ENERCALC, INC. 1983-2018,Build:10.18.12.30 , Lic.#_KW 06009216 Licensee n SCHEMMVIER CONSULTING GROUP PLLC Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k" : hx exponent based on Ta 1.00 Table of building Weights by Floor Level... Level# Wi :Weight Hi : Height (Wi*Hi^k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 17.76 10.00 177,60 1.0000 2.42 2.42 0.00 Sum Wi= 17.76 k Sum Wi *Hi = 177.60 k-ft Total Base Shear= 2.42 k Base Moment= 24.2 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 17.76 2.42 2.42 17.76 2.42 3.15 6.30 3.15 3.15 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DS 1 *Wpx MAX Req'd Force @ Level 0.40 *S Ds I *Wpx Fpx : Design Force @ Level Wpx* SUM(x->n) Fi I SUM(x->n)wi, x= Current level, n = Top Level Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. AnacortesPro ,WA 98221 Project ID: 18-012 ect Descr:Residence 360.293.9006 j jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,11:46AM ASCE 7-05 Snow Loads File=C:\Users\admin1DOCUME-1\ENERCA-2\18-012-johnson-rev2.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic#:KW 06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: --None- Flat Roof Snow Loads Description: per ASCE 7-05,Chapter 7 Ground Snow Load, per Fig 7-1 25.00 psf Roof Slope,Sec.7.3.4 4.00 Terrain Category C(see ASCE 7-05 Section 6.5.6) Roof Configuration Monoslope Exposure of Roof Fully Exposed Ce:Exposure Factor, Table 7-2 0.90 Ct:Thermal Factor 1.0:All not otherwise defined pf, Minimum required 16.00 psf Occupancy,per Table 1-1 I pf,Calculated Snow Load per Equation 7-1 12.60 psf Importance Factor,Table 7-4 0.80 pf,Design Snow Load Max(pf min, pf calc) 16.00 psf Sloped Roof Snow Loads Description: per ASCE 7-05,Chapter 7 pf:Snow Load 25.00 psf Unobstructed&Slippery? Yes Thermal Factor 1.00 Cs 1.00 Slope 4.00 ps,Calculated Sloped Roof Snow Load 25.00 psf Snow Drifts on Lower Roofs Description: per ASCE 7-05,Chapter 7 Balanced Snow Load 25.00 psf hd:leeward 1.34 ft Ground Snow Load 25.00 psf hd:windward 1.00 ft lu-upper 2.00 ft hd:Max 1.55 ft lu-lower 2.00 ft hd:Design 1.34 ft Height of Roof Step 3.00 ft pd:Max Drift Only 23.10 psf Snow Density 17.25 pcf pd+Balanced 48.10 psf hb:Balanced 1.45 ft W:Drift Width 5.36 ft he:Step Height-hb 1.55 ft he/hb 1.07 Total Snow Load @ End of Drift 39.47 psf Snow Drifts on Roof Projections Description: per ASCE 7-05,Chapt Balanced Snow Load 18.00 psf hd:windward 1.17 ft Ground Snow Load 25.00 psf hd:Design 1.17 ft lu-upwind 2.00 ft pd:Max Drift Only 20.16 psf Height of Projection 3.00 ft pd+Balanced 38.16 psf Snow Density 17.25 pcf W:Drift Width 4.68 ft hb:Balanced 1.04 ft he:Hf,of Projection-hb 1.96 ft hclhb 1.88 1 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C • Engineer: James T.Schemmer,P.E. Anacortes,WA 98221 ProProject 360 360.293.9293.9006 je t Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:12 JUN 2019, 8:49AM IBC 2015 1609.6 Alternate All-Heights Wind File=CAUsers1admin100CUME-11ENERCA-2118-012johnson-rev2.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: -None-- Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations: Analytical Values... 1609.6,1(1): Total Height<=75 ft with(Height/Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure C -or- Fundamental frequency>= 1 hertz Mean Roof Height 25.0 ft 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1(3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1(4): Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings,muitispan gable Topographic Factor Kzt = (1+K1*K2*K3)"2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1: Aware of need to check torsion per ASCE 7 Fig,27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K Cnet K zt psi z WINDWARD WALLS&PARAPETS ------WALLS - PARAPETS Kz based on ibc 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 20' 0.900 12.00 20.37 3.07 29.30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37.30 37.30 30' 0.980 13.06 22.18 3.34 31.90 38.89 38.89 40' 1.040 13.86 23.54 3.55 33.85 41.27 41.27 50' 1.090 14.53 24.67 3.72 35.48 43.25 43.25 60' 1.130 15.06 25.57 3.85 36.78 44.84 44.84 70' 1.170 15.60 26.48 3.99 38.08 46.43 46.43 80' 1.210 16.13 27.38 4.13 39.39 48.01 48.01 90' 1.240 16.53 28,06 4.23 40.36 49.20 49.20 100' 1.260 16.80 28.51 4.30 41.01 50.00 50.00 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 20151609.6.4,2 Item 2 0.940 Leeward Wall -14.86 -6.12 -24.19 3.21 Side Wall -19.23 -10.20 -28.27 1.17 Parapet Wall:Leeward Both Directions -24.77 Both Directions -24.77 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 1 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:12 JUN 2019, 8:49AM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladminlDOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . g Software copyright ENERCALC,INC.1983.2018,Build:10.18.12.30. Lie.#:KW--06009216 Licensee;S1CBEMMER CONSULTING GROUP PLLC 1 Description: -None- MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 20151609,6.4.2 Item 2 = 0.940 Design Pressure P = 0.00256 VA2 K Cnet K zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -19.23 -10.20 -28.27 -1.17 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -31.76 -23.02 -41.09 -13.70 Condition 2 -8.16 • 0.58 -17.48 9.91 Slope<4:12 (18 deg) Condition 1 -21.27 -12.24 -30.31 -3,21 Condition 2 -1.46 7.29 -10.78 16.61 Slope<5:12 (23 deg) Condition 1 -16.90 -8.16 -26.23 1.17 Condition 2 0.87 9.91 -8.45 18.94 Slope<6:12 (27 deg) Condition 1 -13.70 -4.66 -22.73 4.37 . Condition 2 1.75 10.78 -7.29 19.82 Slope<7:12 (30 deg) Condition 1 -10.78 -1.75 -19.82 -7.58 Condition 2 2.04 10.78 -7.29 20.11 Slope<9:12 (37 deg) Condition 1 -7.87 1.17 -16.90 10.20 Condition 2 4.08 12.82 -5.25 22.15 Slope<12:12 (45 deg) 4.08 12.82 -5.25 22.15 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -31.76 -23.02 -41.09 -13.70 Roof& Overhang Components&Cladding per IBC 2015 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 Kz Cnet Kzt Description Continuity Item Type Eff.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.940 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2015 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 Kz Cnet Kzt Description Continuity Item Type Z,Ht.Above l,ftund Eff.ft Area Kz Enclosed Partially Level, Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.94 +: 29.14 38.46 -31.76 -40.80 Fastener Designer Page 1 of 2 (https://www.strongtie.com/literature-and-links-canada) USA/Canada(https://www.strongtie.com/literature-and-Iinks-canada)I Change Location... SIMPSON Strong; rtt:?] Search strongtie.com (https://www.strongtie.com: SIMPSON www.strongtie.com Fastener Designer is a quick, easy-to-use tool for providing Simpson Strong-Tie structural screw alternatives to specified standard NDS fasteners in withdrawal, lateral load parallel-to-grain, lateral load perpendicular-to-grain, multi-ply, ledger connections and sole plate to rim board.This application provides detailed load calculations for both the NDS fastener and the recommended Simpson Strong- Tie structural screw. • Report Application Issues or Provide Customer Feedback(https://app.smartsi1eet.com/b/form?EQBCT=592ab69O5Qirida f'91139cae2d153faa5) Ledger Inputs Ledger To 2x stud Ledger-to-Stud 2x10 ledger Loading Condition 60 psf Live/10 psf Dead I Ledger Size 0 2X Stud On-Center Spacing 0 =_ ii,: 16 in. 1�1 Deck Joist Span 9 Up to 12 ft Load direction U RESTART '; LEDGER CONNECTION OPTIONS CALCULATION RESULTS FASTENER DESIGNER JUNE 12, 2019 Ledger Inputs Ledger Connection Loading Condition Ledger Size Stud On - Center Spacing Deck Joist Span Ledger-to-Stud 60 psf Live/10 psf Dead 2X I 16 in. Up to 12 ft Ledger Connection Options PDF Summary Size/Type Model Number Ledger Size Screws Per Stud El 0.22"x 4"Strong-Drive®SDWS TIMBER Screws Double Barrier Coating SDWS22400DB 2x6 2 https://www2.strongtie.com/webanns/fastenerdesicsner/T,ecicmerCnnnection Asnx 6/1 ?PM 19 Fastener Designer Page 2 of 2 PDF Summary I Size/Type V ` Model Number Ledger Size I Screws Per Stud J0.195"x 4" Strong-Drive®SDWH TIMBER-HEX Screws Double Barrier Coating SDWH19400DB 2x8 I 3 U RESTART Printed June 12,2019 from https://www2strongtie.com/webapps/fastenerdesigner/LedgerConnectionaspx ©2015 Simpson Strong-Tie Company Inc. https://www2.strongtie.com/webapps/fastenerdesigner/LedgerConnection.aspx 6/12/2019 'g (2) 2OS a 20 2 ) -10 XLIK � l wz. .� (2 ) r6-"O -2.1fri - - - _ T IGxiotF '�2 � B2 g7 615 I� ' g3 Lo EISA tiwa MI BS $ 16 $ 17 _ _ _ _ szle s al& -Ts /0 -Fg/.54 ) tr_ _ 5%6 7#4 - - - _ fru -:220(21-• 75-411 • I 1. pt4 r. 25(2 7L3-5/2) ,/k. 41/i XIO D F It_a . IZ . 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Oat /2 (_12(_ _ce 727bin 4'<• S 5 . 841. 1 • SeltgAu t - Co e5I _= .moo 46(' <51 2 . g. egifrz) ::: 11/4 etsv cxt306fai iz A (et x3) fter 4;f: - -- - - - -- - - - i ' t - 2s (btr- bust _ _ 1 _ ill A 3, - (Jz /2(5,) : 2/6 41/' 4 =io(!) - 720 - � 6,x/0 bF `2 3 (6,;(to DF 2 IPs?. i Str W 41r =s4:7 - gt9LA 4is A . 1 A _ 5 A . se- A , 5- A r A * IA sit , 5- A • Q . 64 1 .67, 2 . 09> Ls is-- 2ci (co Vr/DF24F - V94 -<f. 1L A 05 `,/, 111)4 ‘e5 i ?Iga # siVas • a I < °It (93/ I G .7( C. 9 'Et% Ai ire A . < 24 ‘ G( 2 .S1 ( 3 , 1, 4-> 515xlB GLetri-24ravcs) < zIc / 25t3PI4s'> 7 <:1 . 67 �Zoq � ' 1Z . Pai ;kirI <L63 , 1 . 67, Y, o %? stel‘c 6 -- 2. o7� </, c3� L c7 2, og �ffiq . j < 1465ltg: Al- s A 55- / 0 sec As41; <454/ 4 / 32/ 141 ; 71 714e . 4a7/ , z/ ' ,I5 . cs> ilit.4-40/fb ./2(t) I . S4, .78 , 2, o0) iutzdzi /214‘,) 2444/1 G(//4co ' )4/ ' /2064 kis-A = 25644) _ . SO Vs >< I 8 ELd DF/pF 21FaV4 . ezcorit< LBf0 _ /2//tN, /0 El 44 Ivy �o ( ` z 5‘0471 it f2 Fetrocka . „se-sr :crf9Sti 64;2( I . C7/ 7s4fr5s> 33 �`X " x !Z T COAL w/(4) 1' SAO. EA , Why 1 4064,-2.24,,14> 4z.l!,56, 3,65> <.37,.8 1 4 61?"Ft F2. D j. 66 Y r Z9 2 -7--.1 s f1. Q . S. B A."'n \ A . 2,77,7.74/4.49> ,_ FRA-ME A tYStS G 1 vES AC. 5,s x /4 G6 1)OF 24 F.-v'4 1 rF•D 5; - x /2 bp/b 24F-Y1 M I; • Fl a cos 6,0 - rz. c cos(Z9) . - Fi t I.°2 J Ez(3,9.4). — <!67,-2,Z91,&> —<8,31,z1.c7,4,33> f' QD / -t.c4,Z3.96/i3,s2> MA . F, /I Cos(GC) - F a-�lcos(6c» 4 F, ?.S.fAL -F2(2,955 . - 4 of, .831 Z.cC? -4.Z3,/6.23,/a,7z? ^. 4.u,23,04 f 8/6> 2_N1 ,w,4-D p� FX. - . Nlk-t. — M. - C - . Fe61-/A,(-. 31x51x ,4,„7-1/IC Covtt. tV(4) 1.5' II zc-x L6)3JS It Y-N c5. to/Cam. PFb AL.. 2p/L__)q0ihr Fix) . I 1. 6.5 T - 64) Pi — io 'R,70. 1, 1, D 6 LL = -3,58- p I.Z�L+l•6 11 // - H. . 12,- . I Vo(d 33)-1(3,s8)1//.s-. /5;e23 k.- sgs3/6 - 'or - = , Ort 651 , I13 - M - 9ag x l3 = // 8is 4)6 resc x /2)//2/ , 25 = 6p /z . v 2 A 6 A 4 . GKIZAP4'2 . 324 I � \0 , 37 , 0, 58 , O , GI `j sais, 3966 > 40 , 66,7- 2. 24 / O .$ 7 ! 2% ZZ ILiza R :129ig(c" 7IMP \ 1) 0- 2 (at i N-4 :5r. 142- 6/1-3 \iec affitt Cza# lt SSA 32122 , #3,te _ze -" Race -n bt.. . LL 47, a l2 + • COo � 7Z 1) L Zz - en " ral :072 ?Z . ____ _ _ ______ ____ _L_ _ I C,j_ I` j. wm__ s, -TaA is Nio ✓ i`co SLs-(3 8" - 4'si, . �. i� /� : C8 /,8z' _��/¢, • iv& A. , I//'il 12 4�sMA-B . „ _8 Rle _ 3` -/c/Z i/ s 4/2( = ,6 7/I FW, �`-6" G _ Zo er.÷,e,,,,,5) , ,.„Al l. /:. t'X - GUiz - -AO(1% = -'°• 4e/' (s) s eM t.ax GU _ Zs(1#*XP,s-)4-/W/O.,1 =8%3 1 I . �3)�5 MRG s4 L 4WRA'G. P z (aD TO? . S 1)2. / -*lF (t) 2s/ /208�1. F g Nil, 4 9, , 10,68, 14,13> !( x �! 77l`'4 .1' �1,41�0} . 46 x`f5 l2 . 1C, `Gl G l' w/(4) ifs 8,0e �A, pity. F P,9/ i,cb(,5e62> - 1 27i'x271(C\f2lrcYCo Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schem m er@s cgeng.corn Title Block Line 6 Printed: 27 JUN 2019, 10:22AM Wood Beam File=0:1Users\admin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.30 . Lic. # : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : B1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1600 ksi Fc- PrIl 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade :No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.03) Lr(0.04) S(0.05) t t t t 6x10 C) Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.030, Lr= 0.040, S =0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY i - 1°1- i Jn(O 1 Maximum Bending Stress Ratio = 0.122 1 Maximum Shear Stress Ratio = 0.044 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 119.34 psi fv: Actual = 9.09 psi FB : Allowable = 977.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft 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 0.009 in Ratio= 10857>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 5958>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.387 0.387 Overall MiNimum 0.213 0.213 +D+H 0.175 0.175 +D+L+H 0.175 0.175 +D+Lr+H 0.345 0.345 +D+S+H 0.387 0.387 +D+0.750Lr+0.750L+H 0.302 0.302 +D+0.750L+0.750S+H 0.334 0.334 +D+0.60W+H 0.175 0.175 +D+0.70E+H 0.175 0.175 +D+0.750Lr+0.750L+0.450W+H 0.302 0.302 +D+0.750L+0.750S+0.450W+H 0.334 0.334 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019,10:22AM Wood Beam File=C:1Users1admin1DOCUME-11ENERCA-2118-012-johnson-rev2.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Bi Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 0.334 0.334 +0.60D+0.60W+0.60H 0.105 0.105 +0.60D+0.70E+0.60H 0.105 0.105 D Only 0.175 0.175 Lr Only 0.170 0.170 L Only S Only 0.213 0.213 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 27 JUN 2019, 10:23AM File=C:lUsersladmin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# : KW-06009216 Licensee SCHEMM ER CONSULTING GROUP PLLC Description : B4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1600 ksi Fc- Prll 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade :No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.056) Lr(0.075) S(0.094) o b a v v X6x10 F l Span = 3.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0560, Lr= 0.0750, S =0.0940 , Tributary Width = 1.0 ft DESIGN SUMMARY I I°r- "°I"'`01 c Maximum Bending Stress Ratio = 0.027: 1 Maximum Shear Stress Ratio = 0.016 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 26.29 psi fv : Actual = 3.29 psi FB : Allowable = 977.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft 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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.000 in Ratio= 76645>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.242 0.242 Overall MINimum 0.141 0.141 +D+H 0.101 0.101 +D+L+H 0.101 0.101 +D+Lr+H 0.213 0.213 +D+S+H 0.242 0.242 +D+0.750Lr+0.750L+H 0.185 0.185 +D+0.750L+0.750S+H 0.206 0.206 +D+0.60W+H 0.101 0.101 +D+0.70E+H 0.101 0.101 +D+0.750Lr+0.750L+0.450W+H 0.185 0.185 +D+0.750L+0.750S+0.450W+H 0.206 0.206 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019,10:23AM File=C:\Users\admin\DOCUME-1\ENERCA-2118-012 johnson-rev2.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B4 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 0.206 0.206 +0.60D+0.60W+0.60H 0.060 0.060 +0.60D+0.70E+0.60H 0.060 0.060 D Only 0.101 0.101 Lr Only 0.113 0.113 L Only S Only 0.141 0.141 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 27 JUN 2019, 10:24AM File=C:\Users\adminlDOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.#: KW-06009216 Licensee: SCHEMMER CONSULTING GROUP PLLC Description : B12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E; Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Pill 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.23) Lr(0.307)S(0.383) ,r v v v s 5.125x12 L Span = 3.0 ft PI Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.230, Lr= 0.3070, S=0.3830 , Tributary Width = 1.0 ft DESIGN SUMMARY I I �= fo i _y,< - 1 Maximum Bending Stress Ratio = 0.070: 1 Maximum Shear Stress Ratio = 0.037 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb : Actual = 68.71 psi fv: Actual = 7.69 psi FB : Allowable = 977.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft 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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 37039>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.939 0.939 Overall MINimum 0.575 0.575 +D+H 0.365 0.365 +D+L+H 0.365 0.365 +D+Lr+H 0.825 0.825 +D+S+H 0.939 0.939 +D+0.750Lr+0.750L+H 0.710 0.710 +D+0.750L+0.750S+H 0.795 0.795 +D+0.60W+H 0.365 0.365 +D+0.70E+H 0.365 0.365 +D+0.750Lr+0.750L+0.450W+H 0.710 0.710 +D+0.750L+0.7505+0.450W+H 0.795 0.795 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019,10:24AM File=C:1Users1admin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B12 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 0.795 0.795 +0.60D+0.60W+0.60H 0.219 0.219 +0.60D+0.70E+0.60H 0.219 0.219 D Only 0.365 0.365 Lr Only 0.461 0.461 L Only S Only 0.575 0.575 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 27 JUN 2019, 10:26AM File=C:lUsersladmin1DOCUMEE1IENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.30 . Lic.#: KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B8, B9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2900 psi Ebend-xx 2200ksi Fc- Prll 2900 psi Eminbend -xx 1118.19 ksi Wood Species :Trus Joist Fe - Perp 625 psi Wood Grade :Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.26) Lr(0.347) S(0.433) b b b b 3.5x11.875 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.260, Lr= 0.3470, S =0.4330 , Tributary Width = 1.0 ft DESIGN SUMMARY 1 l g-1 m @i Maximum Bending Stress Ratio = 0.31a 1 Maximum Shear Stress Ratio = 0,269 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 1 ,042.80 psi fv: Actual = 89.55 psi FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.500ft Location of maximum on span = 8.015ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio= 1804>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.098 in Ratio= 1106>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.177 3.177 Overall MINimum 1.949 1.949 +D+H 1.229 1.229 +D+L+H 1.229 1.229 +D+Lr+H 2.790 2.790 +D+S+H 3.177 3.177 +D+0.750Lr+0.750L+H 2.400 2.400 +D+0.750L+0.750S+H 2.690 2.690 +D+0.60W+H 1.229 1.229 +D+0.70E+H 1.229 1.229 +D+0.750Lr+0.750L+0.450W+H 2.400 2.400 +D+0.750L+0.750S+0.450W+H 2.690 2.690 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 27 JUN 2019, 10:26AM File=C:1Usersladmin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B8, B9 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 2.690 2.690 +0.60D+0.60W+0.60H 0.737 0.737 +0.60D+0.70E+0.60H 0.737 0.737 D Only 1.229 1.229 Lr Only 1.562 1.562 L Only S Only 1.949 1.949 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019,10:29AM Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B29 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 2.936 2.936 +0.600+0.60W+0.60H 0.819 0.819 +0.60D+0.70E+0.60H 0.819 0.819 D Only 1.364 1.364 Lr Only 1.678 1.678 L Only S Only 2.096 2.096 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. WA 98221 Project ID: 18-012 360.293.9006, Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:31PM File=C:1Usersladmin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B19a CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb+ 2,400.0 psi E; Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc- Prll 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.63) Lr(1.67) S(2.09) D(1.63) Lr(1.67) S(2.09) D(1.63) Lr(1.67) S(2.09) 5.5x18 rIN IIrr Span = 20.0 ft I, I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.630, Lr= 1.670, S = 2.090 k @ 5.0 ft Point Load : D = 1.630, Lr= 1.670, S = 2.090 k @ 10.0 ft Point Load : D = 1.630, Lr= 1.670, S = 2.090 k @ 15.0 ft DESIGN SUMMARY [ ID,c- t?: iil(G ^` Maximum Bending Stress Ratio = 0.585: 1 Maximum Shear Stress Ratio = 0.287 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual = 1,546.38psi fv: Actual = 87.32 psi FB : Allowable = 2,644.55psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.299 in Ratio= 803>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.548 in Ratio= 437>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.795 5.795 Overall MINimum 3.135 3.135 +D+H 2.660 2.660 +D+L+H 2.660 2.660 +D+Lr+H 5.165 5.165 +D+S+H 5.795 5.795 +D+0.750Lr+0.750L+H 4.538 4.538 +D+0.750L+0.750S+H 5.011 5.011 +D+0.60W+H 2.660 2.660 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:31PM File=C:lUsersladmin\DOCUME-11ENERCA--2118-012-johnson-rev2.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216ir Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B19a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.70E+H 2.660 2.660 +D+0.750Lr+0.750L+0.450W+H 4.538 4.538 +D+0.750L+0.750S+0.450W+H 5.011 5.011 +D+0.750L+0.750S+0.5250E+H 5.011 5.011 +0.60D+0.60W+0.60H 1.596 1.596 +0.60D+0.70E+0.60H 1.596 1.596 D Only 2.660 2.660 Lr Only 2.505 2.505 L Only S Only 3.135 3.135 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:19PM File=C:1Users\admin1DOCUMEE1IENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC,INC. 1983-2018, Build:10.18.12.30 . Lic.# • KW-06009216 Licensee :SCHEMMER CONSULTING GROUP PLLC Description : B19b CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb+ 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc- Prll 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1 ,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.46) Lr(1.59) S(1.90.46) Lr(1.59) S(t )46) Lr(1.59) S(1 9)46) Lr(1.59) S(T49.)46) Lr(1.59) SQ4199*) Lr(1.59) S(10(4.46) Lr(1.59) S(1.99) 1 1 I 1 5.5x16 ',nal 5.5x16 KC 5.5x16 5.5x16 X 5.5x16 i .etliCi4H 5.5x16 Span = 4.51BItan = .0 Span = 5.0 ft 1 Span = 5.0 ft Span = 5.0 ft Span = 5.0 span = .eflan = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 0.50 ft Load for Span Number 3 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 0.250 ft Load for Span Number 4 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 0.250 ft Load for Span Number 5 Point Load : D = 1,460, Lr= 1.590, S = 1.990 k @ 0.250 ft Load for Span Number 6 Point Load : D= 1.460, Lr= 1.590, S = 1.990 k @ 0.250 ft Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 4.750 ft Load for Span Number 8 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 4.0 ft DESIGN SUMMARY _ I It. J11 s 1 Maximum Bending Stress Ratio = 0.027: 1 Maximum Shear Stress Ratio = 0.031 : 1 Section used for this span 5.5x16 Section used for this span 5.5x16 fb : Actual = 75.27 psi fv : Actual = 9.47 psi FB : Allowable = 2,760.00psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.987ft Location of maximum on span = 3.190ft Span # where maximum occurs = Span# 8 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 67588>=180 Max Upward Total Deflection -0.000 in Ratio= 255109>=180 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:19PM Wood Beam File=C:Users1adminlDOCUME-11ENERCA-2118-012 johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B19b Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Support 8 Support 9 Overall MAXimum 2.955 0.815 3.112 3.551 3.501 3.718 3.648 0.479 2.961 Overall MINimum 1.685 0.431 1.768 1.991 1.965 2.088 2.077 0.237 1.688 +D+H 1.271 0.385 1.344 1.560 1.535 1.631 1.570 0.243 1.273 +0+1+H 1.271 0.385 1.344 1.560 1.535 1.631 1.570 0.243 1.273 +D4r+H 2.617 0.729 2.757 3.150 3.106 3.299 3.230 0.432 2.622 +D+S+H 2.955 0.815 3.112 3.551 3.501 3.718 3.648 0.479 2.961 +D+0.750Lr+0.750L+H 2.280 0.643 2.404 2.753 2.713 2.882 2.815 0.384 2.285 +D+0.750L+0.7505+H 2.534 0.708 2.670 3.053 3.010 3.196 3.128 0.420 2.539 +D+0.60W+H 1.271 0.385 1.344 1.560 1.535 1.631 1.570 0.243 1.273 +D+0.70E+11 1.271 0.385 1.344 1.560 1.535 1.631 1.570 0.243 1.273 +D+0.750Lr+0.750L+0.450W+H 2.280 0.643 2.404 2.753 2.713 2.882 2.815 0.384 2.285 +D+0.750L+0.7505+0.450W+H 2.534 0.708 2.670 3.053 3.010 3.196 3.128 0.420 2.539 +D+0.750L+0.7505+0.5250E+H 2.534 0.708 2.670 3.053 3.010 3.196 3.128 0.420 2.539 +0.60D+0.60W+0.60H 0.762 0.231 0.806 0.936 0.921 0.978 0.942 0.146 0.764 +0.60D+0.70E+0.60H 0.762 0.231 0.806 0.936 0.921 0.978 0.942 0.146 0.764 D Only 1.271 0.385 1.344 1.560 1.535 1.631 1.570 0.243 1.273 Lr Only 1.346 0.344 1.413 1.591 1.570 1.668 1.660 0.189 1.349 L Only S Only 1.685 0.431 1.768 1.991 1.965 2.088 2.077 0.237 1.688 W Only E Only H Only I 1 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,11:58AM File=C:1Users1admin1DOCUME-11ENERCA-2118-012-johnson-rev2.