The URL can be used to link to this page

Home My WebLink AboutWest Side Flats 18 Plex - Calculations STRUCTURAL CALCULATIONS WEST SIDE FLATS 18-PLEX BOZEMAN, MONTANA PREPARED FOR: JDS ARCHITECTS, INC. BOZEMAN, MONTANA PREPARED BY: c �fflm Engineering and Surveying Inc. 1091 Stoneridge Drive•Bozeman,MT 59718 www.chengineem.com°info@chengineers.com MAY, 2021 #210424 • ° • ` CALCULATIONS REVIEW JL � �S ��. a REVIEWED BY: INITIAL: DATE: No. 7 TABLE OF CONTENTS ➢ DESIGN NOTES ➢ ROOF FRAMING ➢ 3RD FLOOR FRAMING ➢ 2ND FLOOR FRAMING ➢ SEISMIC/WIND DESIGN ➢ FOUNDATION DESIGN DESIGN NOTES DESIGN NOTES CODE - 2018 IBC SEISMIC ZONE - D WIND - 115 MPH, EXPOSURE C FLOOR DL- 30 PSF FLOOR LL -40 PSF DECK DL - 15 PSF DECK LL - 60 PSF STAIRWAY DL - 60 PSF STAIRWAY LL - 100 PSF ROOF DL- 15 PSF ROOF LL -41 PSF (SNOW LOAD ROOF FRAMING a .Y III v 3d015 N¢ 3da15 A — �+' __ illl 1 Il N _ q_ _ q 4 —1 — __ 7 q LlA 1� [i'Y N _ q q q q 1- 1 N I _ till11 Oct 1 N 1 I A A q q 1 1 A N w it �- I�Till11 � - � �_ _ u3 BEAM CALCULATIONS Notes: 0, 5 l f t Mmax k*in Sre q'd in-3 USE Zx(0 R> k 2 k Ireq'd in-4 -OR- w(Q dl S lb/ft1 Ix hand calc. Sx hand calc. Ix = w( ) dl w(R) ll t lb/ft Sx = w( ) ll Notes: 2, LZ., ❑ Q% 1 l 1 .f t Mmax k*in Sre q'd in-3 USE R> k 2 k Ireq'd in-4 -OR- w(R) dl 15 lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w(R) ll 1-/ lb/ft Sx = w( ) ll Notes: O' (o l ft Mmax k*in Sreq'd in-3 USE 3 RI k 2 k Ireq'd in-4 -OR- w((Z) dl IS lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w(R) ll Ll) lb/ft Sx = w( ) it PROJECT NAME: NO.: DATE: &I- wq I a LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. L R 1091 5toneridge Drive•Bozeman, MT 5971 B Phone(406)587-1115•Fax(406)587-9768 R L wvvw.chengineers.com•info@chengineers.com R BEAM CALCULATIONS Notes: Ll ft Mmax k*in Sreq'd in-3 USE k � RI k 2 k Ireq'd in-4 -OR- w(2) dl �S lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w(1L) I �/I lb/ft Sx = w( ) ll Notes: 0 ' 3 l 3 ft Mmax k*in Sreq'd in-3 USE �'z)zcl v RI k 2 k Ireq'd in-4 -OR- w(q) dl )j lb/ftl Ix hand calc. Sx hand calc. Ix = w( ) dl W(Z) ll `�t t i l b/f Sx = w( ) it Notes: 7 ,-wk l f t Mmax k*in Sre q'd in-3 USE 9 ) J l(; RI k 2 k Ireq'd in-4 -OR- w(g) dl lb/ftt Ix hand calc. Sx hand calc. Ix = w( ) dl w(R) ll I t l b/f t Sx = w( ) ll PROJECT NAME: NO.: DATE: Em� LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. 'I 1091 Stoneridge Drive•Bozeman, MT 59716 L R Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R BEAM CALCULATIONS Notes: lz,iqj' 1�- l IZ ft Mmax k*in Sreq'd in-3 USE R 1 k 2 k Ireq'd in-4 -OR- w(R) dl ,' lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w(?) 11 Z j lb/ftz Sx = w( ) ll Notes: l ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(r') dl lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl ( .) ll lb/ft Sx = w w( ) ll Notes: 1 ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w( ) dl lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w( ) 1l lb/f t Sx = w( ) 11 PROJECT NAME: NO.: DATE: C rmlas LOADS: 1 BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. 1091 Stoneridge Drive•Bozeman, MT 5971 B L R Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Description : Upper Roof Framing 1-7 Wood Beam Design : BEAM1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Doug lasFir-La rch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft Design Summary D 0.030 s o.0820 Max fb/Fb Ratio = 0.093. 1 - fb:Actual: 103.34 psi at 2.500 ft in Span#1 - - s Fb:Allowable: 1.106.88 psi Load Comb: +D+S+H Max fv/FvRatio= 0.057: 1 2-2x10 fv:Actual: 11.05 psi at 4.233 ft in Span#1 5.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr 5 W E H Transient Downward 0.005 in Total Downward 0.006 in Left Support 0.09 0.21 Ratio 9999 Ratio 9259 Right Support 0.09 0.21 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM2 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: DouglasFir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=22.0 ft Design Summary 0.330-s 0 t 9020)_.-_.. Max fb/Fb Ratio = 0.627. 1 � � - _ --- -_ fb:Actual: 694.45 psi at 2.000 ft in Span#1 Fb:Allowable: 1,106.88 psi Load Comb: +D+S+H Max fv/FvRatio= 0.424: 1 2-2x10 fv:Actual: 82.97 psi at 0.000 ft in Span#1 4.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.020 in Total Downward 0.028 in Left Support 0.67 1.80 Ratio 2363 Ratio 1722 Right Support 0.67 1.80 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculatons.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 0.i Wood Beam Design : BEAM3 Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-1.75x9.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: il-evel Truss Joist Wood Grade: MicroLam LVL 2.0 E Fb-Tension 2600 psi Fc-Prll 2510 psi Fv 285 psi Ebend-xx 2000 ksi Density 42.01 pcf Fb-Compr 2600 psi Fc-Perp 750 psi Ft 1555 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=24.0 ft Design Summary o 0.36o s o.s84o Max fb/Fb Ratio = 0.490. 1 — ._- fb:Actual : 1,464.31 psi at 3.000 ft in Span#1 .:a ,;{1; Fb:Allowable: 2,990.00 psi �xn Load Comb: +D+S+H 2-1.75x9.25 Max fv/FvRatio= 0.429: 1 s.o ft fv:Actual : 140.47 psi at 5.240 ft in Span#1 i Fv:Allowable: 327.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L L_r 5 w E H Transient Downward 0.062 in Total Downward 0.086 in Left Support 1.11 2.95 Ratio 1152 Ratio 837 Right Support 1.11 2.95 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM4 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.125x9, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0,0150, S=0,0410 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.228. 1 _ D o.o7so s 0.2050 fb:Actual : 628.72 psi at 5.000 ft in Span#1 z v. ar Fb:Allowable: 2,760.00 psi Load Comb: +D+S+H 5.125x9 Max fv/FvRatio= 0.132: 1 10.0 ft fv:Actual : 40.24 psi at 9.267 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr a w E H Transient Downward 0.083 in Total Downward 0.117 in Left Support 0.42 1.03 Ratio 1450 Ratio 1025 Right Support 0.42 1.03 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:1......... i.i Wood Beam Design : BEAM5 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.59 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft Design Summary o 0.27o s o.73eo Max fb/Fb Ratio = 0.289. 1 fb:Actual: 319.94 psi at 1.500 ft in Span#1 - -� Fb:Allowable: 1,106.88 psi a — Load Comb: +D+S+H Max fv/FvRatio= 0.205: 1 2-2x10 fv:Actual : 40.01 psi at 2.230 ft in Span#1 3.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D I Lr a iN E H Transient Downward 0.005 in Total Downward 0.007 in Left Support 0.41 1.11 Ratio 6848 Ratio 4984 Right Support 0.41 1.11 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM6 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.59 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0,0150, S=0.0410 k/ft,Trib=21.0 ft Design Summary D(0.3150)S 0.W q) Max fb/Fb Ratio = 0.337. 1 . fb:Actual : 372.96 psi at 1.500 ft in Span#1 Fb:Allowable: 1,106.88 psi Load Comb: +D+S+H Max fv/FvRatio= 0.239: 1 2-2x10 fv:Actual : 46.64 psi at 2.230 ft in Span#1 3.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Transient Downward 0.006 in Total Downward 0.008 in Left Support 0.48 1.29 Ratio 5869 Ratio 4276 Right Support 0.48 1.29 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 i.i Wood Beam Design : BEAM7 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.125x12, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Flo-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Flo-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft Design Summary o.z7o s o.7sao Max fb/Fb Ratio = 0.650. 1 fb:Actual: 1,793.55 psi at 6.000 ft in Span#1 Fb:Allowable: 2,760.00 psi Load Comb: +D+S+H y 5.125x12 Max fv/FvRatio= 0.412: 1 12.0 ft fv:Actual: 125.55 psi at 11.040 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr 5 ILI E H Transient Downward 0.261 in Total Downward 0.361 in Left Support 1.70 4.43 Ratio 552 Ratio 399 Right Support 1.70 4.43 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 3RD FLOOR FRAMING tlM ( ZIYi IZI TFMTn 'dU' -91®41LY"l�ilr Q rc YK 4 � a I t j _ a i 'du7uel rt olLnam I I o� 41 t I '3 1 erg¢ -" U1 aI UOI LYIaIII U �� xa n N n Q f 9HIM wtosl®olLnalll p I S 1 LL il it �o rn eh J- vi ` 'eurysl oIL al T tla xsH L II e J J BEAM CALCULATIONS Notes: �-, -z� l ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(l-) dl 3b lb/ft Ix hand calc. Sx hand calc. Ix = w(X) dl 15 w(Y) l l 40 l b/f t Sx = W(K) Notes: l ft Mmax k*in Sreq'd in-3 USE R 1 k 2 k Ireq'd in-4 -OR- w(F) dl 3 D lb/ft Ix hand calc. Sx hand calc. Ix = w(K) dl d5 w(f) 11 q o lb/f Sx = t W(R) it k I Notes: �•��` r, �: C) l ft Mmax k*in Sre q'd in-3 USE x�'JW Lv L- R 1 k 2 k Ireq'd in-4 -OR- w(f) dl lb/ft Ix hand calc. Sx hand calc. Ix = w(K) dl w(F) 11 lb/f Sx = t w(&) ll PROJECT NAME: NO.: DATE: =C & LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. L R 1091 Stoneridge Drive•Bozeman, MT 59716 Phone(406)587-1115•Fax(406)587-9768 R L www.chengineers.com•info @chengineers.cam R BEAM CALCULATIONS Notes: S' l l p ft Mmax k*in Sreq'd in-3 USE i R 1 k 2 k Ireq'd in-4 -OR- w(p) dl 15 lb/ftz Ix hand ca1c. Sx hand calc. Ix = w( ) dl W(D) 11 lb/ft Sx = w( ) 11 Notes: o y2 'F l ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(p) dl !j lb/fF Ix hand calc. Sx hand calc. Ix = w(jj dl L S W(Q) 11 /a lb/f Sx = t w(2) 11 Ll Notes: U S' l S ft Mmax k*in Sre q'd in-3 USE (Z)Zac!D R 1 k 2 k Ireq'd in-4 -OR- w(F) dl 3-D lb/ft Ix hand calc. Sx hand talc. Ix = w(R) dl 15 W(F) 11 q0 lb/ft Sx = w(K) 11 yl PROJECT NAME: NO.: DATE: "rWR== I =mow&FC LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. L R 1091 5toneridge Drive•Bozeman, MT 59718 Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@ chengineers.cam R BEAM