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B28a CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.58)Lr(1.59)S(13(9)58)Lr(1.59)Sp(S.5)8)Lr(1.59)Sp(5.'r.;)Lr(1.59)S(1E 9)58)Lr(1.59)SIX9.5)3)Lr(1.59)S(1(>3.5)8)Lr(1.59)S(1.99) D(0.1i88)Lr(0.25)S(0.3512) I D(0.188)Lr(0.25)S(0.352) ati) a a p a jj 0 a efi5.5x18 5.5x18 Span=15.50 ft Span=15.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.1880, Lr=0.250, S=0.3520, Tributary Width=1.0 ft Point Load: D=1.580, Lr=1.590, S=1.990 k @ 0.0 ft Point Load: D=1.580, Lr=1.590, S=1.990 k @ 5.50 ft Point Load: D=1.580, Lr=1.590, S=1.990 k @ 10.50 ft Point Load: D=1.580, Lr=1.590, S=1.990 k @ 15.50 ft Load for Span Number 2 Uniform Load: D=0.1880, Lr=0.250, S=0.3520, Tributary Width=1.0 ft Point Load: D=1.580, Lr=1.590, S=1.990 k @ 5.50 ft I Point Load: D=1.580, Lr=1.590, S=1.990 k @ 10.50 ft Point Load: D=1.580, Lr=1.590, S=1.990 k @ 15.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.685: 1 Maximum Shear Stress Ratio = 0.472 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 1,431.56psi fv:Actual = 143.88 psi FB:Allowable = 2,091.14psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H .Location of maximum on span = 15.500ft Location of maximum on span = 14.028ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio= 2290>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.138 in Ratio= 1350>=180 Max Upward Total Deflection -0.000 in Ratio= 554100>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 9.090 23.984 9.321 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 ProProject ID: 18-012 ect Descr:Residence 360.293.9006 J jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,11:58AM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW 06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B28a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 5.294 14.126 5.422 +D+H 3.796 9.859 3.898 +D+L+H 3.796 9.859 3.898 +D+Lr+H 7.845 20.540 8.049 +D+S+H 9.090 23.984 9.321 +D+0.750Lr+0.750L+H 6.832 17.869 7.011 +0+0.750L+0.750S+H 7.767 20.453 7.965 +D+0.60W+H 3.796 9.859 3.898 +D+0.70E+H 3.796 9.859 3.898 +D+0.750Lr+0.750L+0.450W+H 6.832 17.869 7.011 +D+0.750L+0.750S+0.450W4j 7.767 20.453 7.965 +D+0.750L+0.750S+0.5250E+H 7.767 20.453 7.965 +0.60D+0.60W+0.60H 2.278 5.915 2.339 +0.60D+0.70E+0.60H 2.278 5.915 2.339 D Only 3.796 9.859 3.898 Lr Only 4.048 10.681 4.151 L Only S Only 5.294 14.126 5.422 W Only E Only H Only • Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 11:42AM File=C:\Usersladmin\DOCUME-1IENERCA--2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# : KW-06009216 Licensee : SCHEMMER.CONSULTING GROUP PLLC Description : B28b CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,900.0 psi Ebend-xx 2,200.0 ksi Fc- Prll 2,900.0 psi Eminbend -xx 1 ,118.19ksi Wood Species :Trus Joist Fc - Perp 625.0 psi Wood Grade :Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.46) Lr(1.59) S(1E )46) Lr(1i59) Spi(S.9 ) Lr(1r59) Sp(S.91)6) Lr(11.59) WONT)T) Lr(1.59) Sp(9.9 ) Lr(1r59) S(1E49)46) Lr(1.59) S(1.99) i (),' 5.25x11.875 ed ,r, 5.25x11.875 5.25x11.875 5.25x11.875 X 5.25x11.875 g 5.25x11.875 Span = 5.50ft Span = 5.0 ft Span = 5.0 ft Span = 5.0 ft Span = 5.0 ft Span = 5.50 ft 1 F I .I I .I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 0.0 ft Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 5.50 ft Load for Span Number 2 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 5.0 ft Load for Span Number 3 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 5.0 ft Load for Span Number 4 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 5.0 ft Load for Span Number 5 Point Load : D = 1.460, Lr= 1.590, 5 = 1.990 k @ 5.0 ft Load for Span Number 6 Point Load : D = 1.460, Lr= 1.590, S = 1.990 k @ 5.50 ft DESIGN SUMMARY r iDx w 1 i_i(o Maximum Bending Stress Ratio = 0.002 1 Maximum Shear Stress Ratio = 0.004 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 5.76 psi fv : Actual = 1 .09 psi FB : Allowable = 2,610.00psi Fv : Allowable = 261.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.500ft Location of maximum on span = 4.525ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.000 in Ratio= 491236>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com 1 Title Block Line 6 Printed: 9 JUL 2019,11:42AM File=C:1UsersladminlDOCUME-11ENERCA-2118-012-johnson-rev2,ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B28b Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Overall MAXimum 3.493 3.568 3.541 3.551 3.541 3.568 3.493 Overall MINimum 1.990 1.990 1.990 1.990 1.990 1.990 1.990 +D+H 1.503 1.578 1.551 1.561 1.551 1.578 1.503 +D+L+H 1.503 1.578 1.551 1.561 1.551 1.578 1.503 +D+Lr+H 3.093 3.168 3.141 3.151 3.141 3.168 3.093 +D+S+H 3.493 3.568 3.541 3.551 3.541 3.568 3.493 +D+0.750Lr40.750L+H 2.695 2.771 2.744 2.753 2.744 2.771 2.695 +D+0.750L40.7505+H 2.995 3.071 3.044 3.053 3.044 3.071 2.995 +040.60W+H 1.503 1.578 1.551 1.561 1.551 1.578 1.503 +040.70E+H 1.503 1.578 1.551 1.561 1.551 1.578 1.503 +0+0.750Lr+0.750L40.450W+H 2.695 2.771 2.744 2.753 2.744 2.771 2.695 +0+0.750L40.7505+0.450W4l 2.995 3.071 3.044 3.053 3.044 3.071 2.995 +D+0.750L+0.7505+0.5250E+H 2.995 3.071 3.044 3.053 3.044 3.071 2.995 +0.60D+0.60W+0.60H 0.902 0.947 0.931 0.936 0.931 0.947 0.902 +0.60D+0.70E+0.60H 0.902 0.947 0.931 0.936 0.931 0.947 0.902 D Only 1.503 1.578 1.551 1.561 1.551 1.578 1.503 Lr Only 1.590 1.590 1.590 1.590 1.590 1.590 1.590 L Only S Only 1.990 1.990 1.990 1.990 1.990 1.990 1.990 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019,10:34AM Wood Beam File=C:\UsersladminIDOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B21-B27 CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling b D(0.075)Lr(0.1)S(O.v125) v v D(0.075)Lr(O.1)S(0.125) v D(0.075)Lr(00.1)S(0.125) v v L 5.5x16 5.5x16 ek.Sx16 Span=6.Oft Span=18.0ft Span=2.Oft 14 I. 14 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0750, Lr=0.10, S=0.1250, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0750, Lr=0.10, S=0.1250, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.0750, Lr=0.10, S=0.1250, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.128 1 Maximum Shear Stress Ratio = 0.106 : 1 Section used for this span 5.5x16 Section used for this span 5.5x16 fb:Actual = 346.09psi fv:Actual = 32.41 psi FB:Allowable = 2,704.23psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 9.832ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio= 3469>=360 Max Upward Transient Deflection -0.023 in Ratio= 2132>=360 Max Downward Total Deflection 0.109 in Ratio= 1979>=180 Max Upward Total Deflection -0.039 in Ratio= 1216>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.481 2.215 Overall MINimum 1.986 1.264 +D+H 1.495 0.951 +D+L+I-1 1.495 0.951 +D+Lr+H 3.084 1.962 +D+S+H 3.481 2.215 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019,10:34AM File=C:lUsersladmin0DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B21-B27 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750Lr+0.750L+H 2.686 1.710 +D+0.750L+0.750S+H 2.984 1.899 +D+0.60W+H 1.495 0.951 +D+0.70E+H 1.495 0.951 +D+0.750Lr+0.750L+0.450W+H 2.686 1.710 +D+0.750L+0.750S+0.450W+H 2.984 1.899 +D+0.750L+0.7505+0.5250E+H 2.984 1.899 +0.60D+0.60W+0.60H 0.897 0.571 +0.60D+0.70E+0.60H 0.897 0.571 D Only 1.495 0.951 Lr Only 1.589 1.011 L Only S Only 1.986 1.264 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 7:27PM File=C:1Usersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B39 CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi 1 Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.63)Lr(1.85()at ,r;,.,e0.,;;6(k9,,ri r`z r. P 6 Lt su rr,"�kf 1i67)S(2.09) Lp00.36) D(0.108 L(0.36 D(0. � 0 D( .024'2 Lr(u.12)SJc0 24)Lr( .12)'S(0.05) D(1.024)Lr(fl.12)S O.C5) D�0.024)Lr(e.1 )15f0(05i 42 Lr(e.12)S( . 5) 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5x18 5.5x18 ell,, 5.5x18 5.5x18 ililt, 5.5x18 Span=5.0ft 1 Span=5.50ft 1 Span=10.0 ft 1 Span=5.50 ft 1 Span=5.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D=1.630, Lr=1.670, S=2.090 k @ 4.50 ft Point Load: D=1.630, Lr=1.670, S=2.090 k @ 0.0 ft Uniform Load: D=0.0240, Lr=0.120, S=0.050, Tributary Width=1.0 ft Uniform Load: D=0.1080, L=0.360, Tributary Width=1.0 ft Load for Span Number 2 Point Load: D=4.290, Lr=4.180, S=5.230 k @ 0.50 ft Uniform Load: D=0.0240, Lr=0.120, S=0.050, Tributary Width=1.0 ft Uniform Load: D=0.1080, L=0.360, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.0240, Lr=0.120, S=0.050, Tributary Width=1.0 ft Uniform Load: D=0.1080, L=0.360, Tributary Width=1.0 ft Load for Span Number 4 Point Load: D=4.290, Lr=4.180, S=5.230 k @ 5.0 ft Uniform Load: D=0.0240, Lr=0.120, S=0.050, Tributary Width=1.0 ft Uniform Load: D=0.1080, L=0.360, Tributary Width=1.0 ft Load for Span Number 5 Point Load: D=1.630, Lr=1.670, S=2.090 k @ 0.50 ft Uniform Load: D=0.0240, Lr=0.120, S=0.050, Tributary Width=1.0 ft Uniform Load: D=0.1080, L=0.360, Tributary Width=1.0 ft Point Load: D=1.630, Lr=1.670, S=2.090 k @ 5.0 ft Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 7:27PM File=C:1Users1admin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Iliggerpee:SCHEMMER CONSULTING GROUP PLLC Description: B39 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.080: 1 Maximum Shear Stress Ratio = 0.106 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 147.52psi fv:Actual = 28.07 psi FB:Allowable = 1,850.00psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 5.500ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 20825>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.008 in Ratio= 15597>=180 Max Upward Total Deflection -0.001 in Ratio= 101771>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 4.024 13.990 4.773 4.773 13.990 4.024 Overall MINimum 2.092 7.445 0.648 0.648 7.445 2.092 +D+H 1.870 6.545 1.514 1.514 6.545 1.870 +D+L+H 2.650 8.213 4.646 4.646 8.213 2.650 +D+Lr+H 3.715 12.866 2.728 2.728 12.866 3.715 I +D+S+H 3.962 13.990 2.162 2.162 13.990 3.962 +D+0.750Lr+0.750L+H 3.839 12.536 4.773 4.773 12.536 3.839 i +D+0.750L+0.750S+H 4.024 13.380 4.349 4.349 13.380 4.024 +D+0.60W+H 1.870 6.545 1.514 1.514 6.545 1.870 +D+0.70E+H 1.870 6.545 1.514 1.514 6.545 1.870 I +D+0.750Lr+0.750L+0.450W+H 3.839 12.536 4.773 4.773 12.536 3.839 +D+0.750L+0.750S+0.450W+H 4.024 13.380 4.349 4.349 13.380 4.024 +0+0.750L+0.750S+0.5250E+H 4.024 13.380 4.349 4.349 13.380 4.024 +0.60D+0.60W+0.60H 1.122 3.927 0.908 0.908 3.927 1.122 +0.60D+0.70E+0.60H 1.122 3.927 0.908 0.908 3.927 1.122 D Only 1.870 6.545 1.514 1.514 6.545 1.870 Lr Only 1.845 6.321 1.214 1.214 6.321 1.845 L Only 0.780 1.668 3.132 3.132 1.668 0.780 S Only 2.092 7.445 0.648 0.648 7.445 2.092 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.corn Title Block Line 6 Printed: 9 JUL 2019, 12:09PM File=C:1Users\admin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018,Build:10.18.12.30 . Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B41 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1600 ksi Fc- PrIl 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625 psi Wood Grade :No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D 0.216, L(0.72 • 6x10 h Span = 3.50 ft , Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2160, L= 0.720 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 1.750 ft DESIGN SUMMARY 1 1 D,z - O11'(91 " 1 Maximum Bending Stress Ratio = 0.292 1 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 248.44psi fv: Actual = 30.70 psi FB : Allowable = 850.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.721 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 9072>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.006 in Ratio= 7171 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.807 1.807 Overall MINimum 1.410 1.410 +D+H 0.397 0.397 +D+L+H 1.807 1.807 +D+Lr+H 0.397 0.397 +D+S+H 0.397 0.397 +D+0.750Lr-f0.750L+H 1.455 1.455 +D+0.750L+0.7505+H 1.455 1.455 . +D+0.60W+H 0.397 0.397 +D+0.70E+H 0.397 0.397 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:09PM Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 841 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.455 1.455 +D+0.750L+0.7505+0.450W+1-1 1.455 1.455 +D+0.750L+0.750S+0.5250E+H 1.455 1.455 +0.60D+0.60W+0.60H 0.238 0.238 +0.60D+0.70E+0.60H 0.238 0.238 D Only 0.397 0.397 Lr Only LOnly 1.410 1.410 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 27 JUN 2019, 1:20PM File=C:1Userstadmin\DOCUME-1\ENERCA--2118-012-johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Deck Rim Joist CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1600 ksi Fc- Prll 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade : No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) L(0.3) L( .3) L(0.3) D(O.C72) L(0.36) S�0.15) D(0.072) L(0.36) S(0.15) D(0.072) L( .36) S(0.15) D(0.072) L(0.36) S(0.15) 0 3 8 b v b b b 4, 8 8 8 a 7 4x12 4x12 4 4x12 A 4x12 Span = 2.50 ft Span = 9.0 ft Span = 9.0 ft Span = 2.50 ft I, .I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0720, L = 0.360, S =0.150 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 0.0 ft Load for Span Number 2 Uniform Load : D = 0.0720, L= 0.360, S = 0.150 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 4.50 ft Load for Span Number 3 Uniform Load : D = 0.0720, L = 0.360, S =0.150 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 4.50 ft Load for Span Number 4 Uniform Load : D= 0.0720, L= 0.360, S = 0.150 , Tributary Width = 1.0 ft Point Load : L= 0.30k@2.50ft DESIGN SUMMARY I I - •• © ni r@X { Maximum Bending Stress Ratio = 0.67a 1 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 634.21 psi fv: Actual = 73.43 psi FB : Allowable = 935.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.000ft Location of maximum on span = 8.089ft Span# where maximum occurs = Span# 2 Span# where maximum occurs = Span# 2 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 4266>=360 Max Upward Transient Deflection -0.006 in Ratio= 9890>=360 Max Downward Total Deflection 0.033 in Ratio= 3311 >=180 Max Upward Total Deflection -0.011 in Ratio= 5370>=180 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019, 1:20PM File=C:1Usersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Deck Rim Joist Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 3.349 4.847 3.349 Overall MINimum 0.959 1.531 0.959 +D+H 0.514 0.820 0.514 +D+L+H 3.335 4.658 3.335 +D+Lr+H 0.514 0.820 0.514 +D+S+H 1.473 2.352 1.473 +D+0.750Lr+0.750L+H 2.630 3.699 2.630 +D+0.750L+0.750S+H 3.349 4.847 3.349 +D+0.60W+H 0.514 0.820 0.514 +D+0.70E+H 0.514 0.820 0.514 +D+0.750Lr+0.750L+0.450W+H 2.630 3.699 2.630 +D+0.750L+0.750S+0.450W+H 3.349 4.847 3.349 +0+0.750L+0.7505+0.5250E+1-1 3.349 4.847 3.349 +0.60D+0.60W+0.60H 0.308 0.492 0.308 +0.60D+0.70E+0.60H 0.308 0.492 0.308 D Only 0.514 0.820 0.514 Lr Only L Only 2.821 3.837 2.821 S Only 0.959 1.531 0.959 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019, 1:37PM Wood Beam Fi(e=C:\Userstadmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Deck Joist CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,350.0 psi Ebend-xx 1,900.0ksi Fc-Pill 1,900.0 psi Eminbend-xx 690.0 ksi Wood Species :Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade :Select structural Fv 180.0 psi Ft 825.0 psi Density 30.580pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase L(0.3) D(0.016)L(0 08)S(0.033) v c Vfilri 2x12 Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0160, L=0.080, S=0.0330, Tributary Width=1.0 ft Point Load: L=0.30 k @ 6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.65a 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 1,021.16psi fv:Actual = 58.30 psi FB:Allowable = 1,552.50psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft 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 0.167 in Ratio= 864>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.194 in Ratio= 743>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.748 0.748 Overall MINimum 0.198 0.198 +D+H 0.118 0.118 +D+L+H 0.748 0.748 +D+Lr+H 0.118 0.118 +D+S+H 0.316 0.316 +D+0.750Lr+0.750L+H 0.590 0.590 +D+0.750L+0.7505+H 0.739 0.739 +D+0.60W+H 0.118 0.118 +D+0.70E+H 0.118 0.118 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:27 JUN 2019, 1:37PM File=C:1Users\adminlDOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-0009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Deck Joist Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.590 0.590 +D+0.750L+0.750S+0.450W+H 0.739 0.739 +D+0.750L+0.750S+0.5250E+H 0.739 0.739 +0.60D+0.60W+0.60H 0.071 0.071 +0.60D+0.70E+0.60H 0.071 0.071 D Only 0.118 0.118 Lr Only L Only 0.630 0.630 S Only 0.198 0.198 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. A360c93.9, 6 98221 ProectDescr:Residence 360.293.9006 1 jt.schemmer@scgeng.com Title Block Line 6 Printed:28 JUN 2019,10:00AM Wood Beam File=C:Usersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Deck Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1600 ksi Fc-PrIl 1400 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch(North) Fc-Perp 625 psi Wood Grade :No. 1/No.2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling D(0.82)L(3 84)S(1.53) D(0.18)S(0.3) D(0 18)S(0 3) D(0 18)S(0 3) 6x12 Y 6x12edikthi 6x12 Span=2.0 ft Span=6.0ft Span=4.0ft , Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.180, S=0.30, Tributary Width=1.0 ft Point Load: D=0.820, L=3.840, S=1.530 k @ 0.0 ft Load for Span Number 2 Uniform Load: D=0.180, S=0.30, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.180, S=0.30, Tributary Width=1.0 ft DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 1.13Q 1 Maximum Shear Stress Ratio = 0.641 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 960.85psi fv:Actual = 115.29 psi psi :Allowable = 850.00psi Fv:Allowable = 180.00 Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 1.042ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio= 850>=360 Max Upward Transient Deflection -0.021 in Ratio= 3461>=360 Max Downward Total Deflection 0.070 in Ratio= 686>=180 Max Upward Total Deflection -0.024 in Ratio= 3049>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 8.977 -2.240 1.261 Overall MINimum 3.648 -1.022 0.612 +D+H 2.113 0.658 0.370 +D+L+H 7.617 -1.582 0.946 +D+Lr+H 2.113 0.658 0.370 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jtschemmer@scgeng.com Title Block Line 6 Printed:28 JUN 2019,10:00AM Wood Beam File=C:\Userstadmin\OOCUME-11ENERCA-2t18-012-johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Deck Beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+S+H 5.761 1.528 0.982 +D+0.750Lr+0.750L+H 6.241 -1.022 0.802 +0+0.750L+0.750S+H 8.977 -0.369 1.261 +0+0.60W+H 2.113 0.658 0.370 +D+0.70E+H 2.113 0.658 0.370 +D+0.750Lr+0.750L+0.450W+1-1 6.241 -1.022 0.802 +D+0.750L+0.750S+0.450W+H 8.977 -0.369 1.261 +D+0.750L+0.750S+0.5250E+H 8.977 -0.369 1.261 +0.60D+0.60W+0.60H 1.268 0.395 0.222 +0.60D+0.70E+0.60H 1.268 0.395 0.222 • D Only 2.113 0.658 0.370 Lr Only L Only 5.504 -2.240 0.576 S Only 3.648 0.870 0.612 W Only • E Only H Only Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes, 98221 Project Descr:Residence 360.293.9006 j jt.schemmer@scgeng.com Title Block Line 6 Printed:28 JUN 2019,10:12AM 2-D Frame File=CaUsersladmin1DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Lower Frame Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 91738277888 Max +D+0.750L+0.750S 1 0.0 0.0 Min +1)+0.750L+0.7505 2 0.0 -0.006241 0.000994 Max +0,60D +0.60D +D+0.750L+0.750S 2 0.0 -0.06228 .00010 Min +0+0.750L+0.750S +D+0.750L+0.750S +0.60D 3 0.0 0.0 0.0 Max +0+0.750L+0.750S +0.60D 3 0.0 0.0 0.0 Min +0.60D +D+0.750L+0.750S 5 0.0 -0.000341 0.000679 Max +D+0.750L+0.750S +a60D +D+0.750L+0.7505 5 0.0 -0.003408 .0000680 Min +0,60D +0+0.750L+0.750S +0.60D 6 0.02108 -0.001172 0.000187 Max +D+o.750L+0.750S +0.60D +0+0.750L+0.750S 6 0.002112 -0.01170 .0000190 Min +0.60D +D+0.750L+0.750S +0.60D 7 0.0 0.0 0.0 Max +D+0.750L+0.750S +0.60D +0.60D 7 0.0 0.0 0.0 MIDI +0.60D +D+0,750L+0.750S +D+0.750L+0.750S Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.0 Max +D+0.750L+0.750S 0.0 Min +0.60D 2 9.132 Max +0+0.750L+0.750S 0.9151 Min +0.60D 3 0.0 -0.1758 2.030 Max +0.60D +0.60D +D+0.750L+0.750S 0.0 -1.754 0.2034 Min +D+0.750L+0.750S +D+0.750L+0.750S +0.60D 5 -0.5932 Max +0.60D -5.920 Min +D+0.750L+0.7503 6 Max Min 7 -0.3219 7.814 12.122 Max 40.60D +0+0.7501+0.750S +D+0.7501+0.7505 -3.212 0.7830 1.215 Min +D+0.750L+0.750S +0.60D +0.60D I Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortesect ID: 18-012 ,WA 98221 PrPro ect Descr:Residence 360.293.9006 1 jt.schemmer@scgeng.com Title Block Line 6 Printed:28 JUN 2019,10:12AM Z-D Frame File=C:\Users\admin\DOCUME-11ENERCA-2118-012johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Lower Frame Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-2 0.0 -0.3126 12.225 0.0 7.743 0.0 Max +1.081D+0.750L+0.750S +0.60D +D+0.750L+0.7503 +0,4919D +D+0.750L D Only 1-2 0.0 -7.287 -1.377 0.0 0.3702 0.0 Min +0.4919D +D+0.750L +D+0.750L +1.081D+0.750L+0.750S +0.60D D Only 1-2(2) 0.0 0.3069 0.0 0.0 0.3069 0.0 Max +1.081D+0.750L+0.750S +1.081D+0.750L+0.750S D Only +0.4919D +1.081D+0.750L+0.750S D Only 1-2(2) 0.0 0.02361 0.0 0.0 0.02361 0.0 Min +0.4919D +0,4919D D Only +1.081D+0.750L+0.7508 +0.4919D D Only 2-5 