CALCULATIONS Notes: S y� o' s' l S f t Mmax k*in Sre q'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(S) dl �b lb/ftL Ix hand calc. Sx hand calc. Ix = w( ) dl (S) I l D() lb/ft Sx = w W( ) ll f ram' $: 5 $:, Notes: l f t Mmax k*in Sre q'd in-3 USE i Gl. ctvx 15.3 R 1 k 2 k Ireq'd in-4 —OR— w(N) dl G�� lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w(�) 11 I lb/ft Sx = w( ) ll Notes: c� l f t Mmax k*in Sre q'd in-3 USE R 1 k 2 k Ireq'd in-4 -OR- w(r) dl 3 lb/ft- Ix hand calc. Sx hand calc. Ix = w( ) dl w(r ) ll lb/ft Sx = w( ) ll PROJECT NAME: NO.: DATE: f LOADS: 1 BEAM CONFIGURATIONS: L L Engineering and Surveying Inc, L R 1091 Stoneridge Drive•Bozeman,MT 59718 Phone(406]587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R BEAM CALCULATIONS Notes: p 33 01 l ft Mmax k*in Sreq'd in-3 USE R I k 2 k Ireq'd in-4 -OR- w(�) dl 15 lb/ftL Ix hand calc. Sx hand talc. Ix = w( ) dl W(p) it 66 lb/f Sx = t w( ) ll Notes: l ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w( ) dl lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w( ) ll lb/f t Sx = w( ) ll Notes: l ft Mmax k*in Sre q'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w( ) dl lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w( ) ll lb/ft Sx = w( ) ll PROJECT NAME: NO.: DATE: LOADS: BEAM CONFIGURATIONS: L L Engineering and Surveying Inc. L R 1091 Stoneridge Drive•Bozeman,MT 59718 Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R Project Title: Engineer: Project ID: Project Descr: Multi le Simple Beam File:calculations.ec6 p p Software copyright ENERCALC,INC.1983-2020,But:12.20.8.17 Description : 3rd Floor Framing 1-10 Wood Beam Design : BEAM1 Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=6.0 ft Design Summary tpQ Max fb/Fb Ratio = 0.415. 1 -- fb:Actual: 399.62 psi at 2.500 ft in Span#1 a -_ ' Fb:Allowable: 962.50 psi Load Comb: +D+L+H Max fv/FvRatio= 0.251 : 1 2-2x10 fv:Actual: 42.71 psi at 4.233 ft in Span#1 5.0 ft Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D Lr 5. W E D Transient Downward 0.013 in Total Downward 0.025 in Left Support 0.54 0.60 0.21 Ratio 4548 Ratio 2386 Right Support 0.54 0.60 0.21 LC: L Only C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM2 Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=22.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.643 1 fb:Actual: 711.28 psi at 2.000 ft in Span#1 Fb:Allowable: 1.106.88 psi Load Comb: +D+S+H _ Max fv/FvRatio= 0.435: 1 , 2-2x10 fv:Actual : 84.98 psi at 0.000 ft in Span#1 4.0 ft Fv:Allowable: 195.50 psi 1 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L L[ E w E H Transient Downward 0.020 in Total Downward 0.029 in Left Support 0.73 0.08 1.80 Ratio 2363 Ratio 1681 Right Support 0.73 0.08 1.80 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculafions.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Wood Beam Design : BEAM3 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-1.75x9.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: il-evel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb-Tension 2,600.0 psi Fc-Prll 2.510.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 42.010 pcf Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=24.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft Design Summary t Max fb/Fb Ratio = 0.501 1 _ b fb:Actual: 1,496.77 psi at 3.000 ft in Span#1 Fb:Allowable: 2,990.00 psi F 221.71X 925 - `Load Comb: +D+S+H Max fv/FvRatio= 0.438: 1 fv:Actual: 143.58 psi at 5.240 ft in Span#1 6.0 ft Fv:Allowable: 327.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D I Lr 5 LN E H Transient Downward 0.062 in Total Downward 0.088 in Left Support 1.20 0.12 2.95 Ratio 1152 Ratio 819 Right Support 1.20 0.12 2.95 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM4 Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.125x9, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0,060 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.314. 1 D o 0675o L o 270 fb:Actual: 753.38 psi at 5.000 ft in Span#1 Fb Allowable: 2,400.00 psi Load Comb: +D+L+H 5.125xg Max fv/FvRatio= 0.182: 1 10.0 ft fv:Actual: 48.22 psi at 9.267 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 W E H Transient Downward 0.109 in Total Downward 0.140 in Left Support 0.39 1.35 Ratio 1101 Ratio 855 Right Support 0.39 1.35 LC: L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculafions.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Wood Beam Design : BEAM5 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.060 k/ft,Trib=2.0 ft Design Summary 69 WA I , Max fb/Fb Ratio = 0.306. 1 - > _ fb:Actual : 338.88 psi at 1.500 ft in Span#1 Fb:Allowable: 1,106.88 psi - Load Comb: +D+S+H Max fv/FvRatio= 0.217: 1 2-2x10 fv:Actual: 42.38 psi at 2.230 ft in Span#1 3.0 n Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections , Max Reactions (k) D L !Jrr $ iN E H Transient Downward 0.005 in Total Downward 0.008 in Left Support 0.50 0.24 1.11 Ratio 6848 Ratio 4706 Right Support 0.50 0.24 1.11 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM6 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=21.0 ft Unif Load: D=0.030, L=0.040 k/ft,TO=1.0 ft Design Summary Max fb/Fb Ratio = 0.960 1 - -- fb:Actual: 1,062.29 psi at 2.500 ft in Span#1 Fb:Allowable: 1,106.88 psi Load Comb: +D+S+H Max fv/FvRatio= 0.581 : 1 2-2x10 fv:Actual: 113.55 psi at 4.233 ft in Span#1 5.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D I �r 5 �V E H_ Transient Downward 0.047 in Total Downward 0.067 in Left Support 0.88 0.10 2.15 Ratio 1267 Ratio 900 Right Support 0.88 0.10 2.15 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculatons.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 KW-06012646C&H Engineering and Surveying,Inc. Steel Beam Design : BEAM7 Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 STEEL Section : LL 5x3x1/4 LLBB, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.060, L=0.10 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.335: 1 D 0.30 L 0.50 Mu:Applied 2.541 k-ft at 2.500 ft in Span#1 Mn/Omega :Allow 7.586 k-ft Load Comb: +D+L+H Max fv/FvRatio= 0.045: 1 Vu:Applied 2.033 k at 0.000 ft in Span#1 5.0 ft Vn/Omega:Allow 44.910 k Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.78 1.25 Transient Downward 0.024 in Total Downward 0.039 in Right Support 0.78 1.25 Ratio 2510 1543 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design : BEAM8 Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 STEEL Section : C10x15.3, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.060, L=0.10 k/ft,Trib=6.0 ft Unif Load: D=-0.060, L=-0.10 k/ft,4.0 to 8.0 ft,Trib=1.0 ft Point: D=0.780, L=1.250 k @ 4.0 ft Point: D=0.780, L=1.250 k @ 8.0 ft Design Summary D(0.780)L(1.250) D(0.7530)L(1.250) Max fb/Fb Ratio = 0.607: 1 Mu:Applied 24.075 k-ft at 6.000 ft in Span#1 Mn/Omega :Allow 39.671 k-ft Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 Vu:Applied 7.562 k at 12.000 ft in Span#1 12.0 ft Vn/Omega:Allow 43.114 k Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 2.91 4.65 Transient Downward 0.200 in Total Downward 0.326 in Right Support 2.91 4.65 Ratio 719 442 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.17 Wood Beam Design : BEAM9 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 6.75x12, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.030, L=0.040 k/ft,0.0 ft to 10.50 ft,Trib=13.0 ft Unif Load: D=0.030, L=0.040 k/ft,10.50 to 15.0 ft,Trib=17.0 ft Design Summary Max fb/Fb Ratio = 0.850. 1 D 0.390 L 0.520 _D(0.510)L(0.680)__ fb:Actual : 2,038.83 psi at 7.700 ft in Span#1 w-t t-^ Fb:Allowable: 2,400.00 psi Load Comb: +D+L+H 6.75x12 Max fv/FvRatio= 0.481 : 1 15.0 ft fv:Actual : 127.42 psi at 14.050 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 iN E H Transient Downward 0.362 in Total Downward 0.644 in Left Support 3.14 4.01 Ratio 497 Ratio 279 Right Support 3.52 4.51 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM10 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2x8,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.59 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.060 k/ft,Trib=1.333 ft Design Summary D o.02o L 0.07998 Max fb/Fb Ratio = 0.278 1 fb:Actual: 291.90 psi at 4.000 ft in Span#1 Fb :Allowable: 1,050.00 psi Load Comb: +D+L+H 2x8 2x8 Max fv/FvRatio= 0.181 : 1 4.0 ft 2.50 ft fv:Actual : 30.77 psi at 3.400 ft in Span#1 � Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L L-r 5 iN E H Transient Downward 0.019 in Total Downward 0.025 in Left Support 0.03 0.10 Ratio 3120 Ratio 2438 Right Support 0.12 0.42 LC:L Only LC:+D+L+H Transient Upward -0.001 in Total Upward -0.001 in Ratio 9999 Ratio 9999 LC:L Only LC:+D+L+H MEMBER REPORT PASSED Level 3,Floor:Joist 1 1 piece(s) 11 7/8"THO 210 @ 16"OC Overall Length:16'10 1/8" r 0 p 16'4" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 742 @ 16'3 3/8" 1005(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 742 @ 16'3 3/8" 1655 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 2952 @ 8'3 15/16" 3795 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.229 @ 8'3 15/16" 0.398 Passed(L/835) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.400 @ 8'3 15/16" 0.530 Passed(L/477) 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 43 1 40 Passed • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge-Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Prof"Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 333 444 777 1 1/4"Rim Board 2-Hanger on 11 7/8"GLB beam 6.75" Hanger- 1 1.75"/-z 341 454 795 See note r •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •3 See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'2"o/c Bottom Edge(Lu) 16'2"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dxl.5 2-Strong-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 16'10 1/8" 16" 30.