0.0 0.0 0.4641 0.0 0.0 -0.03762 Max +0.4919D D Only +1.081D+0.750L+0.750S +1.081D+0.750L+0.7508 D Only +0.4919D 2-5 0.0 0.0 0.03762 0.0 0.0 -0.4641 Min +1.081D+0.750L+0.750S D Only +0.4919D +0.4919D D Only +1.081D+0.750L+0.750S 2-5(2) 0.0 0.05521 0.6297 0.0 -0.004475 -0.02419 Max +0.4919D +1.081D+0.750L+0.750S +1.081D+0.750L+0.750S +1.081D+0.750L+0.750S +0.4919D +0.4919D 2-5(2) 0.0 0.004475 0.05104 0.0 -0.05521 -0.2984 Min +1.0810+0.750L+0.7505 +0.4919D +0.4919D +0.4919D +1.0810+0.750L+0.7505 +1.081D+0.750L+0.750S 5-3 0.0 0.0 0.0 0.0 0.0 0.0 Max +1.081D+0.750L+0.750S D Ony D Only 40.49190 D Only D Only 5-3 0.0 0.0 0.0 0.0 0.0 0.0 Min +0.4919D D Only D Only +1.081D+0.750L+0.750S D Only D Only 5-3(2) 0.0 1.778 5.055 0.0 -0.1441 2.057 Max +1.081D+0.750L+0.7505 +1.081D+0.750L+0.7505 +1.081D+0.750L+0.750S +0.4919D +0.4919D +1.0810+0.750L40.750S 5-3(2) 0.0 0.1441 0.4097 0.0 -1.778 0.1667 Min +0.4919D +0.4919D +0.49190 +1.081D+0.750L+0.750S +1.0810+0.7501+0.7505 +3.4919D 6-2 11.10 -0.07563 -0.08866 -0.8997 0.9330 -0.3274 Max +1.0810+0.750L+0.7505 +0.4919D +0.4919D +0.4919D +1.081040.750L40.7505 +0.4919D 6-2 0.8997 -0.9330 -1.094 -11.10 0.07563 -4.039 Min +0.4919D +1.081D+0.750L+0.750S +1.081D+0.750L+0.750S +1.081D+0.750L+0.750S +0.4919D +1.081D+0.750L+0.750S 6-5 4.015 -0.3875 -0.7834 -0.3255 4.780 -0.3479 Max +1.081D+0.750L+0.750S +0.4919D +0.4919D +0.4919D +1.081040.7501+0.7505 +0.4919D 6-5 0.3255 -4.780 -9.664 -4.015 0.3875 -4.292 Min +0.4919D +1.081D+0.750L40.750S +1.081D+0.750L+0.750S +1.081D+0.750L+0.750S +0.4919D +1.081D+0.750L+0.750S 7-6 5.911 6.195 12.286 -0.4792 -0.5021 13.704 Max +1.0810+0.750L+0.7505 +1.081D+0.750L+0.750S +1.081D+0.750140.7505 +0.4919D +0.4919D +1.0810+0.750L40.750S 7-6 0.4792 0.5021 0.9959 -5.911 -6.195 1.111 Min +0.4919D +0.4919D +0.4919D +1.081D+0.750L40.7505 +1.081D+0.7501+0.7505 +0.4919D Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 1-2 0.0k 0.0 ft 19.115k-ft 2.0ft -0.3126 k 0.0 ft Max +D+0.750L+0.750S I +0.60D 1-2 0.0k 0.0 ft -1.377 k-ft 0.0ft -7.743 k 2.0 ft Min +D+0.750L +D+0.750L 1-2(2) 0.0k 0.0 ft -0.000944 k-ft 0,04082ft 0.3069 k 0.0 ft Max +0.4919D +1.0810+0.750L+0.750S 1-2(2) 0.0k 0.0 ft -0.1534 k-ft 0.9796ft -0.3069 k 2.0 ft Min +1.0810+0,750L+0.750S +1.0810+0.750L+0.750S 2-5 0.0k 0.0 ft 0.4641 k-ft 0.0ft 0.0 k 0.0 ft Max +1.081D+0.750L+0.750S 2-5 0.0k 0.0 ft 0.03762k-ft 0.0ft 0.0 k 0.0 ft Min , +0.4919D 2-5(2) 0.0k 0.0 ft 0.6297 k-ft 0.0ft 0.05521 k 0.0 ft Max , +1.0810+0.750L+0.750S +1.0810+0.750L+0.750S 2-5(2) 0.0k 0.0 ft 0.02419 k-ft 6.0ft 0.004475 k 0.0 ft Min +0.4919D +0,4919D Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt,schemmer@scgeng.com Title Block Line 6 Printed:28 JUN 2019,10:12AM 2-D Frame File=C:\Users\admin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Lower Frame Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint 5-3 0.0k 0.0 ft 0.0 k-ft 0.0ft 0.0k 0.0 ft Max 5-3 0.0k 0.0ft 0.0k-ft 0.0ft 0.0k 0.0 ft Min 5-3(2) 0.0k 0.0ft 5.055k-ft 0.0ft 1.778 k 0.0 ft Max +1.081D+0.750L+0.750S +1.0810+0.750L+0.750S 5-3(2) 0.0k 0.0 ft -2.057 k-ft 4.0ft 0.1441 k 0.0 ft Min , +1.081D+0.750L+0.750S +0.4919D 6-2 -0.8997k 0.0 ft 4.039 k-ft 5.502ft 0.07563 k 0.0 ft Max +0.4919D +1.0810+0.750L+0.7505 +0.4919D 6-2 -11.10k 0.0 ft -1.094 k-ft 0.0ft -0.9330 k 0.0 ft Min +1.0810+0.750L+0.750S +1.0810+0.750L+0.750S +1.0810+0.750L+0.750S 6-5 -0.3255k 0.0 ft 4.292 k-ft 2.920ft -0.3875 k 0.0 ft Max +0.4919D +1.0810+0.750L+0.7505 , +0.4919D 6-5 -4.015k 0.0 ft -9.664 k-ft 0.0ft -4.780 k 0.0 ft Min +1.081 D+0.750L+0.750S +1.081 D+0.750L+0.750S +1.0810+0.7501+0.750S 7-6 -0.4792k 0.0 ft 12.286 k-ft 0.0ft 6.195 k 0.0 ft Max +0.4919D +1.0810+0.750L+0.750S +1.0810+0.750L+0.750S 7-6 -5.911k 0.0 ft -13.704 k-ft 4.196ft 0.5021 k 0.0 ft Min +1.0810+0.750L+0.750S +1.081 D+0.750L+0.750S +0.4919D {Member Stress Checks... Stress Checks per AISC 360.10&NDS 2015 Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 Group Wood '1:+0.750L+0.750S 1.646 Ratio>1. 2QQ +f.081D+0.750L+0.750S 0.157 PASS 2.00 1-2(2) Group Wood 0.014 PASS 0.98 0.007 PASS 0.00 2-5 Group Wood +DA 0.043 PASS 0.00 N/A 0.000 PASS 0.00 2-5(2) Group Wood +DA 0.059 PASS 0.00 +DA 0.001 PASS 0.00 5-3 Group Wood +DA 0.000 PASS 0.00 NA 0.000 PASS 0.00 5-3(2) Group Wood +DA 0.474 PASS 0.00 +DA 0.040 PASS 0.00 6-2 Group Wood +DA 0.508 PASS 5.50 +DA 0.020 PASS 0.00 6-5 Group Wood +044 0.626 PASS 0.00 +DA 0.088 PASS 0.00 7-6 Group Wood +DA 0.900 PASS 4.20 +D+L 0.114 PASS 0.00 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 28 JUN 2019, 10:12AM File=C:1Users\admin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 2-D Frame Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.# : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : Lower Frame s —40 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: . 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 11 JUL 2019, 10:18AM General Footing File=C:tUsersladmintDOCUME--1IENERCA-2118-012-johnson-rev2.ec6 . 1g Software copyright ENERCALC, INC.1983-2018,Build:10.18.12.30 . Lit.# KW-06009216 :; sr.:,,:. 1: .giffellit: Lice►ffsee SCFEM ; CONS Lit G GR'o(J 7,1 FILL( Description : Deck Pedestal And Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 4.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 cp 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 foot 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 Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear : Yes Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 16.0 in Load location offset from footing center... __ ex : Prll to X-X Axis = 16.5 in j . 2'0° ;= in Pedestal dimensions... X 4 __ ___ _ __ X px : parallel to X-X Axis = 24.0 in t —i 4 pz : parallel to Z-Z Axis _ 12.0 in Height 30.0 in Rebar Centerline to Edge of Concrete... . -. 1 I I ii at Bottom of footing = 3.0 in _ to 3-10-1/2' z w Reinforcing -- 511' Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation --T- 1 4-I5Brs is,Sean is # Bars required within zone 75.0 % R.1c..4w..1.14.9.,Q # Bars required on each side of zone 25.0 % ....�'r. Applied Loads D Lr L S W E H P : Column Load = 2.770 7.740 4.490 k OB : Overburden = ksf M-xx = k-ft M-zz = -4.220 -23.060 -8.160 k-ft V-x = -3.212 k V-z = k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:11 JUL 2019,10:18AM General Footing File=C:lUsersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 _ Licensee:SCHEMMEj CONSULTING GROUP PLLe Description: Deck Pedestal And Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9813 Soil Bearing 3.925 ksf 4.0 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0,0 k-ft No Overturning PASS 1.258 Overturning-Z-Z 39.593 k-ft 49.789 k-ft +D+L PASS 1.320 Sliding-X-X 3.212 k 4.241 k +D+L 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 0.000175 Z Flexure(+X) 0.004111 k-ft/ft 23.426 k-ft/ft +1.20D+1,60S PASS 0.6480 Z Flexure(-X) 15.180 k-ft/ft 23.426 k-ft/ft +1.20D+1.60L+0.505 PASS 0.02966 X Flexure(+Z) 0.6274 k-ft/ft 21.151 k-ft/ft +1,20D+1,60L+0.505 PASS 0.02966 X Flexure(-Z) 0.6274 k-ft/ft 21.151 k-ft/ft +1.20D+1.60L+0.50S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-X) 43.940 psi 82.158 psi +1.20D+1.60L+0.50S PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASs n/a 1-way Shear(-Z) 0,0 psi 82.158 psi n/a PASS 0.0 2-way Punching 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 4.0 n/a 0.0 0.4263 0.4263 n/a n/a 0.107 X-X,+D+L 4.0 n/a 0.0 0.9423 0.9423 n/a n/a 0.236 X-X,+D+S 4.0 n/a 0.0 0.7257 0.7257 n/a n/a 0.181 X-X,+D+0.750L 4.0 n/a 0.0 0.8133 0.8133 n/a n/a 0.203 X-X,+D+0.750L+0.750S 4.0 n/a 0.0 1.038 1.038 n/a n/a 0.260 X-X,+0.60D 4.0 n/a 0.0 0.2558 0.2558 n/a n/a 0.064 Z-Z,D Only 4.0 1.099 n/a n/a n/a 0.380 0.4727 0.118 Z-Z,+D+L 4.0 -20.498 n/a n/a n/a 3.925 0.0 0.981 Z-Z,+D+S 4.0 -1.544 n/a n/a n/a 0.8366 0.6147 0.209 Z-Z,+D+0.750L 4.0 -17.668 n/a n/a n/a 2.617 0.0 0.654 Z-Z,+D+0.750L+0.750S 4.0 -14.994 n/a n/a n/a 2.748 0.0 0.687 Z-Z,+0.60D 4.0 2.346 n/a n/a n/a 0,1964 0.3152 0.079 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft nfinity OK X-X,+D+L None 0.0 k-ft nfinity OK X-X,+D+S None 0.0 k-ft nfinity OK X-X,+D+0.750L None 0.0 k-ft nfinity OK X-X,+D+0.750L+0.7505 None 0.0 k-ft nfinity OK X-X,+0.60D None 0.0 k-ft nfinity OK Z-Z,D Only 4.220 k-ft 19.796 k-ft 4.691 OK Z-Z,+D+L 39.593 k-ft 49.789 k-ft 1.258 OK Z-Z,+D+S 12.380 k-ft 37.195 k-ft 3.004 OK Z-Z,+D+0.750L 30.750 k-ft 42.291 k-ft 1.375 OK Z-Z,+D+0.750L+0.750S 36.870 k-ft 55.340 k-ft 1.501 OK Z-Z,+0.60D 2.532 k-ft 11.878 k-ft 4.691 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X,D Only 0.0 k 1.919 k No Sliding OK X-X,+D+L -3.212 k 4.241 k 1.320 OK X-X,+D+S 0.0 k 3.266 k No Sliding OK X-X,+D+0.750L -2.409 k 3.660 k 1.519 OK X-X,+D+0.750L+0.750S -2.409 k 4.670 k 1.939 OK X-X,+0.60D 0.0 k 1.151 k No Sliding OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:11 JUL 2019,10:18AM General Footing File=C:IUsers\adminIDOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . - g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . liziMSMI*0721.6 L ees'ee SCHEMMER CONSULTING GIGO d r Description: Deck Pedestal And Footing Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Z-Z,D Only 0.0 k 1.919 k No Sliding OK Z-Z,+D+L 0.0 k 4.241 k No Sliding OK Z-Z,+D+S 0,0 k 3.266 k No Sliding OK Z-Z,+D+0.750L 0.0 k 3.660 k No Sliding OK Z-Z,+D+0.750L+0.7505 0.0 k 4.670 k No Sliding OK Z-Z,+0.60D 0,0 k 1.151 k No Sliding OK Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D 0.1631 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.40D 0.1631 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+1.60L 0.5525 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+1.60L 0.5525 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+1.60L+0.50S 0.6274 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+1.60L+0.505 0.6274 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L 0.2688 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0,50L 0.2688 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D 0.1398 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D 0.1398 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L+1.605 0.5082 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L+1.60S 0.5082 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+1.60S 0.3792 +Z Bottom 0.3456 Min Temp% 0,3720 21.151 OK X-X,+1.20D+1.60S 0.3792 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L+0.50S 0.3436 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L+0.505 0.3436 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L+0.705 0.3735 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+1.20D+0.50L+0.70S 0.3735 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+0.90D 0.1048 +Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK X-X,+0.90D 0.1048 -Z Bottom 0.3456 Min Temp% 0.3720 21.151 OK Z-Z,+1.40D 1.262 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.40D 0.002695 +X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+1.60L 14.568 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+1.60L 0.001740 +X Top 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+1.60L+0.505 15.180 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+1.60L+0.50S 0.001740 +X Top 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L 4.679 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L 0.001740 +X Top 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D 1.053 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D 0.002394 +X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L+1.605 7.267 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L+1.605 0.001249 +X Top 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+1.60S 3.680 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+1.60S 0.004111 +X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L+0.50S 5.473 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L+0.505 0.001740 +X Top 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L+0.70S 5.795 -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+1.20D+0.50L+0.705 0.001740 +X Top 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+0.90D 0.7388 . -X Bottom 0.3456 Min Temp% 0.4133 23.426 OK Z-Z,+0.90D 0.001943 +X Bottom 0.3456 Min Temp% 0.4133 23.426 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 3.52 psi 0.00 psi 0.00 psi 0.00 psi . 3.52 psi 82.16 psi 0.04 OK +1.20D+1.60L 40.18 psi 0.00 psi 0.00 psi 0.00 psi 40.18 psi 82.16 psi 0.49 OK +1.20D+1.60L+0.50S 43.94 psi 0.00 psi 0.00 psi 0.00 psi 43.94 psi 82.16 psi 0.53 OK +1.20D+0.50L 13.33 psi 0.00 psi 0.00 psi 0.00 psi 13.33 psi 82.16 psi 0.16 OK +1.20D 2.93 psi 0.00 psi 0.00 psi 0.00 psi 2.93 psi 82.16 psi 0.04 OK +1.20D+0.50L+1.60S 20.61 psi 0.00 psi 0.00 psi 0.00 psi 20.61 psi 82.16 psi 0.25 OK +1.20D+1.60S 10.33 psi 0.00 psi 0.00 psi 0.00 psi 10.33 psi 82.16 psi 0.13 OK +1.20D+0.50L+0.505 15.56psi 0.00psi 0.00 psi 0.00 psi 15.56psi 82.16 psi 0,19 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed:11 JUL 2019,10:18AM General Footin File=C:\Usersladmin\DOCUME-11ENERCA-2\18-012-Johnson-rev2.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lie f s KW-06009216 Licensee SCHO MER CONSULTING GROUP PLLC. Description: Deck Pedestal And Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+0.50L+0.70S 16.47 psi 0.00 psi 0.00 psi 0.00 psi 16.47 psi 82.16 psi 0.20 OK +0.90D 2.05 psi 0.00 psi 0.00 psi 0.00 psi 2.05 psi 82.16 psi 0.02 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 0.00 psi 164.32psi 0 OK +1,20D+1.60L 0.00 psi 164.32psi 0 OK +1.20D+1.60L+0.505 0.00 psi 164.32psi 0 OK +1.20D+0.50L 0.00 psi 164.32psi 0 OK +1.20D 0.00 psi 164.32psi 0 ' OK +1.20D+0.50L+1.60S 0.00 psi 164.32psi 0 OK +1.20D+1.60S 0.00 psi 164.32psi 0 OK +1.20D+0.50L+0.505 0.00 psi 164.32psi 0 OK +1.20D+0.50L+0.705 0.00 psi 164.32psi 0 OK +0.90D 0.00 psi 164.32psi 0 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:23AM General Footing File=C:\Usersladmin\DOCUME-1\ENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : P1, P2 Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settingf. Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than 0.0 ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2.75 ft Length parallel to Z-Z Axis = 2.75 ft Footing Thickness = 12 in • -, Pedestal dimensions... X x px : parallel to X-X Axis = 0.0 in "j pz : parallel to Z-Z Axis _ 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete... z, at Bottom of footing = 3.0 in ' . f m it W Reinforcing 2-'9- Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 4 I '-"�" 4-s1 Buie Bandwidth Distribution Check (ACI 15.4.4.2) 1 d Direction Requiring Closer Separation k �{�'-�� --'-r-=`•f.-_��.._,� __,��_� _�, __�,__ , n/a X X Sectlon Looking to iZ xa Sad.Look�c m•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 = 6.54 6.320 1 .670 7.450 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:23AM File=C:1Usersladmin1DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: P1,P2 Footing DESIGN SUMMARY I IP) viol li 0 A` -1 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9975 Soil Bearing 1.995 ksf 2.0 ksf +D+S 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 0.2257 Z Flexure(+X) 2.575 k-ft/ft 11.408 k-ft/ft +1.20D+0.50L+1.605 PASS 0,2257 Z Flexure(-X) 2.575 k-ft/ft 11.408 k-ft/ft +1.20D+0.50L+1.60S PASS 0.2257 X Flexure(+Z) 2.575 k-ft/ft 11.408 k-ft/ft +1.20D+0.50L+1.605 PASS 0.2257 X Flexure(-Z) 2.575 k-ft/ft 11.408 k-ft/ft +1.20D+0.50L+1.605 PASS 0.1942 1-way Shear(+X) 15.955 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.1942 1-way Shear(-X) 15.955 psi 82.158 psi +1,20D+0.50L+1.605 PASS 0.1942 1-way Shear(+Z) 15.955 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.1942 1-way Shear(-Z) 15.955 psi 82.158 psi +1.20D+0.50L+1.60S PASS 0.3567 2-way Punching 58.604 psi 164.317 psi +1.20D+0,50L+1.605 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 1.010 1.010 n/a n/a 0.505 X-X,+D+L 2.0 n/a 0.0 1.231 1.231 n/a n/a 0.616 X-X,+D+Lr 2.0 n/a 0.0 1.846 1.846 n/a n/a 0.923 X-X,+D+S 2.0 n/a 0.0 1.995 1.995 n/a n/a 0.998 X-X,+D+0.750Lr+0.750L 2.0 n/a 0.0 1.802 1.802 n/a n/a 0.901 X-X,+D+0.750L+0.7505 2.0 n/a 0.0 1.914 1.914 n/a n/a 0.957 X-X,+0.60D 2.0 n/a 0.0 0.6059 0.6059 n/a n/a 0.303 Z-Z,D Only 2.0 0.0 n/a n/a n/a 1.010 1.010 0.505 Z-Z,+D+L 2.0 0.0 n/a n/a n/a 1.231 1.231 0.616 Z-Z,+D+Lr 2,0 0.0 n/a n/a n/a 1.846 1.846 0.923 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 1.995 1.995 0.998 Z-Z,+D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.802 1,802 0.901 Z-Z,+D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.914 1.914 0.957 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.6059 0.6059 0.303 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in02 k-ft X-X,+1.40D 1.145 +Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.40D 1.145 -Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50Lr+1.60L 1.710 +Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50Lr+1.60L 1.710 -Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+1.60L+0.50S 1.781 +Z Bottom 0.2592 Min Temp% 0.2909 11,408 OK X-X,+1.20D+1.60L+0.50S 1.781 -Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+1.60Lr+0.50L 2.349 +Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+1.60Lr+0.50L 2.349 -Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1,20D+1.60Lr 2.245 +Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+1.60Lr 2.245 -Z Bottom 0.2592 Min Temp% 0.2909 11.408 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:23AM File=C:1Users\admin\DOCUME-11ENERCA-2\18-012-johnson-rev2.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: P1,P2 Footing Footing Flexure Mu Side ension As Req'd Gym.As Actual As Phi*Mn Status Flexure Axis&Load Combination k-ft urface in"2 in°2 in°2 k-ft X-X,+1.20D+0.50L+1.605 2.575 +Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50L+1.60S 2.575 -Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+1.60S 2.471 +Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+1.60S 2.471 -Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50Lr+0.50L 1.480 +Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50Lr+0.50L 1.480 -Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50L+0.50S 1.551 +Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50L+0.50S 1.551 -Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50L+0.70S 1.737 +Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+1.20D+0.50L+0.70S 1.737 -Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+0.90D 0.7358 +Z ottom 0.2592 Min Temp% 0.2909 11.408 OK X-X,+0.90D 0.7358 -Z ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.40D 1.145 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.40D 1.145 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50Lr+1.60L 1.710 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1,20D+0.50Lr+1.60L 1.710 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1.60L+0.505 1.781 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1.60L+0.50S 1.781 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1.60Lr+0.50L 2.349 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1.60Lr+0.50L 2,349 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1.60Lr 2.245 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1.60Lr 2.245 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50L+1.60S 2.575 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50L+1.60S 2.575 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1,20D+1.60S 2.471 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+1,60S 2.471 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50Lr+0.50L 1.480 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50Lr+0.50L 1.480 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50L+0.50S 1.551 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50L+0.505 1.551 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50L+0.705 1.737 -X ottom 0.2592 Min Temp% 0.2909 11.408 OK Z-Z,+1.20D+0.50L+0.70S 1.737 +X ottom 0,2592 Min Temp% 0.2909 11.408 OK Z-Z,+0.90D 0.7358 -X ottom 0.2592 Min Temp% 0.2909 11,408 OK Z-Z,+0.90D 0.7358 +X ottom 0.2592 Min Temp% 0.2909 11.408 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 7.09 psi 7.09 psi 7.09 psi 7.09 psi 7.09 psi 82.16 psi 0.09 OK +1.20D+0.50Lr+1.60L 10.59 psi 10.59 psi 10.59 psi 10.59 psi 10.59 psi 82.16 psi 0.13 OK +1.20D+1.60L+0.50S 11.03 psi 11.03 psi 11.03 psi 11.03 psi 11.03 psi 82.16 psi 0,13 OK +1.20D+1.60Lr+0.50L 14.56 psi 14.56 psi 14.56 psi 14.56 psi 14.56 psi 82.16 psi 0.18 OK +1.20D+1.60Lr 13.91 psi 13.91 psi 13,91 psi 13,91 psi 13.91 psi 82.16 psi 0.17 OK +1.20D+0.50L+1.60S 15.96 psi 15.96 psi 15.96 psi 15.96 psi 15.96 psi 82.16 psi 0.19 OK +1.20D+1.60S 15.31 psi 15.31 psi 15.31 psi 15.31 psi 15.31 psi 82.16 psi 0.19 OK +1.20D+0.50Lr+0.50L 9.17 psi 9.17 psi 9.17 psi 9.17 psi 9.17 psi 82.16 psi 0.11 OK +1.20D+0.50L+0.505 9,61 psi 9.61 psi 9.61 psi 9.61 psi 9.61 psi 82.16 psi 0.12 OK +1.20D+0.50L+0.70S 10.76 psi 10.76 psi 10.76 psi 10.76 psi 10.76 psi 82.16 psi 0.13 OK +0.90D 4.56 psi 4.56 psi 4.56 psi 4.56 psi 4.56 psi 82,16 psi 0.06 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 26.04 psi 164.32 psi 0.1585 OK +1.20D+0.50Lr+1.60L 38.91 psi 164.32psi 0.2368 OK +1.20D+1.60L+0.50S 40.52 psi 164.32 psi 0.2466 OK +1.20D+1.60Lr+0.50L 53.46 psi 164.32psi 0.3254 OK +1.20D+1.60Lr 51.09 psi 164.32psi 0.3109 OK +1.20D+0.50L+1.60S 58.60 psi 164.32psi 0.3567 OK +1.20D+1.60S 56.23 psi 164.32psi 0.3422 OK +1.20D+0.50Lr+0.50L 33.69 psi 164,32psi 0,205 OK +1.20D+0,50L+0.50S 35.29 psi 164.32psi 0.2148 OK +1.20D+0.50L+0.70S 39.53 psi 164.32psi 0.2406 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:23AM General FootingFile=C:1Users\admin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# • KW-06009216 Licensee: SCHEMMER CONSULTING GROUP PLLC Description : P1, P2 Footing Two-Way"Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +0.90D 16.74 psi 164.32psi 0.1019 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:26AM General Footing File=C:1Usersladmin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# • KW-060092.16 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F2 Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 qp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting; Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure :• No when max. length or width is greater than 0.0 ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2 ft Length parallel to Z-Z Axis = 2 ft Footing Thickness = 12 in Pedestal dimensions... X x px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis _ 0.0 in iv Height 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in O a m Reinforcing ra. Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 4 - Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing Bar Size = # 4 3-#4Bars 3-I4Bars Bandwidth Distribution Check (ACI 15.4.4.2) _ ti Direction Requiring Closer Separation W-..1 .., .,.: s m 4-• n,- ,__ ,.i,?mir���}5 :I _=..::r.-,,i t-�, =.amt4:: ;:4 -4 ivek . j:; n/a X-X Section Looking to+Z Z-Z Sectlon looking to+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 = 1.87 1.840 3.130 2.090 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:26AM General Footing File=C:\U 1 sers1adminDOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F2 Footing DESIGN SUMMARY f i�'r=� I++ �'�1° Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7955 Soil Bearing 1.591 ksf 2.0 ksf +D+0.750L+0.7505 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 0.08824 Z Flexure(+X) 1.037 k-ft/ft 11.753 k-ft/ft +1.20D+1.60L+0.505 PASS 0.08824 Z Flexure(-X) 1.037 k-ft/ft 11.753 k-ft/ft +1.20D+1.60L+0.505 PASS 0.08824 X Flexure(+Z) 1.037 k-ft/ft 11.753 k-ft/ft +1.20D+1.60L+0.50S PASS 0.08824 X Flexure(-Z) 1.037 k-ft/ft 11.753 k-ft/ft +1.20D+1.60L+0.505 PASS 0.05610 1-way Shear(+X) 4.609 psi 82.158 psi +1.20D+1.60L+0.505 PASS 0.05610 1-way Shear(-X) 4.609 psi 82.158 psi +1.20D+1.60L+0.505 PASS 0.05610 1-way Shear(+Z) 4.609 psi 82.158 psi +1.20D+1,60L+0.505 PASS 0.05610 1-way Shear(-Z) 4.609 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1333 2-way Punching 21.910 psi 164.317 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0,6125 0.6125 n/a n/a 0.306 X-X,+D+L 2.0 n/a 0.0 1.395 1.395 n/a n/a 0.698 X-X,+D+Lr 2.0 n/a 0.0 1.073 1.073 n/a n/a 0.537 X-X,+D+S 2.0 n/a 0.0 1.135 1.135 n/a n/a 0.568 X-X,+D+0.750Lr+0.750L 2.0 n/a 0.0 1.544 1.544 n/a n/a 0.772 X-X,+D+0.750L+0.750S 2.0 n/a 0.0 1,591 1.591 n/a n/a 0.796 X-X,+0.60D 2.0 n/a 0.0 0.3675 0.3675 n/a n/a 0.184 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.6125 0.6125 0.306 Z-Z,+D+L 2.0 0.0 n/a n/a n/a 1.395 1.395 0.698 Z-Z,+D+Lr 2.0 0.0 n/a n/a n/a 1.073 1.073 0.537 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 1.135 1,135 0.568 Z-Z,+D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.544 1.544 0.772 Z-Z,+D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.591 1.591 0.796 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.3675 0.3675 0.184 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D 0.3273 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.40D 0.3273 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50Lr+1.60L 1.022 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50Lr+1.60L 1.022 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60L+0.505 1.037 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60L+0.505 1.037 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60Lr+0.50L 0.8441 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60Lr+0.50L 0.8441 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60Lr 0.6485 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60Lr 0.6485 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:26AM File=C:\Users\admin1DOCUME-11ENERCA-2\18-012-johnson-rev2.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F2 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inn2 in"2 in^2 k-ft X-X,+1,20D+0.50L+1.60S 0.8941 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50L+1.60S 0.8941 -Z Bottom 0.2592 Min Temp% 0,30 11,753 OK X-X,+1.20D+1,60S 0.6985 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60S 0.6985 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50Lr+0.50L 0.5911 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1,20D+0.50Lr+0.50L 0.5911 -Z Bottom 0,2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50L+0.505 0.6068 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50L+0.50S 0.6068 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50L+0.70S 0.6590 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50L+0.70S 0.6590 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+0.90D 0.2104 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+0.90D 0.2104 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.40D 0.3273 -X Bottom 0.2592 Min Temp% 0.30 11,753 OK Z-Z,+1.40D 0.3273 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50Lr+1.60L 1.022 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50Lr+1.60L 1.022 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60L+0.505 1.037 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60L+0.50S 1.037 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60Lr+0.50L 0.8441 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60Lr+0.50L 0.8441 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60Lr 0.6485 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60Lr 0.6485 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50L+1.605 0.8941 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50L+1.60S 0.8941 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60S 0.6985 -X Bottom 0.2592 Min Temp% 0.30 11,753 OK Z-Z,+1.20D+1.605 0.6985 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50Lr+0.50L 0.5911 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50Lr+0.50L 0.5911 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50L+0.50S 0.6068 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50L+0.505 0.6068 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50L+0.705 0.6590 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50L+0.705 0.6590 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+0.90D 0.2104 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+0.90D 0.2104 +X Bottom 0,2592 Min Temp% 0.30 11.753 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 1.45 psi 1.45 psi 1.45 psi 1.45 psi 1.45 psi 82.16 psi 0.02 OK +1.20D+0.50Lr+1,60L 4.54 psi 4.54 psi 4.54 psi 4.54 psi 4.54 psi 82.16 psi 0.06 OK +1.20D+1.60L+0.50S 4.61 psi 4.61 psi 4.61 psi 4.61 psi 4.61 psi 82.16 psi 0.06 OK +1.20D+1.60Lr+0.50L 3.75 psi 3.75 psi 3.75 psi 3.75 psi 3.75 psi 82.16 psi 0.05 OK +1.20D+1.60Lr 2,88 psi 2.88 psi 2.88 psi 2.88 psi 2.88 psi 82.16 psi 0.04 OK +1.20D+0.50L+1.60S 3.97 psi 3.97 psi 3.97 psi 3.97 psi 3.97 psi 82.16 psi 0.05 OK +1.20D+1.605 3.10 Psi 3.10 psi 3.10 psi 3.10 psi 3.10 psi 82.16 psi 0.04 OK +1.20D+0.50Lr+0,50L 2.63 psi 2,63 psi 2.63 psi 2,63 psi 2.63 psi 82.16 psi 0.03 OK +1,20D+0.50L+0.505 2.70 psi 2.70 psi 2.70 psi 2.70 psi 2.70 psi 82.16 psi 0.03 OK +1.20D+0.50L+0.70S 2.93 psi 2.93 psi 2.93 psi 2.93 psi 2.93 psi 82.16 psi 0.04 OK +0.90D 0.94 psi 0.94 psi 0.94 psi 0.94 psi 0.94 psi 82.16 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 6.91 psi 164.32 psi 0.04207 OK +1.20D+0.50Lr+1,60L 21.58 psi 164.32psi 0.1313 OK +1.20D+1.60L+0.505 21.91 psi 164.32psi 0.1333 OK +1.20D+1.60Lr+0.50L 17.83 psi 164.32psi 0,1085 OK +1.20D+1.60Lr 13.70 psi 164.32psi 0.08338 OK +1.20D+0.50L+1.60S 18.89 psi 164.32psi 0.115 OK +1.20D+1.60S 14.76 psi 164.32psi 0.08981 OK +1.20D+0.50Lr+0.50L 12.49 psi 164.32psi 0.076 OK +1.20D+0.50L+0.50S 12.82 psi 164.32psi 0.07801 OK +1.20D+0.50L+0.70S 13.92 psi 164.32psi 0.08473 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 8:26AM General Footing File=C:1Users\admin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 , Lic. # : KW-06009216 Licensee : SCHEMMER.CONSULTING GROUP PLLC. Description : F2 Footing Two-Way"Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +0.90D 4.44 psi 164.32psi 0.02705 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jtschemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 12:10PM General Footing File=C:1Usersladmin\DOCUME-1IENERCA"-2118-012-Johnson-rev2.ec6 . g Software copyright ENERCALC, INC.1983-2018,Build:10.18.12.30 . Lic. # • KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : F3 Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 cp 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 foot 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 Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg 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 = 3.750 ft Length parallel to Z-Z Axis = 3.750 ft Footing Thickness = 12.0 in Pedestal dimensions... x - x px : parallel to X-X Axis = in "I pz : parallel to Z-Z Axis _ in Height in Rebar Centerline to Edge of Concrete... b at Bottom of footing = 3.0 in l o W Reinforcing 39' Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _ Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) ki p;y�.t--�r!=-��.r..-4+r.>:s-=,.r; -•.x�:w.c- ..•-.,.:�,s.,;..t�ai_;. tsar.I:TTt�l:t.r..l:arid._.Ji..=r,11=i_nr..i:.:1Eiy...i-<c.tJr... FY T-:.itTsrn'r' Direction Requiring Closer Separation x-x&dell LOOSZI10042 Z2� b.X n/a # 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 = 10.260 10.680 1.41 14.130 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:10PM General Footing File=C:\Usersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F3 Footing join _7�` DESIGN SUMMARY r It*�� ' Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9395 Soil Bearing 1.879 ksf 2.0 ksf +D+S 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 0.3449 Z Flexure(+X) 4.453 k-ft/ft 12.910 k-ft/ft +1.20D+0.50L+1.60S PASS 0.3449 Z Flexure(-X) 4.453 k-ft/ft 12.910 k-ft/ft +1.20D+0.50L+1.605 PASS 0.3449 X Flexure(+Z) 4.453 k-ft/ft 12.910 k-ft/ft +1.20D+0.50L+1.605 PASS 0.3449 X Flexure(-Z) 4.453 k-ft/ft 12.910 k-ft/ft +1.20D+0.50L+1.605 PASS 0.3212 1-way Shear(+X) 26.389 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.3212 1-way Shear(-X) 26.389 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.3212 1-way Shear(+Z) 26.389 psi 82.158 psi +1.20D+0.50L+1.60S PASS 0,3212 1-way Shear(-Z) 26.389 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.6424 2-way Punching 105.556 psi 164.317 psi +1.20D+0.50L+1.605 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.8746 0.8746 n/a n/a 0.437 X-X,+D+L 2.0 n/a 0.0 0.9749 0.9749 n/a n/a 0.488 X-X,+D+Lr 2.0 n/a 0.0 1.634 1.634 n/a n/a 0.817 X-X,+D+S 2.0 n/a 0.0 1.879 1.879 n/a n/a 0.940 X-X,+D+0.750Lr+0.750L 2.0 n/a 0.0 1.519 1.519 n/a n/a 0.760 X-X,+D+0.750L+0.750S 2.0 n/a 0.0 1.703 1.703 n/a n/a 0.852 X-X,+0.60D 2.0 n/a 0.0 0.5248 0.5248 n/a n/a 0,262 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.8746 0.8746 0.437 Z-Z,+D+L 2.0 0.0 n/a n/a n/a 0.9749 0.9749 0.488 Z-Z,+D+Lr 2.0 0.0 n/a n/a n/a 1.634 1.634 0.817 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 1.879 1.879 0.940 Z-Z,+D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 1.519 1.519 0.760 Z-Z,+D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1,703 1.703 0.852 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.5248 0.5248 0.262 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 1.796 +Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.40D 1.796 -Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50Lr+1,60L 2.489 +Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50Lr+1.60L 2.489 -Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60L+0.505 2.704 +Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60L+0.505 2.704 -Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60Lr+0.50L 3.763 +Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60Lr+0.50L 3.763 -Z Bottom 0,2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60Lr 3.675 +Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60Lr 3.675 -Z Bottom 0.2592 Min Temp% 0.3307 12.910 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12 10PM General Footing File=C:\Users\admin\DOCUME-1\ENERCA-2118-012-johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F3 Footing Footing Flexure Flexure Axis&Load Combination Mu Side ension As Req'd Gym.As Actual As Phi*Mn Status k-ft urface in^2 in^2 in"2 k-ft X-X,+1.20D+0.50L+1.605 4.453 +Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50L+1.60S 4.453 -Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60S 4.365 +Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+1.60S 4.365 -Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50Lr+0.50L 2.295 +Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50Lr+0.50L 2.295 -Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50L+0.50S 2.510 +Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50L+0.505 2.510 -Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0.50L+0.70S 2.864 +Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+1.20D+0,50L+0.70S 2.864 -Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+0.90D 1.154 +Z ottom 0.2592 Min Temp% 0.3307 12.910 OK X-X,+0.90D 1.154 -Z ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.40D 1.796 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.40D 1.796 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50Lr+1.60L 2.489 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50Lr+1.60L 2.489 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60L+0.50S 2.704 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60L+0.50S 2.704 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60Lr+0.50L 3.763 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60Lr+0.50L 3.763 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60Lr 3.675 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60Lr 3.675 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50L+1.60S 4.453 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50L+1.60S 4,453 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.60S 4.365 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+1.605 4.365 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50Lr+0.50L 2.295 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50Lr+0.50L 2.295 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50L+0.50S 2.510 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50L+0.503 2.510 +X ottom 0.2592 Min Temp% 0.3307 12,910 OK Z-Z,+1.20D+0.50L+0.70S 2.864 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+1.20D+0.50L+0.70S 2.864 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z,+0.90D 1.154 -X ottom 0.2592 Min Temp% 0.3307 12.910 OK Z-Z.+0.90D 1.154 +X ottom 0.2592 Min Temp% 0.3307 12.910 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 10.64 psi 10.64 psi 10.64 psi 10.64 psi 10.64 psi 82.16 psi 0.13 OK +1.20D+0.50Lr+1.60L 14.75 psi 14.75 psi 14.75 psi 14.75 psi 14.75 psi 82.16 psi 0.18 OK +1.20D+1.60L+0.505 16.02 psi 16.02 psi 16.02 psi 16.02 psi 16.02 psi 82.16 psi 0.20 OK +1.20D+1.60Lr+0.50L 22.30 psi 22.30 psi 22.30 psi 22.30 psi 22.30 psi 82.16 psi 0.27 OK +1.20D+1.60Lr 21.78 psi 21.78 psi 21.78 psi 21.78 psi 21.78 psi 82.16 psi 0.27 OK +1.20D+0.50L+1.60S 26.39 Psi 26.39 psi 26.39 psi 26.39 psi 26.39 psi 82.16 psi 0.32 OK +1.20D+1.605 25.87 psi 25,87 psi 25.87 psi 25.87 psi 25.87 psi 82.16 psi 0.31 OK +1.20D+0.50Lr+0.50L 13.60 psi 13.60 psi 13.60 psi 13.60 psi 13.60 psi 82.16 psi 0.17 OK +1.20D+0.50L+0.505 14.88 psi 14.88 psi 14.88 psi 14.88 psi 14.88 psi 82.16 psi 0.18 OK +1.20D+0.50L+0.70S 16.97 psi 16.97 psi 16.97 psi 16.97 psi 16.97 psi 82.16 psi 0.21 OK +0.90D 6.84 psi 6.84 psi 6.84 psi 6.84 psi 6.84 psi 82.16 psi 0.08 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 42.56 psi 164.32psi 0.259 OK +1.20D+0.50Lr+1.60L 58.99 psi 164.32psi 0.359 OK +1.20D+1.60L+0.50S 64.10 psi 164.32psi 0.3901 OK +1.20D+1,60Lr+0.50L 89.20 psi 164.32psi 0.5429 OK +1.20D+1.60Lr 87,11 psi 164.32psi 0.5301 OK +1.20D+0.50L+1.60S 105.56 psi 164.32psi 0.6424 OK +1.20D+1.60S 103.47 psi 164.32psi 0.6297 OK +1.20D+0.50Lr+0.50L 54.39 psi 164.32psi 0.331 OK +1.20D+0.50L+0.505 59.50 psi 164.32psi 0.3621 OK +1.20D+0.50L+0.70S 67.88 psi 164.32psi 0.4131 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 12:10PM General FootingFile=C:1Users\adminlDOCUME-11ENERCA-2118-012-johnson-rev2,ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F3 Footing Two-Way"Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +0.90D 27.36 psi 164.32psi 0.1665 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293,9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 12:17PM General Footing File=C:IUsersladmin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# :KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F4 Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting: Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1 .0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than 0.0 ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2.25 ft Z Length parallel to Z-Z Axis = 2.25 ft Footing Thickness = 12 in Pedestal dimensions... x x px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis _ 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete... 1 at Bottom of footing = 3.0 in 0 W Reinforcing zt,- Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 3_040•1 Reinforcing Bar Size = # 4 3-#4Bars Bandwidth Distribution Check (ACI 15.4.4.2) q 61 Direction Requiring Closer Separation --.__,_._-.�,1 i , ... n/a X-X Section Looking to+Z # 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 = 3.9 4.150 0.0 5.420 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:17PM Fie=C:1Usersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F4 Footing DESIGN SUMMARY E _ Irt s +l- t 51k: Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9930 Soil Bearing 1.986 ksf 2.0 ksf +D+S 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 0.1592 Z Flexure(+X) 1.669 k-ft/ft 10,486 k-ft/ft +1.20D+1.605 PASS 0.1592 Z Flexure(-X) 1.669 k-ft/ft 10.486 k-ft/ft +1.20D+1.605 PASS 0.1592 X Flexure(+Z) 1.669 k-ft/ft 10.486 k-ft/ft +1.20D+1.605 PASS 0.1592 X Flexure(-Z) 1.669 k-ft/ft 10.486 k-ft/ft +1.20D+1.60S PASS 0.1137 1-way Shear(+X) 9.341 psi 82.158 psi +1.20D+1.605 PASS 0.1137 1-way Shear(-X) 9.341 psi 82.158 psi +1.20D+1.605 PASS 0.1137 1-way Shear(+Z) 9.341 psi 82.158 psi +1.20D+1.605 PASS 0.1137 1-way Shear(-Z) 9.341 psi 82.158 psi +1.20D+1.605 PASS 0.2218 2-way Punching 36.446 psi 164.317 psi +1.20D+1.605 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.9154 0.9154 n/a n/a 0.458 X-X,+D+Lr 2.0 n/a 0.0 1.735 1.735 n/a n/a 0.868 X-X,+D+S 2.0 n/a 0.0 1.986 1.986 n/a n/a 0.993 X-X,+D+0.750Lr 2.0 n/a 0.0 1.530 1.530 n/a n/a 0.765 X-X,+D+0.750S 2.0 n/a 0.0 1.718 1.718 n/a n/a 0.859 X-X,+0.60D 2.0 n/a 0.0 0.5492 0.5492 n/a n/a 0.275 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.9154 0.9154 0.458 Z-Z,+D+Lr 2.0 0.0 n/a n/a n/a 1.735 1.735 0.868 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 1.986 1.986 0.993 Z-Z,+D+0.750Lr 2.0 0.0 n/a n/a n/a 1.530 1.530 0.765 Z-Z,+D+0.7505 2.0 0.0 n/a n/a n/a 1.718 1.718 0.859 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.5492 0.5492 0.275 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status Flexure Axis&Load Combination k-ft Surface in"2 inA2 in°2 k-ft X-X,+1.40D 0.6825 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.40D 0.6825 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.50Lr 0.8444 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.50Lr 0.8444 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.505 0.9238 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.50S 0.9238 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+1.60Lr 1.415 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+1.60Lr 1.415 -Z Bottom 0.2592 Min Temp% 0.2667 10,486 OK X-X,+1.20D+1.605 1.669 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+1.605 1.669 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.705 1.059 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.705 1.059 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:17PM File=C:IUsers1admin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F4 Footing Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status Flexure Axis&Load Combination k-ft Surface in°2 in°2 in°2 k-ft X-X,+0.90D 0.4388 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+0.90D 0.4388 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.40D 0.6825 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.40D 0.6825 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.50Lr 0.8444 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.50Lr 0.8444 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.50S 0.9238 -X Bottom 0.2592 Min Temp% 0,2667 10.486 OK Z-Z,+1.20D+0.50S 0.9238 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60Lr 1.415 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60Lr 1.415 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60S 1.669 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60S 1.669 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.70S 1.059 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.70S 1.059 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+0.90D 0.4388 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+0.90D 0.4388 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 3.82 psi 3.82 psi 3.82 psi 3.82 psi 3.82 psi 82.16 psi 0.05 OK +1.20D+0.50Lr 4.73 psi 4.73 psi 4.73 psi 4,73 psi 4.73 psi 82.16 psi 0.06 OK +1.20D+0.505 5.17 psi 5.17 psi 5.17 psi 5.17 psi 5.17 psi 82.16 psi 0.06 OK +1.20D+1.60Lr 7.92 psi 7.92 psi 7.92 psi 7,92 psi 7.92 psi 82.16 psi 0.10 OK +1.20D+1.605 9.34 psi 9.34 psi 9.34 psi 9.34 psi 9.34 psi 82.16 psi 0.11 OK +1.20D+0.705 5.93 psi 5.93 psi 5.93 psi 5.93 psi 5.93 psi 82.16 psi 0.07 OK +0.90D 2.46 psi 2.46 psi 2.46 psi 2.46 psi 2.46 psi 82.16 psi 0.03 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 14.90 psi 164.32psi 0.0907 OK +1.20D+0.50Lr 18.44 psi 164.32psi 0.1122 OK +1.20D+0.50S 20.17 psi 164.32psi 0.1228 OK +1.20D+1.60Lr 30.90 psi 164.32psi 0.188 OK +1.20D+1.60S 36.45 psi 164.32psi 0.2218 OK +1.20D+0.70S 23.13 psi 164.32psi 0.1408 OK +0.90D 9.58 psi 164.32psi 0.05831 OK 4"SLAB— (OR FLOOR 714 8"f FRAMING) • 217 3 a � �#5 REBAR @ 18"O.C. ---1 HORIZ.&VERT. (24"LAP) 11'—6 10'-1$" 1 --FILTER FABRIC &DRAIN ROCK 4"S LA a (OR FLOOR FRAMING) `,, — --z- \� \ 3' \ \ #5 @ 18"O.0 a . ° • \\ 16" (3)#5 CONT.(TYP) ' / EQ �' E Q / 4 0 PERF / 4'-3" / DRAIN LINE 111-6" PINNED WALL 8 8' UNBALANCED BACKFILL 2 " = 1'-0" Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 12:28PM Concrete Beam File=C:1Users\admin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. #: KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Wall Stem CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties fc 1r2 3.0 ksi 4) Phi Values Flexure : 0.90 fr= fc *7.50 = 410.792 psi Shear : 0.750 w Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1 .0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi E -Stirrups = 29,000.0 ksi fy- Main Rebar = 60.0 ksi Stirrup Bar Size# 3 E- Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 • D(2.127,0) R b b b b v X ea A 11.820 ft c' I wx1 - n 'I Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 18.0 in Span#1 Reinforcing.... 