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/8/2021 2:24:30 PM UTC Joseph Funk C&H Engineering and Surveying ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (406)587-1115 JOE@FUNK.IO Weyerhaeuser File Name: 210424 MEMBER REPORT PASSED Level 3, Floor:Joist 2 1 piece(s)11 7/8"TJI@ 360 @ 16"OC Overall Length: 18'3/8" 0 p 1 7'o" ❑1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 798 @ 17'5 5/8" 1080(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 798 @ 17'5 5/8" 1705 Passed(47%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 3409 @ 8'11 1/16" 6180 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.241 @ 8'11 1/16" 0.427 Passed(L/850) - 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.422 @ 8'11 1/16" 0.570 Passed(L/486) 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 44 40 Passed • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 357 476 833 1 1/4"Rim Board 2-Hanger on 11 7/8"GLB beam 6.75" Hanger 1.75"/-z 364 486 850 See note 1 -Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'1"o/c Bottom Edge(Lu) 17'4"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 18'3/8" 16" 30.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 6/8/2021 2:24:50 PM UTC Joseph Funk C&H Engineering and Surveying ForteWEB v3.2, Engine:V8.2.0.17, Data:V8.1.0.16 (406)587-1115 JOE@FUNK.IO Weyerhaeuser File Name: 210424 2ND FLOOR FRAMING tl011 NN1 � ZIlZ([7 '�'0.91 OILYl.&Lil' g I _ n J19�5 W/3 e I m Td Ol%Z'6 1 I•'� 1 � 'raa�rz �ao t al o I — 'i�dolrt F 'au aosi mrnu.�t+I n� 'dAl']'091 OIW1.Whll C � — R M '1'd M OI12,. 21.r 9 4 iaalxc 'id j � 3 oo '1'd 01%L o N3 �3 r� � 1 5 alun.vtai 91 01 1 % li IL 01. of _ �� 3 , ' 0 ID oI 1 1 T 11 1) 1 BEAM CALCULATIONS Notes: i7 l ft Mmax k*in Sreq'd in-3 USE (Z) zxta R I k 2 k Ireq'd in-4 -OR- w(I) dl 3O lb/ft Ix hand calc. Sx hand calc. Ix = w((,) dl / 5 W(F) ll � lb/ftz Sx = wp) llK Notes: L� f l ft Mmax k*in Sreq'd in-3 USE j o RI k 2 k Ireq'd in-4 -OR- w(F-) dl 3,1 lb/fe Ix hand calc. Sx hand calc. Ix = w(R) dl 15 w(i") it qv lb/fe- Sx = w(R) ll 4 Notes: R-, Zvi F, y\ -�i l ft Mmax k*in Sre q'd in-3 USE lz�l3/ak�t`�u° L�\J L RI k 2 k Ireq'd in-4 -OR- w(F) dl r3p lb/fe Ix hand calc. Sx hand calc. Ix = w(R) dl lS w(F) ll qa lb/ft Sx = W(R) ll Ll) PROJECT NAME: NO.: DATE: rIn Ec��I� wl LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. L R 1091 Stoneridge Drive•Bozeman,MT 59718 Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R BEAM CALCULATIONS Notes: 5' 1 ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(p) dl 15 lb/ft- Ix hand calc. Sx hand calc. Ix = w( ) d1 W(Q) 11 66 1b/ft" Sx = w( ) 1l Notes: Ig' 0 3� 1 3 ft Mmax k*in Sre q'd in-3 USE �Z�7X1D RI k 2 k Ireq'd in-4 -OR- w(r--) dl 3D lb/ft Ix hand calc. Sx hand ca1c. Ix = w(IZ) dl l5 W(F) 11 Ito lb/ft- Sx = w()2) 11 ti I Notes: ;?-;-z-\' 0 3� l 3 ft Mmax k*in Sre q'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(P) dl 3D lb/ft Ix hand calc. Sx hand calc. Ix = w(iC) dl 15 Sx w(, t) 11 ua lb/f = w(i3) 11 PROJECT NAME: NO.: DATE: r 1c: a wl LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. L R 1091 Stoneridge Drive•Bozeman, MT 59718 Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R BEAM CALCULATIONS Notes: l ft Mmax k*in Sreq'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(5) dl v lb/fiZ Ix hand calc. Sx hand calc. Ix = w( ) dl w(S) it ter lb/ft Sx = w( Tar- ) ll ' 61 S: Z 5 Notes: ® l i L f t Mmax k*in Sre q'd in-3 USE C-fDxl5 ,3 R l k 2 k Ireq'd in-4 -OR- w(S) dl 6 O lb/ft Ix hand calc. Sx hand calc. Ix = w( ) dl w(S) ll lb/fi' Sx = w( ) ll 1 aD F-14" Notes: 0 IS i �p.5 l 15 f t Mmax k*in Sre q'd in-3 USE RI k 2 k Ireq'd in-4 -OR- w(--'-) dl 30 lb/fiZ Ix hand calc. Sx hand calc. Ix = w( ) dl w(") ll �D lb/ft Sx = w(. ) ll PROJECT NAME: NO.: DATE: Ec', LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc. L R 1091 Stoneridge Drive•Bozeman, MT 59718 Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R BEAM CALCULATIONS Notes: .35� C) 1 f t Mmax k*in Sre q'd in-3 USE �,j-, &/1 8.G R I k 2 k Ireq'd in-4 -OR- w(P) dl l� lb/ftz Ix hand calc. Sx hand calc. Ix = w( ) dl Sx = w(P) 11 lb/ft w( ) it Notes: , 1 ft Mmax k*in Sreq'd in-3 USE R 1 k 2 k Ireq'd in-4 -OR- w(� dl lb/ft?' Ix hand calc. Sx hand calc. Ix = w( ) dl Sx = w�t-) l t �` lb/ftt Notes: L 1 b' l f t Mmax k*in Sre q'd in-3 USE R1 k 2 k Ireq'd in-4 -OR- w( ) dl lb/ft Ix hand calc. Sx hand catc. Ix = w( ) dl Sx = w( ) It lb/ft w( ) 11 PROJECT NAME: NO.: DATE: AMH EC I LOADS: BEAM CONFIGURATIONS: L L R Engineering and Surveying Inc, L R 1091 Stoneridge Drive•Bozeman, MT 5971 B Phone(406)587-1115 •Fax(406)587-9768 R L www.chengineers.com•info@chengineers.com R Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Description : 2nd Floor& Lower Roof Framing 1-12 Wood Beam Design : BEAM1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=12.0 ft Desian Summary Max fb/Fb Ratio = 0.798. 