1-#5 at 9.0 in from Bottom, from 0.0 to 11.820 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D= 2.127->0.0 k/ft, Extent= 0.0 -->> 11.820 ft, Trib Width = 1.0 ft DESIGN SUMMARY [_ tai-fiii-i(p's& Maximum Bending Stress Ratio = 0.297 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360.CI Mu : Applied 3.545 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Mn * Phi : Allowable 11.919 k-ft Max Downward Total Deflection 0.005 in Ratio= 27044>=180.', Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Location of maximum on span 5.899 ft Span# where maximum occurs Span# 1 Vertical Reactions Support notation : Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 0.857 0.857 Overall MiNimum 0.514 0.514 +D+H 0.857 0.857 +D+L+H 0.857 0.857 +D+Lr+H 0.857 0.857 +D+S+H 0.857 0.857 +D+0.750Lr+0.750L+H 0.857 0.857 +D+0.750L+0.7505+H 0.857 0.857 +D+0.60W+H 0.857 0.857 +D+0.70E+H 0.857 0.857 +D+0.750Lr+0.750L+0.450W+H 0.857 0.857 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:\Usersladmin\DOCUME-11ENERCA-2\18-012-Johnson-rev2.ec6. Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.450W+H 0.857 0.857 +D+0.750L+0.750S+0.5250E+H 0.857 0.857 +0.60D+0.60W+0.60H 0.514 0.514 +0.60D+0.70E+0.60H 0.514 0.514 D Only 0.857 0.857 Lr Only L Only S Only W Only E Only H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 0.00 9.00 1.20 1.20 0.00 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.02 9.00 1.20 1.20 0.03 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.04 9.00 1.19 1.19 0.05 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.06 9.00 1.19 1.19 0.08 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.09 9.00 1.18 1.18 0.10 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.11 9.00 1.18 1.18 0.13 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.13 9.00 1.17 1.17 0.15 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.15 9.00 1.17 1.17 0.18 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.17 9.00 1.16 1.16 0.20 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.19 9.00 1.16 1.16 0.23 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.22 9.00 1.16 1.16 0.25 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.24 9.00 1.15 1.15 0.28 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.26 9.00 1.15 1.15 0.30 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.28 9.00 1.14 1.14 0.33 1.00 6.20 Vu<PhiVcl2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.30 9.00 1.14 1.14 0.35 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.32 9.00 1.13 1.13 0.38 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.34 9.00 1.13 1.13 0.40 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.37 9.00 1.13 1.13 0.43 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.39 9.00 1.12 1.12 0.45 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.41 9.00 1.12 1.12 0.47 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.43 9.00 1.11 1.11 0.50 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.45 9.00 1.11 1.11 0.52 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.47 9.00 1.10 1.10 0.55 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.50 9.00 1.10 1.10 0.57 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.52 9.00 1.09 1.09 0.59 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.54 9.00 1.09 1.09 0.62 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.56 9.00 1.09 1.09 0.64 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.58 9.00 1.08 1.08 0.66 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.60 9.00 1.08 1.08 0.69 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.62 9.00 1.07 1.07 0.71 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.65 9.00 1.07 1.07 0.73 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.67 9.00 1.06 1.06 0.76 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.69 9.00 1.06 1.06 0.78 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.71 9.00 1.06 1.06 0.80 0.99 6.19 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.73 9.00 1.05 1.05 0.82 0.96 6.18 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.75 9.00 1.05 1.05 0.85 0.93 6.16 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 0.78 9.00 1.04 1.04 0.87 0.90 6.14 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 0.80 9.00 1.04 1.04 0.89 0.87 6.13 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 0.82 9.00 1.03 1.03 0.91 0.85 6.11 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 0.84 9.00 1.03 1.03 0.94 0.82 6.10 Vu<PhiVcl2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 0.86 9.00 1.02 1.02 0.96 0.80 6.09 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@sogeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:1Usera admin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi"VS Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 0.88 9.00 1.02 1.02 0.98 0.78 6.07 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 0.90 9.00 1.02 1.02 1.00 0.76 6.06 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 0.93 9.00 1.01 1.01 1.02 0.74 6.05 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.601-1 1 0.95 9.00 1.01 1.01 1.05 0.72 6.04 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 0.97 9.00 1.00 1.00 1.07 0.70 6.03 Vu<PhiVcl2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 0.99 9.00 1.00 1.00 1.09 0.69 6.02 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.01 9.00 0.99 0.99 1.11 0.67 6.01 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.03 9.00 0.99 0.99 1.13 0.66 6.00 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.05 9.00 0.99 0.99 1.15 0.64 5.99 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.08 9.00 0.98 0.98 1.17 0.63 5.98 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.10 9.00 0.98 0.98 1.19 0.61 5.98 Vu<PhiVcl2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.12 9.00 0.97 0.97 1.22 0.60 5.97 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.14 9.00 0.97 0.97 1.24 0.59 5.96 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.16 9.00 0.96 0.96 1.26 0.57 5.95 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 1.18 9.00 0.96 0.96 1.28 0.56 5.95 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.21 9.00 0.95 0.95 1.30 0.55 5.94 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.23 9.00 0.95 0.95 1.32 0.54 5.93 Vu<PhiVc12 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.25 9.00 0.95 0.95 1.34 0.53 5.93 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.601-1 1 1.27 9.00 0.94 0.94 1.36' 0.52 5.92 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.29 9.00 0.94 0.94 1.38 0.51 5.92 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.31 9.00 0.93 0.93 1.40 0.50 5.91 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.33 9.00 0.93 0.93 1.42 0.49 5.90 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.36 9.00 0.92 0.92 1.44 0.48 5.90 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.38 9.00 0.92 0.92 1.46 0.47 5.89 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.40 9.00 0.92 0.92 1.48 0.46 5.89 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.42 9.00 0.91 0.91 1.50 0.46 5.88 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.44 9.00 0.91 0.91 1.52 0.45 5.88 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.46 9.00 0.90 0.90 1.54 0.44 5.88 Vu<PhiVcl2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.49 9.00 0.90 0.90 1.56 0.43 5.87 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.51 9.00 0.89 0.89 1.58 0.42 5.87 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.53 9.00 0.89 0.89 1.60 0.42 5.86 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.55 9.00 0.89 0.89 1.62 0.41 5.86 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.57 9.00 0.88 0.88 1.63 0.40 5.85 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 1.59 9.00 0.88 0.88 1.65 0.40 5.85 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.601-1 1 1.61 9.00 0.87 0.87 1.67 0.39 5.85 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.64 9.00 0.87 0.87 1.69 0.38 5.84 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.66 9.00 0.86 0.86 1.71 0.38 5.84 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.68 9.00 0.86 0.86 1.73 0.37 5.84 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.70 9.00 0.85 0.85 1.75 0.37 5.83 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.72 9.00 0.85 0.85 1.77 0.36 5.83 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.74 , 9.00 0.85 0.85 1.78 0.36 5.83 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.77 9.00 0.84 0.84 1.80 0.35 5.82 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.79 9.00 0.84 0.84 1.82 0.34 5.82 Vu<PhiVcI2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.81 9.00 0.83 0.83 1.84 0.34 5.82 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.83 9.00 0.83 0.83 1.86 0.33 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.85 9.00 0.82 0.82 1.87 0.33 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.87 9.00 0.82 0.82 1.89 0.33 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.89 9.00 0.82 0.82 1.91 0.32 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.92 9.00 0.81 0.81 1.93 0.32 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.94 9.00 0.81 0.81 1.94 0.31 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.96 9.00 0.80 0.80 1.96 0.31 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 1.98 9.00 0.80 0.80 1.98 0.30 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.00 9.00 0.79 0.79 2.00 0.30 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.02 9.00 0.79 0.79 2.01 0.29 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:WsersladminlDOCUME-11ENERCA-2118-012-johnson-rev2.ec6. Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 2.05 9.00 0.78 0.78 2.03 0.29 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.07 9.00 0.78 0.78 2.05 0.29 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.09 9.00 0.78 0.78 2.06 0.28 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.11 9.00 0.77 0.77 2.08 0.28 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.13 9.00 0.77 0.77 2.10 0.27 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.15 9.00 0.76 0.76 2.11 0.27 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.17 9.00 0.76 0.76 2.13 0.27 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.20 9.00 0.75 0.75 2.15 0.26 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.22 9.00 0.75 0.75 2.16 0.26 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.24 9.00 0.75 0.75 2.18 0.26 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.601-I 1 2.26 9.00 0.74 0.74 2.19 0.25 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.28 9.00 0.74 0.74 2.21 0.25 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.30 9.00 0.73 0.73 2.23 0.25 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.33 9.00 0.73 0.73 2.24 0.24 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.35 9.00 0.72 0.72 2.26 0.24 5.76 Vu<PhiVcl2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.37 9.00 0.72 0.72 2.27 0.24 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.39 9.00 0.71 0.71 2.29 0.23 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.41 9.00 0.71 0.71 2.30 0.23 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.43 9.00 0.71 0.71 2.32 0.23 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.45 9.00 0.70 0.70 2.33 0.23 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 2.48 9.00 0.70 0.70 2.35 0.22 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.50 9.00 0.69 0.69 2.36 0.22 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.52 9.00 0.69 0.69 2.38 0.22 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.54 9.00 0.68 0.68 2.39 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.56 9.00 0.68 0.68 2.41 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.58 9.00 0.68 0.68 2.42 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.61 9.00 0.67 0.67 2.44 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.63 9.00 0.67 0.67 2.45 0.20 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.65 9.00 0.66 0.66 2.47 0.20 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.67 9.00 0,66 0.66 2.48 0.20 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.69 9.00 0.65 0.65 2.49 0.20 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.71 9.00 0.65 0.65 2.51 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.73 9.00 0.64 0.64 2.52 0.19 5.73 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.76 9.00 0.64 0.64 2.54 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.78 9.00 0.64 0.64 2.55 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.80 9.00 0.63 0.63 2.56 0.18 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.82 9.00 0.63 0.63 2.58 0.18 5.73 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.84 9.00 0.62 0.62 2.59 0.18 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.86 9.00 0.62 0.62 2.60 0.18 5.72 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.89 9.00 0.61 0.61 2.62 0.18 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.91 9.00 0.61 0.61 2.63 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.93 9.00 0.61 0.61 2.64 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.95 9.00 0.60 0.60 2.66 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.97 9.00 0.60 0.60 2.67 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 2.99 9.00 0.59 0.59 2.68 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.01 9.00 0.59 0.59 2.69 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.04 9.00 0.58 0.58 2.71 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.06 9.00 0.58 0.58 2.72 0.16 5.71 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.08 9.00 0.57 0.57 2.73 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.10 9.00 0.57 0.57 2.74 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.12 9.00 0.57 0.57 2.76 0.15 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.14 9.00 0.56 0.56 2.77 0.15 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.16 9.00 0.56 0.56 2.78 0.15 5.71 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.19 9.00 0.55 0.55 2.79 0.15 5.71 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM Concrete Beam File=C:\UsersladminlDOCUME-11ENERCA-2\18-012-Johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lie.#:KW-06009216 License!:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 3.21 9.00 0.55 0.55 2.80 0.15 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.23 9.00 0.54 0.54 2.82 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.400+1.60H 1 3.25 9.00 0.54 0.54 2.83 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.27 9.00 0.54 0.54 2.84 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.29 9.00 0.53 0.53 2.85 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.32 9.00 0.53 0.53 2.86 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.34 9.00 0.52 0.52 2.87 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.36 9.00 0.52 0.52 2.88 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.38 9.00 0.51 0.51 2.90 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.40 9.00 0.51 0.51 2.91 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.42 9.00 0.50 0.50 2.92 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0,0 +1.40D+1.60H 1 3.44 9.00 0.50 0.50 2.93 0.13 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.47 9.00 0.50 0.50 2.94 0.13 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.49 9.00 0.49 0.49 2.95 0.13 5.69 Vu<PhiVc12 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.51 9.00 0.49 0.49 2.96 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.53 9.00 0.48 0.48 2.97 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.55 9.00 0.48 0.48 2.98 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.57 9.00 0.47 0.47 2.99 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.601 9.00 0.47 0.47 3.00 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.62 9.00 0.47 0.47 3.01 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.64 9.00 0.46 0.46 3.02 0.11 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.66 9.00 0.46 0.46 3.03 0.11 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.68 9.00 0.45 0.45 3.04 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.70 9.00 0.45 0.45 3.05 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.72 9.00 0.44 0.44 3.06 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.75 9.00 0.44 0.44 3.07 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.77 9.00 0.43 0.43 3.08 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.79 9.00 0.43 0.43 3.09 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.81 9.00 0.43 0.43 3.10 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.83 9.00 0.42 0.42 3.11 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.85 9.00 0.42 0.42 3.12 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.400+1.60H 1 3.88 9.00 0.41 0.41 3.13 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0,0 +1.40D+1.60H 1 3.90 9.00 0.41 0.41 3.13 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.92 9.00 0.40 0.40 3.14 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.94 9.00 0.40 0.40 3.15 0.10 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.96 9.00 0.40 0.40 3.16 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 3.98 9.00 0.39 0.39 3.17 0.09 5.67 Vu<PhiVc/2 tot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.00 9.00 0.39 0.39 3.18 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.03 9.00 0.38 0.38 3.18 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.05 9.00 0.38 0.38 3.19 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.400+1.60H 1 4.07 9.00 0.37 0.37 3.20 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.601-I 1 4.09 9.00 0.37 0.37 3.21 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.11 9.00 0.36 0.36 3.22 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.13 9.00 0.36 0.36 3.22 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.16 9.00 0.36 0.36 3.23 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.18 9.00 0.35 0.35 3.24 0.08 5.67 Vu<PhiVc/2 tot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.20 9.00 0.35 0.35 3.25 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.22 9.00 0.34 0.34 3.26 0.08 5.67 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.24 9.00 0.34 0.34 3.26 0.08 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.26 9.00 0.33 0.33 3.27 0.08 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.28 9.00 0.33 0.33 3.28 0.08 5.66 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.31 9.00 0.33 0.33 3.28 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.33 9.00 0.32 0.32 3.29 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.35 9.00 0.32 0.32 3.30 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0,0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM Concrete Beam File=C:\Users\admin\DOCUME-11ENERCA-2\18-012-Johnson-rev2.ec6. Software copyright ENERCALC,INC.1983.2018,Build:10.18.12.30 . Lie.#:KW-06009216 .�1Linsee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu PhiVc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 4.37 9.00 0.31 0.31 3.30 0.07 5.66 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.39 9.00 0.31 0.31 3.31 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.41 9.00 0.30 0.30 3.32 0.07 5.66 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.44 9.00 0.30 0.30 3.32 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.46 9.00 0.30 0.30 3.33 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.48 9.00 0.29 0.29 3.34 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.50 9.00 0.29 0.29 3.34 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.52 9.00 0.28 0.28 3.35 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.54 9.00 0.28 0.28 3.36 0.06 5.66 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.56 9.00 0.27 0.27 3.36 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.59 9.00 0.27, 0.27 3.37 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.61 9.00 0.26 0.26 3.37 0.06 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.63 9.00 0.26 0.26 3.38 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.65 9.00 0.26 0.26 3.38 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.67 9.00 0.25 0.25 3.39 0.06 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.69 9.00 0.25 0.25 3.40 0.05 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.72 9.00 0.24 0.24 3.40 0.05 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.74 9.00 0.24 0.24 3.41 0.05 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 4.76 9.00 0.23 0.23 3.41 0.05 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.78 9.00 0.23 0.23 3.42 0.05 5.65 Vu<PhiVc/2 tot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.80 9.00 0.23 0.23 3.42 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.82 9.00 0.22 0.22 3.43 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.84 9.00 0.22 0.22 3.43 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.87 9.00 0.21 0.21 3.43 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.89 9.00 0.21 0.21 3.44 0.05 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.91 9.00 0.20 0.20 3.44 0.04 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.93 9.00 0.20 0.20 3.45 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.95 9.00 0.19 0.19 3.45 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.97 9.00 0.19 0.19 3.46 0.04 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 4.99 9.00 0.19 0.19 3.46 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.02 9.00 0.18 0.18 3.46 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.04 9.00 0.18 0.18 3.47 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.06 9.00 0.17 0.17 3.47 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1.60H 1 5.08 9.00 0.17 0.17 3.48 0.04 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.10 9.00 0.16 0.16 3.48 0.04 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.12 9.00 0.16 0.16 3.48 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.15 9.00 0.16 0.16 3.49 0.03 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.17 9.00 0.15 0.15 3.49 0.03 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.19 9.00 0.15 0.15 3.49 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.21 9.00 0.14 0.14 3.50 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.23 9.00 0.14 0.14 3.50 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.25 9.00 0.13 0.13 3.50 0.03 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.27 9.00 0.13 0.13 3.50 0.03 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.30 9.00 0.12 0.12 3.51 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.400+1.60H 1 5.32 9.00 0.12 0.12 3.51 0.03 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.34 9.00 0.12 0.12 3.51 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.36 9.00 0.11 0.11 3.51 0.02 5.63 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.38 9.00 0.11 0.11 3.52 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.40 9.00 0.10 0.10 3.52 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.43 9.00 0.10 0.10 3.52 0.02 5.63 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.45 9.00 0.09 0.09 3.52 0.02 5.63 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.47 9.00 0.09 0.09 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.49 9.00 0.09 0.09 3.53 0.02 5.63 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.51 9.00 0.08 0.08 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:\Users\admin\DOCUME-1\ENERCA-2\18-012 Johnson-rev2.ec6. Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 5.53 9.00 0.08 0.08 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.55 9.00 0.07 0.07 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.58 9.00 0.07 0.07 3.53 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.60 9.00 0.06 0.06 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.62 9.00 0.06 0.06 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.64 9.00 0.05 0.05 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.66 9.00 0.05 0.05 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.68 9.00 0.05 0.05 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.71 9.00 0.04 0.04 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.73 9.00 0.04 0.04 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.75 9.00 0.03 0.03 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.77 9.00 0.03 0.03 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.79 9.00 0.02 0.02 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.81 9.00 0.02 0.02 3.54 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.83 9.00 0.02 0.02 3.54 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.86 9.00 0.01 0.01 3.54 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.88 9.00 0.01 0.01 3.55 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.90 9.00 0.00 0.00 3.55 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.92 9.00 -0.00 0.00 3.55 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.94 9.00 -0.01 0.01 3.55 0.00 5.62 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.96 9.00 -0.01 0.01 3.54 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 5.99 9.00 -0.02 0.02 3.54 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.01 9.00 -0.02 0.02 3.54 0.00 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.03 9.00 -0.02 0.02 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.05 9.00 -0.03 0.03 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.07 9.00 -0.03 0.03 3.54 0.01 5.62 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.09 9.00 -0.04 0.04 3.54 0.01 5.62 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.11 9.00 -0.04 0.04 3.54 0.01 5.62 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.14 9.00 -0.05 0.05 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.16 9.00 -0.05 0.05 3.54 0.01 5.63 Vu<PhiVc12 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.18 9.00 -0.05 0.05 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.20 9.00 -0.06 0.06 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.22 9.00 -0.06 0.06 3.54 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.24 9.00 -0.07 0.07 3.53 0.01 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.27 9.00 -0.07 0.07 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.29 9.00 -0.08 0.08 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.31 9.00 -0.08 0.08 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.33 9.00 -0.09 0.09 3.53 0.02 5.63 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.35 9.00 -0.09 0.09 3.53 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.37 9.00 -0.09 0.09 3.52 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.39 9.00 -0.10 0.10 3.52 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.42 9.00 -0.10 0.10 3.52 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.44 9.00 -0.11 0.11 3.52 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.46 9.00 -0.11 0.11 3.51 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.48 9.00 -0.12 0.12 3.51 0.02 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.50 9.00 -0.12 0.12 3.51 0.03 5.63 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.52 9.00 -0.12 0.12 3.51 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.55 9.00 -0.13 0.13 3.50 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.57 9.00 -0.13 0.13 3.50 0.03 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.59 9.00 -0.14 0.14 3.50 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.61 9.00 -0.14 0.14 3.50 0.03 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.63 9.00 -0.15 0.15 3.49 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.65 9.00 -0.15 0.15 3.49 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.67 9.00 -0.16 0.16 3.49 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Protect I D: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:1UserstadminlDOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi`Vc Comment Phi*Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 6.70 9.00 -0.16 0.16 3.48 0.03 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.72 9.00 -0.16 0.16 3.48 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.74 9.00 -0.17 0.17 3.48 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.76 9.00 -0.17 0.17 3.47 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.78 9.00 -0.18 0.18 3.47 0.04 5.64 Vu<PhiVcl2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.80 9.00 -0.18 0.18 3.46 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.83 9.00 -0.19 0.19 3.46 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.85 9.00 -0.19 0.19 3.46 . 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.87 9.00 -0.19 0.19 3.45 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.89 9.00 -0.20 0.20 3.45 0.04 5.64 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.91 9.00 -0.20 0.20 3.44 0.04 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0,0 +1.40D+1.60H 1 6.93 9.00 -0.21 0.21 3.44 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.95 9.00 -0.21 0.21 3.43 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 6.98 9.00 -0.22 0.22 3.43 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 7.00 9.00 -0.22 0.22 3.43 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 7.02 9.00 -0.23 0.23 3.42 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 7.04 9.00 -0.23 0.23 3.42 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 7.06 9.00 -0.23 0.23 3.41 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.6 0.0 0.0 +1.40D+1.60H 1 7.08 9.00 -0.24 0.24I 3.41 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.10 9.00 -0.24 0.24 3.40 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.13 9.00 -0.25 0.25 3.40 0.05 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.15 9.00 -0.25 0.25 3.39 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.17 9.00 -0.26 0.26 3.38 0.06 5.65 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.19 9.00 -0.26 0.26 3.38 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.21 9.00 -0.26 0.26 3.37 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.23 9.00 -0.27 0.27 3.37 0.06 5.65 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.26 9.00 -0.27 0.27 3.36 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.28 9.00 -0.28 0.28 3.36 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.30 9.00 -0.28 0.28 3.35 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.32 9.00 -0.29 0.29 3.34 0.06 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.34 9.00 -0.29 0.29 3.34 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.36 9.00 -0.30 0.30 3.33 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.38 9.00 -0.30 0.30 3.32 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.41 9.00 -0.30 0.30 3.32 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.43 9.00 -0.31 0.31 3.31 0.07 5.66 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.45 9.00 -0.31 0.31 3.30 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.47 9.00 -0.32 0.32 3.30 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.49 9.00 -0.32 0.32 3.29 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.51 9.00 -0.33 0.33 3.28 0.07 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.54 9.00 -0.33 0.33 3.28 0.08 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.56 9.00 -0.33 0.33 3.27 0.08 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.58 9.00 -0.34 0.34 3.26 0.08 5.66 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.60 9.00 -0.34 0.34 3.26 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.62 9.00 -0.35 0.35 3.25 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.64 9.00 -0.35 0.35 3.24 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.66 9.00 -0.36 0.36 3.23 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.69 9.00 -0.36 0.36 3.22 0.08 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.71 9.00 -0.36 0.36 3.22 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.73 9.00 -0.37 0.37 3.21 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.75 9.00 -0.37 0.37 3.20 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.77 9.00 -0.38 0.38 3.19 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.79 9.00 -0.38 0.38 3.18 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.82 9.00 -0.39 0.39 3.18 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.84 9.00 -0.39 0.39 3.17 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:1Users\adminlDOCUME-1\ENERCA-2118-012-johnson-rev2.ec6. Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 7.86 9.00 -0.40 0.40 3.16 0.09 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.88 9.00 -0.40 0.40 3.15 0.10 5.67 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.90 9.00 -0.40 0.40 3.14 0.10 5.68 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.92 9.00 -0.41 0.41 3.13 0.10 5.68 Vu<PhiVc12 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.94 9.00 -0.41 0.41 3.13 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.97 9.00 -0.42 0.42 3.12 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 7.99 9.00 -0.42 0.42 3.11 0.10 5.68 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.01 9.00 -0.43 0.43 3.10 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.03 9.00 -0.43 0.43 3.09 0.10 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.05 9.00 -0.43 0.43 3.08 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.07 9.00 -0.44 0.44 3.07 0.11 5.68 Vu<PhiVc12 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.10 9.00 -0.44 0.44 3.06 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.12 9.00 -0.45 0.45 3.05 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.14 9.00 -0.45 0.45 3.04 0.11 5.68 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.16 9.00 -0.46 0.46 3.03 0.11 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.18 9.00 -0.46 0.46 3.02 0.11 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.20 9.00 -0.47 0.47 3.01 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.22 9.00 -0.47 0.47 3.00 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.25 9.00 -0.47 0.47 2.99 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.27 9.00 -0.48 0.48 2.98 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.29 9.00 -0.48 0.48 2.97 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.31 9.00 -0.49 0.49 2.96 0.12 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.33 9.00 -0.49 0.49 2.95 0.13 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.35 9.00 -0.50 0.50 2.94 0.13 5.69 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.38 9.00 -0.50 0.50 2.93 0.13 5.69 Vu<PhiVc12 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.40 9.00 -0.50 0.50 2.92 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.42 9.00 -0.51 0.51 2.91 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.44 9.00 -0.51 0.51 2.90 0.13 5.70 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.46 9.00 -0.52 0.52 2.88 0.13 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.48 9.00 -0.52 0.52 2.87 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.50 9.00 -0.53 0.53 2.86 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.53 9.00 -0.53 0.53 2.85 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.55 9.00 -0.54 0.54 2.84 0.14 5.70 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.57 9.00 -0.54 0.54 2.83 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.59 9.00 -0.54 0.54 2.82 0.14 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.61 9.00 -0.55 0.55 2.80 0.15 5.70 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.63 9.00 -0.55 0.55 2.79 0.15 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.66 9.00 -0.56 0.56 2.78 0.15 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.68 9.00 -0.56 0.56 2.77 0.15 5.71 Vu<PhiVcl2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.70 9.00 -0.57 0.57 2.76 0.15 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.601-I 1 8.72 9.00 -0.57 0.57 2.74 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.74 9.00 -0.57 0.57 2.73 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.76 9.00 -0.58 0.58 2.72 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.78 9.00 -0.58 0.58 2.71 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.81 9.00 -0.59 0.59 2.69 0.16 5.71 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.83 9.00 -0.59 0.59 2.68 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.85 9.00 -0.60 0.60 2.67 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.87 9.00 -0.60 0.60 2.66 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.89 9.00 -0.61 0.61 2.64 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.91 9.00 -0.61 0.61 2.63 0.17 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.93 9.00 -0.61 0.61 2.62 0.18 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.96 9.00 -0.62 0.62 2.60 0.18 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 8.98 9.00 -0.62 0.62 2.59 0.18 5.72 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.00 9.00 -0.63 0.63 2.58 0.18 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM Concrete Beam File=C:\Usersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi"Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 9.02 9.00 -0.63 0.63 2.56 0.18 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.04 9.00 -0.64 0.64 2.55 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.06 9.00 -0.64 0.64 2.54 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.09 9.00 -0.64 0.64 2.52 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.11 9.00 -0.65 0.65 2.51 0.19 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.13 9.00 -0.65 0.65 2.49 0.20 5.73 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.15 9.00 -0.66 0.66 2.48 0.20 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.17 9.00 -0.66 0.66 2.47 0.20 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.19 9.00 -0.67 0.67 2.45 0.20 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.21 9.00 -0.67 0.67 2.44 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.24 9.00 -0.68 0.68 2.42 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.26 9.00 -0.68 0.68 2.41 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.28 9.00 -0.68 0.68 2.39 0.21 5.74 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.30 9.00 -0.69 0.69 2.38 0.22 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.32 9.00 -0.69 0.69 2.36 0.22 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.34 9.00 -0.70 0.70 2.35 0.22 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.7 0.0 0.0 +1.40D+1.60H 1 9.37 9.00 -0.70 0.70 2.33 0.23 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.39 9.00 -0.71 0.71 2.32 0.23 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.601.1 1 9.41 9.00 -0.71 0.71 2.30 0.23 5.75 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.43 9.00 -0.71 0.71 2.29 0.23 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.45 9.00 -0.72 0.72 2.27 0.24 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.47 9.00 -0.72 0.72 2.26 0.24 5.76 Vu<PhiVcl2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.49 9.00 -0.73 0.73 2.24 0.24 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.52 9.00 -0.73 0.73 2.23 0.25 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.54 9.00 -0.74 0.74 2.21 0.25 5.76 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.56 9.00 -0.74 0.74 2.19 0.25 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.58 9.00 -0.75 0.75 2.18 0.26 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.60 9.00 -0.75 0.75 2.16 0.26 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.62 9.00 -0.75 0.75 2.15 0.26 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.65 9.00 -0.76 0.76 2.13 0.27 5.77 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.67 9.00 -0.76 0.76 2.11 0.27 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.400+1.60H 1 9.69 9.00 -0.77 0.77 2.10 0.27 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.71 9.00 -0.77 0.77 2.08 0.28 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.73 9.00 -0.78 0.78 2.06 0.28 5.78 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.75 9.00 -0.78 0.78 2.05 0.29 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.77 9.00 -0.78 0.78 2.03 0.29 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.80 9.00 -0.79 0.79 2.01 0.29 5.79 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.82 9.00 -0.79 0.79 2.00 0.30 5.79 Vu<PhiVcl2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.84 9.00 -0.80 0.80 1.98 0.30 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.86 9.00 -0.80 0.80 1.96 0.31 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.88 9,00 -0.81 0.81 1.94 0.31 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.90 9.00 -0.81 0.81 1.93 0.32 5.80 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.93 9.00 -0.82 0.82 1.91 0.32 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.95 9.00 -0.82 0.82 1.89 0.33 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.97 9.00 -0.82 0.82 1.87 0.33 5.81 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 9.99 9.00 -0.83 0.83 1.86 0.33 5.81 Vu<PhiVc12 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.01 9.00 -0.83 0.83 1.84 0.34 5.82 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.03 9.00 -0.84 0.84 1.82 0.34 5.82 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.05 9.00 -0.84 0.84 1.80 0.35 5.82 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.08 9.00 -0.85 0.85 1.78 0.36 5.83 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.10 9.00 -0.85 0.85 1.77 0.36 5.83 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.12 9.00 -0.85 0.85 1.75 0.37 5.83 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.14 9.00 -0.86 0.86 1.73 0.37 5.84 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.16 9.00 -0.86 0.86 1.71 0.38 5.84 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Res id ence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:1Usersladmin\DOCUME-11ENERCA--2118-012-Johnson-rev2.ec6. Concrete Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi"Vc Comment Phi*Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 10.18 9.00 -0.87 0.87 1.69 0.38 5.84 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.21 9.00 -0.87 0.87 1.67 0.39 5.85 Vu<PhiVc/2 lot Reqd 9.6. 5.8 0.0 0.0 +1.40D+1.60H 1 10.23 9.00 -0.88 0.88 1.65 0.40 5.85 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.25 9.00 -0.88 0.88 1.63 0.40 5.85 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.27 9.00 -0.89 0.89 1.62 0.41 5.86 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.29 9.00 -0.89 0.89 1.60 0.42 5.86 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.31 9.00 -0.89 0.89 1.58 0.42 5.87 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.33 9.00 -0.90 0.90 1.56 0.43 5.87 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.36 9.00 -0.90 0.90 1.54 0.44 5.88 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.38 9.00 -0.91 0.91 1.52 0.45 5.88 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.40 9.00 -0.91 0.91 1.50 0.46 5.88 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.42 9.00 -0.92 0.92 1.48 0.46 5.89 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.44 9.00 -0.92 0.92 1.46 0.47 5.89 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.46 9.00 -0.92 0.92 1.44 0.48 5.90 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.49 9.00 -0.93 0.93 1.42 0.49 5.90 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.51 9.00 -0.93 0.93 1.40 0.50 5.91 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.53 9.00 -0.94 0.94 1.38 0.51 5.92 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.55 9.00 -0.94 0.94 1.36 0.52 5.92 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.57 9.00 -0.95 0.95 1.34 0.53 5.93 Vu<PhiVcl2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.59 9.00 -0.95 0.95 1.32 0.54 5.93 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.61 9.00 -0.95 0.95 1.30 0.55 5.94 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.64 9.00 -0.96 0.96 1.28 0.56 5.95 Vu<PhiVc/2 lot Reqd 9.6. 5.9 0.0 0.0 +1.40D+1.60H 1 10.66 9.00 -0.96 0.96 1.26 0.57 5.95 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.68 9.00 -0.97 0.97 1.24 0.59 5.96 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.70 9.00 -0.97 0.97 1.22 0.60 5.97 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.72 9.00 -0.98 0.98 1.19 0.61 5.98 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.74 9.00 -0.98 0.98 1.17 0.63 5.98 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.77 9.00 -0.99 0.99 1.15 0.64 5.99 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.79 9.00 -0.99 0.99 1.13 0.66 6.00 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.81 9.00 -0.99 0.99 1.11 0.67 6.01 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.83 9.00 -1.00 1.00 1.09 0.69 6.02 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.85 9.00 -1.00 1.00 1.07 0.70 6.03 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.87 9.00 -1.01 1.01 1.05 0.72 6.04 Vu<PhiVc/2 lot Reqd 9.6. 6.0 0.0 0.0 +1.40D+1.60H 1 10.89 9.00 -1.01 1.01 1.02 0.74 6.05 Vu<PhiVcl2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 10.92 9.00 -1.02 1.02 1.00 0.76 6.06 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 10.94 9.00 -1.02 1.02 0.98 0.78 6.07 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 10.96 9.00 -1.02 1.02 0.96 0.80 6.09 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 10.98 9.00 -1.03 1.03 0.94 0.82 6.10 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 11.00 9.00 -1.03 1.03 0.91 0.85 6.11 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 11.02 9.00 -1.04 1.04 0.89 0.87 6.13 Vu<PhiVc/2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 11.04 9.00 -1.04 1.04 0.87 0.90 6.14 Vu<PhiVcl2 lot Reqd 9.6. 6.1 0.0 0.0 +1.40D+1.60H 1 11.07 9.00 -1.05 1.05 0.85 0.93 6.16 Vu<PhiVcl2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.09 9.00 -1.05 1.05 0.82 0.96 6.18 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.11 9.00 -1.06 1.06 0.80 0.99 6.19 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.13 9.00 -1.06 1.06 0.78 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.15 9.00 -1.06 1.06 0.76 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.17 9.00 -1.07 1.07 0.73 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.20 9.00 -1.07 1.07 0.71 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.22 9.00 -1.08 1.08 0.69 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.24 9.00 -1.08 1.08 0.66 1.00 6.20 Vu<PhiVc12 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.26 9.00 -1.09 1.09 0.64 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.28 9.00 -1.09 1.09 0.62 1.00 6.20 Vu<PhiVcl2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.30 9.00 -1.09 1.09 0.59 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.32 9.00 -1.10 1.10 0.57 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:28PM File=C:1Users1adminlDOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . Concrete Beam Software copyright ENERCALC,INC.19832018,BuiId:10.18.12,30 . Ij Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Wall Stem I Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 11.35 9.00 -1.10 1.10 0.55 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.37 9.00 -1.11 1.11 0.52 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.39 9.00 -1.11 1.11 0.50 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.41 9.00 -1.12 1.12 0.47 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.43 9.00 -1.12 1.12 0.45 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.45 9.00 -1.13 1.13 0.43 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.48 9.00 -1.13 1.13 0.40 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.50 9.00 -1.13 1.13 0.38 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.52 9.00 -1.14 1.14 0.35 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.54 9.00 -1.14 1.14 0.33 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.56 9.00 -1.15 1.15 0.30 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.58 9.00 -1.15 1.15 0.28 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.60 9.00 -1.16 1.16 0.25 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.63 9.00 -1.16 1.16 0.23 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 1 +1.40D+1.60H 1 11.65 9.00 -1.16 1.16 0.20 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.67 9.00 -1.17 1.17 0.18 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 . +1.40D+1.60H 1 11.69 9.00 -1.17 1.17 0.15 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.71 9.00 -1.18 1.18 0.13 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.73 9.00 -1.18 I 1.18 0.10 1.00 6.20 Vu<PhiVcl2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.76 9.00 -1.19 1.19 0.08 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.78 9.00 -1.19 1.19 0.05 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 1 +1.40D+1.60H 1 11.80 9.00 -1.20 1.20 0.03 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 +1.40D+1.60H 1 11.82 9.00 -1.20 1.20 0.00 1.00 6.20 Vu<PhiVc/2 lot Reqd 9.6. 6.2 0.0 0.0 1 Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 11.820 3.55 11.92 0.30 +1.40D+1.60H Span#1 1 11.820 3.55 11.92 0.30 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+1.60L+0.505+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+0.50L+1.60S+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+1.605+0.50W+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 11.820 3.04 11.92 0.25 +1.20D+0.50L+0.705+E+1.60H Span#1 1 11.820 3.04 11.92 0.25 +0.90D+W+0.90H Span#1 1 11.820 2.28 11.92 0.19 +0.90D+E+0.90H Span#1 1 11.820 2.28 11.92 0.19 Overall Maximum Deflections Load Combination Span Max.""Defl (in) Location in Span (ft) Load Combination Max."+"Defl (in) Location in Span (ft) D Only 1 0.0052 5.910 0.0000 0.000 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:37PM File=C:1Usersladmin1DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 11.82 ft Wall Footing Code References Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 SettingE Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt far Soil Pressure Yes when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.5 ft Z Length parallel to Z-Z Axis = 4.250 ft Footing Thickness = 16.0 in I 1.6" Pedestal dimensions... X r: END. px:parallel to X-X Axis = 18.0 in pz:parallel to Z-Z Axis _ 8.0 in Height 141.840 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - i' e• Reinforcing 14- Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis #Bars required within zone 52.2% � ti: #Bars required on each side of zone 47.8 Applied Loads D Lr L S W E H P:Column Load = 3.90 4.150 0.0 5.420 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:37PM General Footing File=C:\Users\admin\DOCUME-1\ENERCA-2\18-012-johnson-rev2.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 11.82 ft Wall Footing DESIGN SUMMARY 1 ID r oliv ow, L Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9620 Soil Bearing 1.924 ksf 2.0 ksf +D+S 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.0 Z Flexure(-X) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.1122 X Flexure(+Z) 3.879 k-ft/ft 34.574 k-ft/ft +1.20D+1.60S PASS 0.1122 X Flexure(-Z) 3.879 k-ft/ft 34.574 k-ft/ft +1.20D+1.60S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS 0.1363 1-way Shear(+Z) 11.194 psi 82.158 psi +1.20D+1.605 PASS 0.1363 1-way Shear(-Z) 11.194 psi 82.158 psi +1.20D+1.605 PASS n/a 2-way Punching 2.393 psi 82.158 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 1.074 1.074 n/a n/a 0.537 X-X,+D+Lr 2.0 n/a 0.0 1.725 1.725 n/a n/a 0.863 X-X,+D+S 2.0 n/a 0.0 1,924 1.924 n/a n/a 0.962 X-X,+D+0.750Lr 2.0 n/a 0.0 1.562 1,562 n/a n/a 0.781 X-X,+D+0.7505 2.0 n/a 0.0 1.712 1.712 n/a n/a 0.856 X-X,+0.60D 2.0 n/a 0.0 0.6444 0.6444 n/a n/a 0.322 Z-Z,D Only 2.0 0.0 n/a n/a n/a 1.074 1.074 0.537 Z-Z,+D+Lr 2.0 0.0 n/a n/a n/a 1,725 1.725 0.863 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 1.924 1.924 0.962 Z-Z,+D+0.750Lr 2.0 0.0 n/a n/a n/a 1.562 1.562 0.781 Z-Z,+D+0.750S 2.0 0.0 n/a n/a n/a 1,712 1.712 0.856 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.6444 0.6444 0.322 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D 1.979 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1,40D 1,979 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+0.50Lr 2.218 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+0.50Lr 2.218 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+0.50S 2.378 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+0.50S 2.378 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+1.60Lr 3.368 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+1.60Lr 3.368 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+1.60S 3.879 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+1.60S 3.879 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+0.70S 2.651 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+1.20D+0.705 2.651 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+0.90D 1.272 +Z Bottom 0.3456 Min Temp% 0.620 34.574 OK X-X,+0.90D 1.272 -Z Bottom 0.3456 Min Temp% 0.620 34.574 OK Z-Z,+1.40D 0.0 -X Top 0.3456 Min Temp% 0.3647 20,748 OK Z-Z,+1.40D 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+0.50Lr 0.0 -X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+0.50Lr 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019,12:37PM General Footing File=C:IUsers1adminID000ME-11ENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 11.82 ft Wall Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in°2 in°2 in°2 k-ft Z-Z,+1.20D+0.50S 0.0 -X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+0.50S 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+1.60Lr 0.0 -X Top 0.3456 Min Temp% 0.3647 20,748 OK Z-Z,+1.20D+1.60Lr 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+1.60S 0.0 -X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+1.60S 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+1.20D+0.70S 0.0 -X Top 0.3456 Min Temp% 0,3647 20.748 OK Z-Z,+1,20D+0.70S 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+0.90D 0.0 -X Top 0.3456 Min Temp% 0.3647 20.748 OK Z-Z,+0.90D 0.0 +X Top 0.3456 Min Temp% 0.3647 20.748 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.00 psi 0.00 psi 5.71 psi 5.71 psi 5.71 psi 82.16 psi 0.07 OK +1,20D+0.50Lr 0.00 psi 0.00 psi 6.40 psi 6.40 psi 6.40 psi 82.16 psi 0.08 OK +1.20D+0.50S 0.00 psi 0.00 psi 6.86 psi 6.86 psi 6.86 psi 82.16 psi 0.08 OK +1.20D+1.60Lr 0.00 psi 0.00 psi 9.72 psi 9.72 psi 9.72 psi 82.16 psi 0.12 OK +1.20D+1.60S 0.00 psi 0.00 psi 11.19 psi 11.19 psi 11.19 psi 82.16 psi 0.14 OK +1.20D+0.70S 0.00 psi 0.00 psi 7.65 psi 7.65 psi 7.65 psi 82.16 psi 0.09 OK +0.90D 0.00 psi 0.00 psi 3.67 psi 3.67 psi 3.67 psi 82.16 psi 0.04 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 2.39 psi 155.19psi 0.01542 OK +1.20D+0.50Lr 2.39 psi 155.19psi 0.01542 OK +1.20D+0.505 2.39 psi 155.19psi 0.01542 OK +1.20D+1.60Lr 2.39 psi 155.19psi 0.01542 OK +1.20D+1,60S 2.39 psi 155.19psi 0.01542 OK +1.20D+0.705 2.39 psi 155.19psi 0.01542 OK +0.90D 2.39 psi 155.19psi 0.01542 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 9:08AM File=C:1Users\admin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Wall Footing Software copyright ENERCALC, INC. 1983-2018, Build:10,18.12.30 . Lic.# : KW-06009216 Licensee :SCHEMMER CONSULTING GROUP PLLC Description : -None- Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 12.820ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth ksf Min Allow% Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow, Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1 .50 ksf Dimensions Reinforcing Footing Width = 2.0ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 18.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in B" 1 Z to 1.-0" #4t,rs@tBino.o 2.,0,. 1 ml Z X-XSection Looking to+. Applied Loads D Lr L S W E H P : Column Load = 1,691 .0 0.530 0.50 0.8630 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 9:08AM File=C:\Users\admin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . Wall Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: -None-- DESIGN SUMMARY Design N.G. Factor of Safety Item Applied Capacity Governing Load Combination 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 Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination FAIL 564.10 Soil Bearing 846.16 ksf 1.50 ksf +D+0.750L+0.7505 PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure(-X) 169.129 k-ft 0.0 k-ft +0.90D PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio ,D Only 1.50 ksf 0.0 in 845.65 ksf 845.65 ksf 563.760 ,+D+L 1.50 ksf 0.0 in 845.90 ksf 845.90 ksf 563.930 ,+D+Lr 1.50 ksf 0.0 in 845.91 ksf 845.91 ksf 563.940 ,+D+S 1.50 ksf 0.0 in 846.08 ksf 846.08 ksf 564.050 ,+D+0.750Lr+0.750L 1,50 ksf 0.0 in 846.03 ksf 846.03 ksf 564.020 ,+D+0.750L+0.750S 1.50 ksf 0.0 in 846.16 ksf 846.16 ksf 564.100 +0.60D 1.50 ksf 0.0 in 507.39 ksf 507.39 ksf 338.258 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Side? or Top? in"2 in"2 in"2 k-ft Status ,+1.40D 263.09 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.40D 263.09 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+0.50Lr+1.60L 225.624 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+0,50Lr+1.60L 225.624 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+1.60L+0.505 225.642 -X Bottom 0 As Read>Max 0.1333 0 OK ,+1.20D+1.60L+0.505 225.642 +X Bottom 0 As Read>Max 0.1333 0 OK ,+1.20D+1.60Lr+0,50L 225.627 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+1.60Lr+0.50L 225.627 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1,20D+1,60Lr 225.6 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+1.60Lr 225.6 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+0.50L+1.605 225.687 -X Bottom 0 As Read>Max 0.1333 0 OK ,+1.20D+0.50L+1.605 225.687 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+1.605 225.659 -X Bottom 0 As Read>Max 0.1333 0 OK ,+1.20D+1.60S 225.659 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+0.50Lr+0.50L 225.563 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1,20D+0.50Lr+0.50L 225.563 +X Bottom 0 As Read>Max 0.1333 0 OK ,+1.20D+0.50L+0.505 225.581 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+0.50L+0.50S 225,581 +X Bottom 0 As Read>Max 0.1333 0 OK ,+1.20D+0.50L+0.705 225.6 -X Bottom 0 As Req'd>Max 0.1333 0 OK ,+1.20D+0,50L+0.70S 225.6 +X Bottom 0 As Req'd>Max 0.1333 0 OK ,+0.90D 169.129 -X Bottom 0 As Read>Max 0.1333 0 OK ,+0.90D 169.129 +X Bottom 0 As Read>Max 0.1333 0 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 9:08AM Wall Footing File=C:1Users\admin\DOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . g Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : -None-- One Way Shear Units : k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 82.158 psi 0 OK t Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 9 JUL 2019, 9:08AM File=C:lUsersladmin\DOCUME-11ENERCA-2118-012-Johnson-rev2.ec6. Wall Footing Software copyright ENERCALC,INC,1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: --None-- One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+0.50Lr+1.60L 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.605 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.70S 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D 0 psi 0 psi 0 psi 82.158 psi 0 OK Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:46PM File=C:1Usersladmin\DOCUME-1IENERCA-2118-012-Johnson-rev2,ec6 . Woad Column Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Li, 0 E 1 ar+ll[:-i t ff Li `a g-c c.SCHEMM.ER CONSULTING GROUP PLLC Description : Post P1, P2 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x8 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 13.0 ft Wood Member Type Sawn ( Used for non-slender calculations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch (North) Exact Depth 7.50 in Cf or Cv for Bending 1 .0 Wood Grade No.1 2 Cf or Cv for Compression 1 .0 psipsiIx 193.35 Fb+ 1200 Fv 170 Area 1 .25 9 in in"4 Cf or Cv for Tension 1 .0 Fb- 1200 psi Ft 825 psi ly 103.984 inn4 Cm :Wet Use Factor 1 .0 Fc- PrIl 1000 psi Density 30.59 pcf Ct :Temperature Factor 1 .0 Fc - Perp 625 psi Cfu : Flat Use Factor 1 .0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf: Built-up columns 1 .0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection (buckling) along columns : X-X (width) axis : Lu for buckling ABOUT Y-Y Axis : 13 ft, K= 1.0 Y-Y (depth) axis : Lu for buckling ABOUT X-X Axis: 9 ft, 13 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 113.916 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 13.0 ft, D = 2.660, Lr = 2.510, S = 3.140 k Axial Load at 13.0 ft, D = 1.630, Lr = 1.670, S = 2.090 k BENDING LOADS . . . Lat. Point Load at 13.0 ft creating Mx-x, W = 0.9090 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9515 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.9090 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections . . . At maximum location values are . . . Along Y-Y 3.699 in at 13.0 ft above base Applied Axial 4.404 k for load combination : W Only Applied Mx -7.090 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc: Allowable 538.09 psi for load combination : n/a Other Factors used to calculate allowable stresses. . . PASS Maximum Shear Stress Ratio = 0.07291 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 12.913 ft Applied Design Shear 19.833 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.535 0.2216 PASS 0.0ft 0.0 PASS 13.0 ft +D+L+H 1.000 0.495 0.2155 PASS 0.0ft 0.0 PASS 13.0 ft +D+Lr+H 1 .250 0.415 0.4010 PASS 0.0ft 0.0 PASS 13.0 ft +D+S+H 1 .150 0.444 0.4571 PASS 0.0ft 0.0 PASS 13.0 ft +D+0.750Lr+0.750L+H 1.250 0.415 0.3522 PASS 0.0ft 0.0 PASS 13.0 ft +D+0.750L+0.750S+H 1 .150 0.444 0.3951 PASS 0.Oft 0.0 PASS 13.0 ft +D+0.60W+H 1 .600 0.336 0.9515 PASS 0.0ft 0.07291 PASS 12.913ft +D-0.60W+H 1.600 0.336 0.9515 PASS 0.0ft 0.07291 PASS 12.913 ft Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:46PM File=C:\Users\admin1DOCUME-1\ENERCA-2118-012-Johnson-rev2.ec6 . Wood Column Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Post P1,P2 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.70E+H 1.600 0.336 0.1984 PASS 0.0ft 0.0 PASS 13.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.336 0.8240 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0.750Lr+0.750L-0.450W+H 1.600 0.336 0.8240 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0,750L+0.7505+0.450W+H 1.600 0.336 0.8558 PASS 0.Oft 0.05469 PASS 12.913 ft +D+0.750L+0.750S-0.450W+H 1.600 0.336 0.8558 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.336 0.3751 PASS 0.0ft 0.0 PASS 13.0 ft +0.60D+0.60W+0.60H 1.600 0.336 0.9089 PASS 0.0ft 0.07291 PASS 12.913 ft +0.60D-0.60W+0.60H 1.600 0.336 0.9089 PASS 0.Oft 0.07291 PASS 12.913 ft +0.60D+0.70E+0.60H 1.600 0.336 0.1190 PASS 0.0ft 0.0 PASS 13.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 4.404 +D+L+H 4.404 +D+Lr+H 8.584 +D+S+H 9.634 +D+0.750Lr+0.750L+H 7.539 +D+0.750L+0.750S+H 8.326 +D+0.60W+H 0.545 4.404 7.090 +D+0.70E+H 4.404 +D+0.750Lr+0.750L+0.450W+H 0.409 7.539 5.318 +D+0.750L+0.750S+0.450W+H 0.409 8.326 5.318 +D+0.750L+0.750S+0.5250E+H 8.326 +0.60D+0.60W+0.60H 0.545 2.642 7.090 +0.60D+0.70E+0.60H 2.642 D Only 4.404 Lr Only 4.180 L Only S Only 5.230 W Only 0.909 11.817 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 2.220 in 13.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 1.665 in 13.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 1.665 in 13.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 2.220 in 13.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 3.699 in 13.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:46PM Wood Column File=C:lUsers\adminlDOCUME-1\ENERCA-2118-012-Johnson-rev2.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. # : KW-060092.16 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Post P1, P2 Sketches • 8.380k 8.3fok 0.91 k • 0 'Load 2 +X N C C p O � II OI S = +Y 6x8 5.50 in Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:50PM File=C:1UsersladminlDOCUME-1IENERCA-2118-012-johnson-rev2.ec6 . Wood Column Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. # : KW-06009216 Ardiab, 1111hiaMele n E _IVIER.CONSOW1 GEGRQI.JELLQa Description : Post P3, P4, P5, P6 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x8 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 13.0 ft Wood Member Type Sawn ( Used for non-slender calculations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch (North) Exact Depth 7.50 in Cf or Cv for Bending 1 .0 Wood Grade No.1 Cf or Cv for Comp ression 1 .0 Area 41 .250 ina2p Fb+ 1 ,200.0 psi Fv 170.0 psi Ix 193.359 in"4 Cf or Cv for Tension 1 .0 Fb- 1,200.0 psi Ft 825.0 psi ly 103.984 in^4 Cm :Wet Use Factor 1 .0 Fc- PrIl 1 ,000.0 psi Density 30.590 pcf Ct:Temperature Factor 1 .0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1 .0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf: Built-up columns 1 .0 NDS 15.3.2 Basic 1 ,600.0 1,600.0 1 ,600.0 ksi Use Cr : Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Lu for buckling ABOUT Y-Y Axis : 13 ft, K= 1.0 Y-Y (depth) axis : Lu for buckling ABOUT X-X Axis: 9 ft, 13 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 113.916 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 13.0 ft, D = 1.630, Lr = 1.670, S = 2.090 k BENDING LOADS . . . Lat. Point Load at 13.0 ft creating Mx-x, W = 0.9090 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8922 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.9090 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections . . . At maximum location values are . . . Along Y-Y 3.699 in at 13.0 ft above base Applied Axial 1.744 k for load combination : W Only Applied Mx -7.090 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc: Allowable 538.09 psi for load combination : n/a Other Factors used to calculate allowable stresses . . . PASS Maximum Shear Stress Ratio = 0.07291 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 12.913 ft Applied Design Shear 19.833 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.535 0.08777 PASS 0.0ft 0.0 PASS 13.0 ft +D+L+H 1 .000 0.495 0.08534 PASS 0.0ft 0.0 PASS 13.0 ft +D+Lr+H 1 .250 0.415 0.1595 PASS 0.0ft 0.0 PASS 13.0 ft +D+S+H 1 .150 0.444 0.1819 PASS 0.0ft 0.0 PASS 13.0 ft +D+0.750Lr+0.750L+H 1 .250 0.415 0.140 PASS 0.0ft 0.0 PASS 13.0 ft +D+0.750L+0.750S+H 1 .150 0.444 0.1571 PASS 0.0ft 0.0 PASS 13.0 ft +D+0.60W+H 1 .600 0.336 0.8922 PASS 0.0ft 0.07291 PASS 12.913 ft +D-0.60W+H 1 .600 0.336 0.8922 PASS 0.0ft 0.07291 PASS 12.913 ft +D+0.70E+H 1 .600 0.336 0.07857 PASS 0.0ft 0.0 PASS 13.0 ft Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:50PM Wood Column File=C:\Usersladmin\DOCUME-11ENERCA-2118-012-johnson-rev2.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: Post P3,P4,P5,P6 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750Lr+0.750L+0.450W+H 1.600 0.336 0.6918 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0.750Lr+0.750L-0.450W+H 1.600 0.336 0.6918 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0.750L+0.750S+0.450W+H 1.600 0.336 0.6982 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0.750L+0.750S-0.450W+H 1.600 0.336 0.6982 PASS 0.0ft 0.05469 PASS 12.913 ft +D+0,750L+0.750S+0.5250E+H 1.600 0.336 0.1492 PASS 0.0ft 0.0 PASS 13.0 ft +0.60D+0.60W+0.60H 1.600 0.336 0.8817 PASS 0.0ft 0.07291 PASS 12.913 ft +0.60D-0.60W+0.60H 1.600 0.336 0.8817 PASS 0.0ft 0.07291 PASS 12.913 ft +0.60D+0.70E+0.60H 1.600 0.336 0.04714 PASS 0.0ft 0.0 PASS 13.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.744 +D+L+H 1.744 +D+Lr+H 3.414 +D+S+H 3.834 +D+O.750Lr+0.750L+H 2.996 +D+0.750L+0.750S+H 3.311 +D+0.60W+H 0.545 1.744 7.090 +D+0.70E+H 1.744 +D+0.750Lr+0.750L+0.450W+H 0.409 2.996 5.318 +D+0.750L+0.750S+0.450W+H 0.409 3.311 5.318 +D+0.750L+0.750S+0.5250E+H 3.311 +0.60D+0.60W+0.60H 0.545 1.046 7.090 +O.60D+0.70E+0.60H 1.046 D Only 1.744 Lr Only 1.670 L Only S Only 2.090 W Only 0.909 11.817 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+O.