1 fb:Actual : 767.77 psi at 2.500 ft in Span#1 Fb:Allowable: 962.50 psi Load Comb: +D+L+H Max fv/FvRatio= 0.483: 1 A��2-2xlO fv:Actual: 82.07 psi at 4.233 ft in Span#1 5.0 ft Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L L a 1N E H Transient Downward 0.026 in Total Downward 0.048 in Left Support 0.99 1.20 0.21 Ratio 2274 Ratio 1246 Right Support 0.99 1.20 0.21 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM2 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=22.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft Design Summary OPZW'4-d-oftb Max fb/Fb Ratio = 0.658 1 _ ,. _ R.,�,.=�»• fb:Actual : 728.11 psi at 2.000 ft in Span#1 r _ - Fb:Allowable: 1,106.88 psi Load Comb: +D+S+H Max fv/FvRatio= 0.445: 1 2-2x10 - fv:Actual: 86.99 psi at 0.000 ft in Span#1 4.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr a w E hl Transient Downward 0.020 in Total Downward 0.029 in Left Support 0.79 0.16 1.80 Ratio 2363 Ratio 1642 Right Support 0.79 0.16 1.80 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Wood Beam Design : BEAM3 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-1.75x9.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: il-evel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb-Tension 2,600.0 psi Fc-Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 42.010 pcf Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=24.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft Design Summer t Max fb/Fb Ratio = 0.511 • 1 fb:Actual: 1,529.23 psi at 3.000 ft in Span#1 -= Fb:Allowable: 2,990.00 psiJig:11 _ Load Comb: +D+S+H Max fv/FvRatio= 0.448: 1 14 2-1.75x9.25 fv:Actual: 146.69 psi at 5.240 ft in Span#1 6.0 ft Fv:Allowable: 327.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr 5 w E H Transient Downward 0.062 in Total Downward 0.090 in Left Support 1.29 0.24 2.95 Ratio 1152 Ratio 802 Right Support 1.29 0.24 2.95 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM4 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.125x9, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.060 k/ft,Trib=4.50 ft Desian Summary Max fb/Fb Ratio = 0.314. 1 D 0.0675o L 0.270 fb:Actual: 753.38 psi at 5.000 ft in Span#1 Fb:Allowable: 2,400.00 psi - Load Comb: +D+L+H 5.125x9 Max fv/FvRatio= 0.182: 1 10.0 ft fv:Actual: 48.22 psi at 9.267 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr 5 W E H Transient Downward 0.109 in Total Downward 0.140 in Left Support 0.39 1.35 Ratio 1101 Ratio 855 Right Support 0.39 1.35 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17, �.� Wood Beam Design : BEAM5 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PHI 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.060 k/ft,Trib=4.0 ft Design Summary ) Max fb/Fb Ratio = 0.339. 1 fb:Actual: 375.32 psi at 1.500 ft in Span#1 Fb:Allowable: 1,106.88 psi W. 77 Load Comb: +D+0.750L+0.750S+HMax fv/FvRatio= 0.240: 1 � fv:Actual: 46.93 psi at 2.230 ft in Span#1 23.0 ft ~ Fv:Allowable: 195.50 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) 2 L Lr E W E H Transient Downward 0.005 in Total Downward 0.008 in Left Support 0.59 0.48 1.11 Ratio 6848 Ratio 4249 Right Support 0.59 0.48 1.11 LC:S Only C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM6 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PHI 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,TO=21.0 ft Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft Design Summary Dl�do ®9®Qe Max fb/Fb Ratio = 0.354. 1 -� fb:Actual : 391.89 psi at 1.500 ft in Span#1 � Fb:Allowable: 1,106.88 psi YLL q_ . Load Comb: +D+S+H Max fv/FvRatio= 0.251 : 1 2-2x10 fv:Actual : 49.00 psi at 2.230 ft in Span#1 3.0 ft Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D S Lr E w E H Transient Downward 0.006 in Total Downward 0.009 in Left Support 0.57 0.12 1.29 Ratio 5869 Ratio 4069 Right Support 0.57 0.12 1.29 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculabons.ec6 Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.17 KW-06012646C&H Engineering and Surveying,Inc, Steel Beam Design : BEAM7 Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 STEEL Section : LL 5x3x1/4 LLBB, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.060, L=0.10 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.335: 1 D o.3o L o.50 Mu:Applied 2.541 k-ft at 2.500 ft in Span#1 Mn/Omega:Allow 7.586 k-ft Load Comb: +D+L+H Max fv/FvRatio= 0.045: 1 Vu:Applied 2.033 k at 5.000 ft in Span#1 f 5.0 ft Vn/Omega:Allow 44.910 k l Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.78 1.25 Transient Downward 0.024 in Total Downward 0.039 in Right Support 0.78 1.25 Ratio 2510 1543 LC: L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design : BEAM8 Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 STEEL Section : C10x15.3, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.060, L=0.10 k/ft,Trib=6.0 ft Unif Load: D=-0.060, L=-0.10 k/ft,4.0 to 8.0 ft,Trib=1.0 ft Point: D=0.780, L=1.250 k @ 4.0 ft Point: D=0.780, L=1.250 k @ 8.0 ft Design Summary D(0.780)L(1.250) D(0.780)U1.250) Max fb/Fb Ratio = 0.607: 1 Mu:Applied 24.075 k-ft at 6.000 ft in Span#1 6 Mn)Omega :Allow 39.671 k-ft Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 j Vu:Applied 7.562 k at 0.000 ft in Span#1 12.0 ft Vn/Omega:Allow 43.114 k Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 2.91 4.65 Transient Downward 0.200 in Total Downward 0.326 in Right Support 2.91 4.65 Ratio 719 442 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculatlons.ec6 KW-06012646 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 C&H Engineering and Surveying,Inc. Wood Beam Design : BEAM9 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 6.75x12, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.030, L=0.040 k/ft,0.0 ft to 10.50 ft,Trib=13.0 ft Unif Load: D=0.030, L=0.040 k/ft,10.50 to 15.0 ft,Trib=17.0 ft Design Summary Max fb/Fb Ratio = 0.850. 1 D 0.390 L 0.520 D(0.510)L(0.680) fb:Actual: 2,038.83 psi at 7.700 ft in Span#1 arar -; -^� Fb Allowable: 2,400.00 psi - e �...- Load Comb: +D+L+H 6.75x12 X Max fv/FvRatio= 0.481 : 1 15.0 ft fv:Actual : 127.42 psi at 14.050 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D b Lr a iN E H Transient Downward 0.362 in Total Downward 0.644 in Left Support 3.14 4.01 Ratio 497 Ratio 279 Right Support 3.52 4.51 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BEAM10 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2x8,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.060 k/ft,Trib=1.333 ft Design Summary D o.ozo L 0.07998 Max fb/Fb Ratio = 0.278. 1 �t -_ _ fb:Actual: 291.90 psi at 4.000 ft in Span#1M - .jzy, Fb:Allowable: 1,050.00 psi _ _ym.� __ ,,. , Load Comb: +D+L+H 2x8 2x8 Max fv/FvRatio= 0.181 : 1 fv:Actual: 30.77 psi at 3.400 ft in Span#1 4.0 ft 2.50 ft Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L LF 5 W E LI Transient Downward 0.019 in Total Downward 0.025 in Left Support 0.03 0.10 Ratio 3120 Ratio 2438 Right Support 0.12 0.42 LC: L Only LC:+D+L+H Transient Upward -0.001 in Total Upward -0.001 in Ratio 9999 Ratio 9999 LC: L Only LC:+D+L+H Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Wood Beam Design : BEAM11 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.992. 1 D 0.03o s 0.0820 fb:Actual: 998.65 psi at 6.750 ft in Span#1 - Fb:Allowable: 1,006.25 psi _ Load Comb: +D+S+H 2x12 Max fv/FvRatio= 0.307: 1 13.50 ft fv:Actual: 60.10 psi at 12.600 ft in Span#1 Fv:Allowable: 195.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) ! L Lr a iN E H Transient Downward 0.266 in Total Downward 0.375 in Left Support 0.23 0.55 Ratio 608 Ratio 431 Right Support 0.23 0.55 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design : BEAM12 Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 STEEL Section : W12x26, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0410 k/ft,Trib=9.0 ft Design Summary D 0.1350 S 0.3690 Max fb/Fb Ratio = 0.030: 1 :71 Mu:Applied 2.799 k-ft at 1.750 ft in Span#1 Mn/Omega:Allow 92.814 k-ft Load Comb: +D+S+H Max fv/FvRatio= 0.037: 1 4 4 Vu:Applied 2.063 k at 1.750 ft in Span#1 1.750 ft Vn/Omega:Allow 56.120 k Load Comb: +D+S+H 3.250 ft Max Reactions (k) g L Lr S W E H Max Deflections Left Support -0.35 -0.79 Transient Downward 0.002 in Total Downward 0.004 in Right Support 1.15 2.64 Ratio 9999 9999 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward -0.000 in Ratio 9999 Ratio 9999 LC: LC:+D+S+H V K t r MEMBER REPORT PASSED Level 2, Floor Joist 1 1 piece(s) 11 7/8"T31@ 210 @ 16"OC Overall Length:16' 101/8" 0 0 16'a" 1❑ 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 742 @ 16'3 3/8" 1005(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 742 @ 16'3 3/8" 1655 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 2952 @ 8'3 15/16" 3795 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.229 @ 8'3 15/16" 0.398 Passed(L/835) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.400 @ 8'3 15/16" 0.530 Passed(L/477) 1.0 D+1.0 L(All Spans) TJ-ProT"Rating 43 40 Passed • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge-Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.501, 4.25" 1.75" 333 444 777 1 1/4"Rim Board 2-Hanger on 11 7/8"GLB beam 6.75" Hanger- 1 1.75"/-z 341 454 795 See note 1 •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •I See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'2"o/c Bottom Edge(Lu) 16'2"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners MemberFasteners Accessories 2-Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strang-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 16'10 1/8" 16" 30.