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 2.220 in 13.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 1.665 in 13.000 ft +D+0.750L+0.750S+O.450W+H 0.0000 in 0.000 ft 1.665 in 13.000 ft +D+O.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 2.220 in 13.000 ft +O.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 3.699 in 13.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 8 JUL 2019, 6:50PM Wood CoI urn n File=C:1Users\admin\DOCUMEE1\ENERCA--2118-012-johnson-rev2.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Post P3, P4, P5, P6 Sketches 5.390k 5.390k 091k •� .' 'Load 1 +X 0 /11, C C O O � I n p 2 S +Y 6x8 5.50 in Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 5 SEP 2018, 10:13AM Wood Beam File=C:(Users\admin\DOCUME-11ENERCA-2118-012-1.EC6 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Ledger CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1600ksi Fc- PrIl 1400 psi Eminbend -xx 580ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625 psi Wood Grade : No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.32) S(0.43) 2x12 A. E4 Span = 4.O ft 'I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.320, S = 0.430 k @ 2.0 ft DESIGN SUMMARY ( i44-F.-ton_,rote, - Maximum Bending Stress Ratio = 0.294 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 287.16psi fv : Actual = 33.67 psi FB : Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft 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 0.003 in Ratio = 13721 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.006 in Ratio = 7774>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.382 0.382 Overall MINimum 0.215 0.215 +D+H 0.167 0.167 +D+L+H 0.167 0.167 +D+Lr+H 0.167 0.167 +D+S+H 0.382 0.382 +D+0.750Lr+0.750L+H 0.167 0.167 +D+0.750L+0.750S+H 0.328 0.328 +D+0.60W+H 0.167 0.167 +D+0.70E+H 0.167 0.167 Schemmer Consulting Group PLLC Project Title: Johnson Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-012 360.293.9006 Project Descr:Residence jt.schemmer@scgeng.com Title Block Line 6 Printed: 5 SEP 2018, 10:13AM Wood Beam File=C:lUsersladmin\DOCUME-1IENERCA-2118-012-1.EC6 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Ledger Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.167 0.167 +D+0.750L+0.750S+0.450W+H 0.328 0.328 +D+0.750L+0.750S+0.5250E+H 0.328 0.328 +0.60D+0.60W+0.60H 0.100 0.100 +0.60D+0.70E+0.60H 0.100 0.100 D Only 0.167 0.167 Lr Only L Only S Only 0.215 0.215 W Only E Only H Only Simpson Strong-Tie® Wood Construction Connectors SIMPSON BC/BCS ilm �I (r I -- Post Caps The BCS allows for the connection of (2) 2x's to a --1 4xpost or (3) 2x's to a 6xpost. Double-shear nailing1�- Pilot holes for manufacturing purposes (Do not install bolts)(typ.) between beam and post gives added strength. The BC W, �� Pilot holes for � � manufacturing series offers dual purpose post cap/base for light cap � �� purposes or base connections. 1 bolt) I not install ° 0 Material: 18 gauge m Beam �,A, --------- 10'111:1"..1 m flanges '° i Finish: Galvanized. Some products available in ZMAX® coating; see Corrosion Information, pp. 15-18. N2 �) m ° ° ° 0° I i . vl Installation: ,w al Post 2 /' � , ° Co • Use all specified fasteners; see General Notes flanges 0 BC8 Cap/Base C • Do not install bolts into pilot holes ° m ca BC4 Cap/Base 7' u) • BCS — Install dome nails on beam; drive nails at an (BC6 similar) m ,A2 0. angle through the beam into the post below to 0 achieve the table loads BCS2-2/4 • BC — Install with 16d commons or 16d x 21/2" joist U.S. Patent Lateral Pilot holes for 5,603,580 hanger nails manufacturing purposes p (Do not install bolts) I • Post bases do not provide adequate resistance to Base (t'p•) prevent members from rotating about the base and bottom o ° \ _ I`' therefore are not recommended for non top-supported o\ p e\ ligr c r orts ---__°Ipinstallations such as fences or unb aced a p )( ° � • To tie multiple 2x members together, the Designer must determine the fasteners required to join members Post flanges to act as one unit without splitting the wood BC60 Half Base Typical BCS Installation Codes: See p. 14 for Code Reference Key Chart (Other similar) 1. These products are available with additional corrosion j These products are approved for installation with the Strong-Drive° protection. For more information, see p.18. SD Connector screw. See pp. 39-40 for more information. Dimensions Fasteners Allowable Loads(DF/SP) Model (in.) (160)1 Code No. Beam Post Base Ref. 1N1 Wz L1 L2 H1 H2 Flange Flange Bottom Uplift Lateral - z Caps a_ g . BC4 39/s 39As 2'/a 2'/a 3 3 (6) 16d (6) 16d — 980 1,000 112, 127, L4, L5, FL o BC46 39/46 51/2 47/e 2'/e 31/2 21/2 (12)16d (6) 16d — 980 1,000 "' BC4R 4 4 4 4 3 3 (12) 16d (12) 16d — 980 1,000 z BC6 51/2 51/2 4% 4% 3% 3% (12) 16d (12) 16d — 1,050 2,000 112, L4, FL o BC6R 6 6 6 6 3 3 (12) 16d (12) 16d — 1,050 2,000 z BC8 7' 71/2 71/2 71/2 4 4 (12) 16d (12) 16d — 1,800 2,000 a 0 BCS2-2/4 31/2 39/16 2'/a 27/a 2'Vis 2156 (8) 10d (6) 10d — 780 1,025 112, 127, L4, L5, FL rn 0 BCS2-3/6 45/a 59/s 43/a 2'/a 3A6 21Y1s (12) 16d (6) 16d — 800 1,495 112, L4, FL 0 N Bases © B BC40 39/s — 31/4 — 21/4 — — (6) 16d (4) 16d 510 735 127, L5 0 BC4OR 4 — 4 — 3 — — (6) 16d (4) 16d 510 735 170 c' BC460 51/2 — 3% — 3 — — (6) 16d (4) 16d 450 735 0 a 'BC60 51/2 — 51/2 — 3 — — (6) 16d (4) 16d 450 735 127, L5 lit BC6OR 6 — 6 — 3 — — (6) 16d (4) 16d 450 735 BC80 71/2 — 71/2 — 4 — — (6) 16d (4) 16d 450 735 170 BC8OR 8 — 8 — 4 — — (6) 16d (4) 16d 450 735 1.Allowable loads have been increased for wind or earthquake with no further increase allowed; reduce where other loads govern. 2.Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers.Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for values on the narrow face (edge). 3.Base allowable loads assumes nails have full penetration into supporting member. Loads do not apply to end grain post installations. 4.Nails: 16d = 0.162" dia. x 31/2" long, 10d =0.148" dia. x 3" long. See pp. 26-27 for other nail sizes and information. 106 Simpson Strong-Tie"' Wood Construction Connectors 1 SIMPSON HRS/ST/HST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strong-Tie Strap Ties Straps are designed to transfer tension loads in a wide variety of applications. Finish: HST3 and HST6 — Simpson Strong Tie° gray HRS — A 12 gauge strap with a nailing pattern designed for installation on paint; all others—galvanized. Some products are available the edge of 2x members. The HRS416Z installs with Simpson Strong Tie° in stainless steel or ZMAX° coating; see Corrosion Strong-Drive® SDS Heavy-Duty Connector screws. Information, pp. 15-18. LSTA and MSTA — Designed for use on the edge of 2x members, with a nailing Installation: Use all specified fasteners; see General Notes pattern that reduces the potential for splitting. Options: Special sizes can be made to order; contact LSTI — Light straps that are suitable where pneumatic-nailing is necessary Simpson Strong Tie through diaphragm decking and wood chord open web trusses. Codes: See p. 14 for Code Reference Key Chart MST — High-capacity strap that can be installed with either nails or bolts. MSTC and RPS meet code requirements for reinforcing Suitable for double 2x member connections or greater. cut members (16 gauge) at top plate and RPS at sill plate. MSTC — High-capacity strap that utilizes a staggered nail pattern to help International Residential Code° — 2012/2015 R602.6.1 minimize wood splitting. Nail slots have been countersunk to provide a lower International Building Code° — 2012/201 5 2308.9.8 nail head profile. (For RPS, refer to p. 358.) 11/4"' 1V' I I23 9�16' 1{..' 5/8�� H H W �- • _. /. I • •0 r O O\ - N • 1 °' O m • ° ° 0 0 I- • 0) . CO • --_ i ° ° 3" o a N • U) . • • ° 1YP• • • ° -- 'i 0 0 u~Ni N • • I-- o a .E -- • • H u, •-- --- o o - o o f- UJ . . °. o c • • as L • ° ° c in u) • oF0 o C E - U N� -- o, ° 0 • ON 0 °° j --- i • CO N ,- V z 1-_7 �° 0 00 F °I ' a OD U N CO ___ V] -.. I- 0-0 CM • •• P • •0• O ° 6"° ( O O c i 1 F �^,� n coo N CO r •r • S. ° O O U ___ t 3., - a a -- N ST2115 T. ° ° N -- 0 0 I- • F v 1/4' CO m Cl) 3"-- -- • P • O • ST9, ST12,o 01 • - ST18, ST22 MSTC •o• • s 11/2" ST ° ° • U • . i= -- • c7cq �1 c co Q •• 2 T' ° ° LSTA and MSTA '° • , ° °\_ _ ' N (Pilot holes not shown) ��/,. i-p 5/• ° tYp• 0 0 o 111/2"w .- C 0RS0 0 0 0 0 0 • . . ° ° ° ° ° 0 3„ HTP37Z N ¢I- •o ° ° - 0 0 0 0 0 0 0 03 ___ , 0 0 0 0 /�I.. z - •. ° 8 o °F. N m CD ° 2j= ° ° ° d m Cf, (J.) CJl I V d 0,___ f L a r �'� = 2O 1 'I _ S S �- „, 0 0. •o. ° r 0 o J. • _� ° ° o 0 0 0 0 0 I HST MSTI MST LSTI I ;: ;� 0 0 0 I, ° O O h' ' 2'/z" HST2 and HST5 HST2 HST5 ' �f11/z" 3" HST3 and HST6 HST3 HST6 -°__ _ o 0 Ar 0 ` 0 o� ,-,,w rf \° / , „ .....-- ... ifitd ,'-jir i/ /l HRS HRS416Z ‘.7 ' 4111111, I �y. 111411,Or' O ° , I Ail Typical MSTI Installation "� i ° p (MIT hanger shown) rlllliv Typical LSTI Typical LSTI similar Installation HRS Installation 301 i l Simpson Strong-Tie"" Wood Construction Connectors SIMPSON HST/MST/M STC/M STA ! Strong-Tie Strap Ties Codes: See p.14 for Code Reference Key Chart ® These products are available with additional corrosion 1--' These products are approved for installation with the Strong-Drive® protection. For more information, see p.18. l SD Connector screw. See pp. 39-40 for more information. Floor-to-Floor Clear Span Table - Clear Allowable Tension Allowable Tension -� Model Span Fasteners Loads (DF/SP) Loads(SPF/HF) No. (in.) (Total) 160 160 ( ) ( ) 18 (26) 10d 2,020 2,020 Nails are MSTA49 16 (26) 10d 2,020 2,020 not required in the rim . 18 (12) 16d sinkers 1,155 995 board area .. :: MSTC28 16 (16) 16d sinkers 1,540 1,325 _= , r : �` 24 (20) 16d sinkers 2,310 1,985 = MSTC40 18 (28) 16d sinkers 2,695 2,320 _ 16 (32) 16d sinkers 3,080 2,650 ' • • . . i 24 (36) 16d sinkers 3,465 2,980 When nailing MSTC52 18 (44) 16d sinkers 4,235 3,645 Stitch nailing the strap over , 16 (48) 16d sinkers 4,620 3,975 of double studs OSB/plywood, ., by others use a 21/2" long 30 (48) 16d sinkers 4,780 4,120 v u'" nail minimum 24 (54) 16d sinkers 5,380 4,640 "" MSTC66 18 (64) 16d sinkers 5,860 5,495 0 16 (68)16d sinkers 5,860 5,840 0 30 (64) 16d sinkers 5,860 5,495 •� MSTC78 24 (72) 16d sinkers 5,860 5,860 04. It •_ / 0 18 (76) 16d sinkers 5,860 5,860 °oo- SP n 24 (14) 16d 1,725 1,495 , o Clear a STHD It MST37 18 (20) 16d 2,465 2,135 0 . / :: Shown .. 16 (22)16d 2,710 2,345 ,/ ,. .. 'w 24 (26)16d 3,215 2,780 /oso •• • ® MST48 18 (32)16d 3,960 3,425 3/°: 16 (34)16d 4,205 3,640 0 _ , , . 30 (34) 16d 4,605 3,995 0 0; IQ° II MST60 24 (40) 16d 5,240 4,700 0 0 18 (46) 16d 6,235 5,405 Typical Detail with Strap 30 (48) 16d 6,505 5,640 Installed Over Sheathing z >- N i MST72 24 (54) 16d 6,730 6,345 Floor-to-Floor Tie z Installation Showing 18 (62) 16d 6,730 6,475 0 a Clear Span 0 "0 See footnotes below. w a al z (0 Dimensions Fasteners Allowable Tension Loads Allowable Tension Loads o 63 Model (in.) (Total) (DF/SP) (SPF/HF) Code (I) s. No. Ga' W L Nails Bolts Nails Bolts Nails Bolts Ref. z cp Qty. Dia. (160) (160) (160) (160) a_ YMST27 21A6 27 (30) 16d 4 1/2 3,700 2,165 3,200 2,000 ti r . M 12 21A6 371h (42) 16d 6 1/2 5,080 3,025 4,480 2,805 oN le MST48 21/46 48 (50) 16d 8 1/2 5,310 3,675 5,190 3,410 It ' MST60 21/16 60 (68) 16d 10 1/2 6,730 4,485 6,475 4,175 0 MST72 10 21/16 72 (68) 16d 10 1/2 6,730 4,485 6,475 4,175 14, (5 L3, FL 0 HST2 7 21/2 211/4 - 6 % - 5,220 - 4,835 110 HST5 5 211/4 - 12 5 - 10,650 - 9,870 II HST3 3 3 251/2 - 6 3/4 - 7,680 - 6,660 HST6 6 251/2 - 12 3/4 - 15,470 - 13,320 1 , \II_'..._,i:;L= loads have been increased for wind or seismic loading with no further increase allowed; reduce where other loads govern. 2.Install bolts or nails as specified by Designer. Bolt and nail values may not be combined. 3.Allowable bolt loads are based on parallel-to-grain loading and these minimum member thicknesses: MST-21/2"; HST2 and HST5-4"; HST3 and HST6-41/2". 4.Splitting may be a problem with installations on lumber smaller than 31/2"; either fill every nail I.1ole with 10d x 1 1/" nails or fill every-other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of fasteners used. 5.Use half of the required nails in each member being connected to achieve the listed loads. 6. i • Il .c, .. ... ructurn1 panel _r,eathind. use 21/2" long nail minimum. 7.Tension loads apply for uplift as well when installed vertically. 8. Nails: 16d = 0.162" dia. x 31/2" long, 16d sinker = 0.148" dia. x 31/4" long, 10d x 11/2" = 0.148" dia. x 11/2" long. 304 See pp. 26-27 for other nail sizes and information. Simpson Strong-Tie`' Wood Construction Connectors SIMPSON HDU/DTT [,71:,----- -.'-' ; 'f4-::.::`,":11_11T-ini:11pr.w' Holdowns ,*.ERE„ o This product is preferable to similar connectors because A of a) easier installation, b)higher loads, c) lower installed .m--W I �-- v cost, or a combination of these features. 1-1--- : 31 jell_`40. 4 : 0 HDU holdowns are pre-deflected during the manufacturing Qcz e process, virtually eliminating deflection under load due toC 1— material stretch. They use Simpson StrongTie® Strong-Drive° Pilot holesformG SDS Heavy-Duty Connector screws which install easily, reduce ma urpose�ngm Q- •y fastener slip and provide a greater net section when compared (Fasten notrequired) H to bolts. II _ ~ The DTT tension ties are designed for lighter-duty holdown applications on single 2x posts. The DTT1Z is installed with 615�fi nails or Simpson Strong-Tie Strong-Drive SD Connector screws and the DTT2Z installs easily with the Strong-Drive1 SDS Heavy-Duty Connector screws (included). The DTT1Z /holdowns have been tested for use in designed shearwalls � 1�and prescriptive braced wall panels as well as prescriptive @yl ``,„„ J� �I„ wood-deck applications (see p. 337 for deck applications). S� �+/ For more information on holdown options, contact eiH DU DTT2Z Simpson Strong-Tie. U.S. Patents U.S. Patent HDU Special Features: 5,979,130 8,555,580 • Holdown designs virtually eliminate deflection due to material stretch ._�►►►,i__ �1\y f�`t1U1 J • Uses Strong-Drive SDS Heavy-Duty Connector screws Minimum l)\\ which install easily, reduce fastener slip, and provide a Post--► wood greater net section area of thepost compared to bolts size by ;m member p Designer (• thickness /l % • Strong-Drive SDS Heavy-Duty Connector screws are . ® o supplied with the holdowns to ensure proper fasteners �® are used ��® Preservative- ° 11481 1�® treated barrier • No stud bolts to countersink at openings 1i may be Material: See table 4, required ® 1 �! .l d Finish: HDU — Galvanized; DTT1Z and DTT2Z — ZMAX® i coating; DTT2SS — stainless steel ) eL 4'S4s" Installation: i `�. 1W..-:-. o 41)1 0 • See General Notes on pp. 75-76 ' . .. . W 00 1 • The HDU requires no additional washer, the DTT requires . ° - i z q _ o. �v F a a standard-cut washer (included with DTT2Z) be installed - o,, . 0 �?s„ H between the nut and the seat DTT1 Z z Vertical HDU o • Strong-Drive SDS Heavy-Duty Connector screws install best Installation U.S. Patent with a low-speed high-torque drill with a 3/8" hex-head driver Pending b 0 Codes: See p. 14 for Code Reference Key Chart N © • 0 0 N. U j/ 0 U 4 iiiiil_=� 0 v t. _ p ,I u u G AAII 11 • li li ,i ,r A 11 II II • 0 11 II II Q 00II 11 1 ql m nnunuunmmunnnnnunuoi_� .1 0 r • 'o Hanger o • . : 0 not shown Horizontal HDU Offset Installation (Plan view) See Holdown and Tension Tie General Notes on p. 76. 78 Simpson Strong-Tie`=' Wood Construction Connectors SIMPSON H D U/DTT a Holdowns (cont.) ® These products are available with additional corrosion protection. For more information, see p.18. Dimensions Fasteners Minimum Allowable Tension Loads (in.) Wood (160)1 MNodel Ga. Anchor Post Member Deflection at ReCof. C W H B q SO Bolt Dia. Fasteners Thickness DF/SP SPF/HF Allowable Load CU N (in.) (in.) (in.) C (6)SD#9 x 11/z" 840 840 0.170 ? C ID DTT1Z 14 11/2 71/a 1'/6 3/4 3/16 3 (6) 10d x 11/2" 11/2 910 640 0.167 1 'E (8) 10tl x 11/2" 910 850 0.167 O N= 1— ® DTT2Z (8)1/4" x 11/2" SDS 11/2 1,825 1,800 0.105 14 31/4 615/6 15/a 13A6 4i6 1/z (8)1/4" x 11/2" SDS 3 2,145 1,835 0.128 ® DTT2Z-SDS2.5 (8)1/4" x 21/2" SDS 3 2,145 2,105 0.128 HDU2-SDS2.5 14 3 811/16 31/4 15/6 13/8 5/8 (6) Y" x 21/2" SDS 3 3,075 2,215 0.088 1111 HDU4-SDS2.5 14 3 101446 31/4 15/6 1% 5/a (10) 1/4"x 21/2" SDS 3 4,565 3,285 0.114 HDU5-SDS2.5 14 3 13416 31/4 15/6 13/8 5/8 (14)1/4" x 21/2" SDS 3 5,645 4,065 0.115 16, L8, FL 3 6,765 4,870 I:) • HDU8-SDS2.5 10 3 16% 31/2 1% 11/2 7/8 (20) 1/4" x 21/2" SDS 31/2 6,970 5,020 0.116 41/2 7,870 5,665 0.113 51/2 6,865 0.137 111 HDU11-SDS2.5 10 3 221/4 31/2 1% 11/2 1 (30) 1A"x 21/2" SDS 71/4 11,175 8,045 0.137 4x63.4 10,770 7,755 0.122 170 III HDU14-SDS2.5 7 3 2511/16 31/2 19/6 19/6 1 (36) 1/4" x 21/2" SDS 71/43 14,390 10,435 0.177 16, 51/22,3 14,445 10,350 _.!72 L8, FL 1.See pp. 75-76 for Holdown and Tension Tie General Notes. 2.Noted HDU14 allowable loads are based on a 51/2" wide post (6x6 min.). 3.HDU14 requires heavy-hex anchor nut to achieve tabulated loads (supplied with holdown). 4.Loads are applicable to installation on either narrow or wide face of post. z ,. Vertical z wood ii member o thickness O w F 0 O Studs/post O cc 1- z Threaded , O rod irT„ r- (3. MIIIMINIMMINIIMILIIIIIIIII aED ItFit Floor N Y IIIINIL ll Joist `J 2-2x 5? blocking 0 Typical HDU Tie Between Floors 79 Simpson Strong-Tie® Wood Construction Connectors SIMPSON LCB/CB trii i f fy O--Di.,�� 1 i e Column Bases Material: Strap: LCB — 12 gauge; CB4x, CB5x, CB6x — 7 gauge; CB7x and larger — 3 gauge 15A6"for 5/8"bolts Base: LCB — 16 gauge; CB4x through CB9x — 7 gauge; _ ��1/z"for 3/a"bolts CBI Ox — 3 gauge \ m 0 I y Finish: LCB, CB44, CB46, CB48, CB66, CB68, CB610 — galvanized; 6 , oo �`� o o all other CB — Simpson Strong Tie® gray paint or HDG. 0 0 �" of �\� Some models available in HDG or stainless steel. `` o� Installation:cn 0 y • Use all specified fasteners; see General Notes 3a" 51i, cover required is 3" for CB 2" for LCB ipr co For full loads, minimum side q \ 6L44, C • Install all models with bottom of base plate flush with concreteLCB46 51/2 -LCB66 • Post bases do not provide adequate resistance to preventS"-All others 0members from rotating about the base and therefore are not co 0 recommended for non-top-suppoed installations (such as fences or unbraced carports) WW2 �' Options: CB44 • LCB and CB are available in rough size. Other sizes (CB46, CB48, CB64, Configuration of all available for CB specify Wi and W2 dimensions. Consult C866, CB68, CB86, other CB sizes Simpson Strong Tie for bolt sizes and allowable loads. CB88, CB610 similar) Codes: See p. 14 for Code Reference Key Chart co i�ig` ,' rrf�� co o a 3,, , 4o o :,,,211/21 /�� ��Z 3 y,/t � „ z 31/2 0 �3�$ z 0600 II Q 0 �i 0 e--- litic\ I.. ..'-'-C.-.--: . �/1 I O Q, U I I , I 2" II S O ''') 2" min. 'f I 1 I min. I I \ ;) I-11110 z 1' 1� =° . side ,� ' ' 1 cn side ° ,f I ,I 1 3 min. f f 0 cover • I; I 1i ; cover side Q 3 min. `\. `..�ii �77 cover o ,'\ side , D cover • - 1 MV o • o ° o o il no • •,.. 0 0 U 0 p 3" min. • cover (typ.) 3 iliin. cove (iyl.,.) LCB CB9 (CB5, CB7 similar) for Glulam Column 102 Simpson Strong-Tie"' Wood Construction Connectors SIMPSON LCB/CB Column Bases (cont.) ® These products are available with additional corrosion protection. For more information, see p.18. Dimensions Allowable Loads DF/SP/SPF/HF(160) (in) Column Fasteners Wind and SDC A&B SDC C-F Model Nominal Code No. Column Machine Non-Cracked Cracked Non-Cracked Cracked Ref. Size Bolts W1 W2 Nails Qty. (i�) Uplift Uplift Uplift Uplift u) LCB44 4x4 39/6 31/2 (12) 16d 2 1/2 1,170 820 985 690 03 03 Ea CB44 4x4 39A6 39/16 NA 2 5/8 6,710 4,700 5,640 3,945 '0 LCB46 4x6 39/16 51/2 (12) 16d 2 1/2 1,170 820 985 690 128, IV FL, L27 ® CB46 4x6 39/16 51/2 NA 2 5/a 6,710 4,700 5,640 3,945 f co 111 CB48 4x8 39A6 71/2 NA 2 5 6,710 4,700 5,640 3,945 (3 CB5-4.5 Glulam 41/2 51/8 NA 2 5/8 6,710 4,700 5,640 3,945 111 CB5-6 Glulam 6 51/8 NA 2 5/8 6,710 4,700 5,640 3,945 170 II CB64 6 6 11 'i ,1,,,u i:-' - 1- LCB66 6x6 51/2 51/2 (12) 16d 2 1/2 1,170 820 985 690 128, ® CB66 6x6 51/2 51/2 NA 2 5/8 6,710 4,700 5,640 3,945 FL, L27 III CB6-7 6x 51/2 7 NA 2 5/8 6,710 4,700 5,640 3,945 170 ii CB68 6x8 51/2 71/2 NA 2 We 6,710 4,700 5,640 3,945 128, FL, L27 a CB610 6x10 51/2 91/2 NA 2 % 6,710 4,700 5,640 3,945 • CB612 6x12 51/2 111/2 NA 2 5/8 6,710 4,700 5,640 3,945 CB71/8-4 PSL 71/8 31/2 NA 2 3/4 6,710 4,700 5,640 3,945 a CB71/-6 PSL 71/6 51/2 NA 2 3/4 6,710 4,700 5,640 3,945 CB71/a-7 PSL 71/2 7 NA 2 3/4 6,710 4,700 5,640 3,945 CB7-6 Glulam 6 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 CB7-7.5 Glulam 71/2 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 d a CB7-9 Glulam 9 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 z >- CB7-10.5 Glulam 101/2 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 z Q o 110 CB86 8x6 71/2 51/2 NA 2 3/4 6,710 4,700 5,640 3,945 170 v w • CB88 8x8 71/2 71/2 NA 2 3/4 6,710 4,700 5,640 3,945 F 0 CB810 8x10 71/2 91/2 NA 2 3/4 6,710 4,700 5,640 3,945 z c CB812 8x12 71/2 111/2 NA 2 3/4 6,710 4,700 5,640 3,945 co o la CB9-6 Glulam 6 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 u) CB9-7.5 Glulam 71/2 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 o CB9-9 Glulam 9 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 © • CB9-10.5 Glulam 101/2 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 o IIII CB1010 10x10 91/2 91/2 NA 2 3/4 6,710 4,700 5,640 3,945 U 0 IP CB1012 10x12 91 111/2 NA 2 3/4 6,710 4,700 5,640 3,945 1. CB1212 12x12 111/2 111/2 NA 2 3/4 6,710 4,700 5,640 3,945 1.Loads may not be increased for short-term loading. 2.Concrete shall have a minimum compressive strength, f'c = 2,500 psi. 3.LCB products may be installed with either bolts or nails (not both) to achieve table loads. 4.Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 5.In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category(SDC) C may use "Wind and SDC A&B" allowable loads. 6.Downloads shall be based on either the wood post design or concrete design calculated per code. See pp. 383-385 for common post allowable loads. 7.Designer is responsible for concrete design. Minimum foundation dimensions are for anchorage only. 8.Loads must not be increased by short-term loading. 9. Nails: 16d = 0.162" dia. x 31/2" long. See pp. 26-27 for other nail sizes and information. 103