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 6/8/2021 2:24:30 PM UTC Joseph Funk C&H Engineering and Surveying ForteWEB v3.2, Engine: V8.2.0.17, Data:V8.1.0.16 (406)587-1115 JOE@FUNK.IO Weyerhaeuser File Name: 210424 MEMBER REPORT PASSED Level 2, Floor Joist 2 1 piece(s) 11 7/8"TH@ 210 @ 16"OC Overall Length: 18'3/8" f 0 t 0 2' 15 a.. Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1943 @ 2'2 3/4" 2565(5.25") Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) Building Use:Residential 1067 @ 2' 1655 Passed(64%) 1.00 1.0 D+1.0 L(AII Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 2237 @ 10'6 9/16" 3795 Passed(59%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.195 @ 9'10 3/16" 0.381 Passed(L/938) 1.0 D+1.0 L(Alt Spans) Total Load Dell.(in) 0.277 @ 10'1 1/2" 0.508 Passed(L/659) 1.0 D+1.0 L(Alt Spans) TJ-Pro"Rating 44 40 Passed - • Deflection criteria:LL(L/480)and TL(L/360). • Overhang deflection criteria:LL(2L/480)and TL(2L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 3.50" 859 1084 125 2068 Blocking 2-Hanger on 11 7/8"GLB beam 6.75" Hanger' 1.75"/-2 262 436/-49 -16 698/-65 See note •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'11"o/c Bottom Edge(Lu) 4'11"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 18'3/8" 16" 30.0 40.0 - Default Load 2-Point(PLF) 0 16" 300.0 360.0 82.0 ForteWEB Software operator Job Notes 6/8/2021 2:31:28 PM UTC Joseph Funk C&H Engineering and Surveying ForteWEB v3.2,Engine:V8.2.0.17, Data:V8.1.0.16 (406)587-1115 JOE@FUNK.IO Weyerhaeuser File Name: 210424 SEISMIC/WIND DESIGN Project: West Side Flats 18-Plex Date: 6/8/21 Job No.: 210424 Client: JDS Architects, INC Engineering and Surveying Inc. Location: Bozeman, MT By: JRF Sheet: 1 of 1 ASCE 7-16 Seismic Design Requirements-Equivalent Lateral Force Analyis Procedure Code Information Building Code: 12018 IBC Special Requirements,Addenda: Governing Jursidiction: Imontana None Site Specific Calculations Site Location: Design Loads: ASCE 7-16 12.7.2 Effective Seismic Weight Latitude 45.677 Roof Load Longitude 111.108 Dead Load 15.0 psf Snow Load 8.2 psf 20%of Pf when Site Class D 3rd Floor Load Pf>30psf Fa 1.228 Dead Load 30.0 psf Fv 2.155 2nd Floor Load Sms 0.878 Dead Load 30.0 psf Sm1 0.479 1st Floor Load Sds=2/3(Sms) 0.58533 Dead Load 30.0 psf Sd 1=2/3(Sml) 0.31933 Wall Loads Seismic Design Category D Framing Dead Load 8.0 psf Table 1613.3.5(1) Stone Veneer Width 1 in. 13.3 psf Wall Heights (ft) To mid depth of horiz. structure Areas: Stone ft"2 Framing ft^2 Level 1 5 Roof 9755 Level 2 10 3rd Floor 7565 Level 3 2nd Floor 7565 Parapet 1st Floor 0 Total 15 Wall 1 1515 Approximate Fundamental Period (12.8.2.1) Wall 2 1515 Ta=Ct*Hn^x Ct= 0.02 Wall 3 4550 Hn= 15 Wall 4550 Ta= 0.152439824 x= 0.75 Seismic Base Shear ASCE 7-16 12.8 Occ. Catergory Importance Factor F No. of Stories Seismic Dead Load I or II 1 1.0 1 Areas: Weight III 1.25 1.1 2 Roof 226316lb IV 1.5 1.2 3 3rd 226950lb 2nd 226950lb Response modification factor(Tb.12.2-1): R= 6.5 1 st 0 lb Importance Factor(11.5.1)= 1= 1 Wall 1 12120 lb Seismic Response Coefficient= Sds/(R/1) Cs= 0.090 Wall 2 12120 lb V=Cs*W*F V= 0.109W Wall 364001b Wall 36400lb Seismic Base Shear(V) V= 84 K Allowable Stress Design Reduction 0.7*V= 58.8 K (IBC 1605.3.1) W= 777256 lb Seismic Design Loads Bozeman Shear Redistribution Total Shear= 58.8 K Level H (FT) W (Kips) HW HW/SUM(HW) F (Kips) Sa (gray.) Sum 2 9.09375 287 2609.906 0.198248646 11.65702 0.0406 58.80 3 18.1875 287 5219.813 0.396497292 23.31404 0.0812 47.14 Roof 26.28125 203 5335.094 0.405254063 23.82894 0.1174 23.83 Tota Is 7771 13164.811 1j 58.8 C:; Project: West Side Flats 18-Plex Date: 6/22/21 Job No.: 210424 H Client: JDS Architects,INC Location: Bozeman,MT By: JRF Sheet: 1 of 1 Engineering and Surveying Inc. Envelope Procedure, Part 2 Wind Speed from Fig.1609A= 115 MPH Fig.1609E= 120 MPH Fig.1609C= 105 MPH 28.4 Envelope Procedure, MWFRS For Low-Rise Building.Part 2: Enclosed Simple Diaphragm Building(5 60 ft) Roof Height h= 35 feet Roof Pitch= 8.00 :12 =33.69 Degree Building&Structure Risk Category= 11,standard IBC T-1604.5 Wind Speed V= 115 MPH Fig.26.5-1A,MRI=700 yrs Topography factor KZ,= 1.00 26.8,Figure 26.8-1 Exposure C Height Adjustment factor A= 1.45 Fig 28.6-1 -10.30F -7.29H 0.95G -17.91 H 13.15E 11.41 G 2.69E -20.76F 18.70D 23.46E ► 33.7 deg. Case A Case B 27.26C Force in PSF 27.26C 34.23A 34.23A Force in PSF =43ft =194ft Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively. For Case B use 8=0° Total horizontal load shall not be less than that determined by assume p s =0 in zones B&D a= 10%of least horizontal dimension or 0.4h, whichever smaller, but bot less than either 4%of least horizontal dimenton or aft. 10%of least dimension= 4.3 ft C- 40%of the eave height= 14.0 ft 4%of least dimension or 3ft= 3.0 ft therefore a= 4.3 ft 2a= 8.6 ft Wall Pressure,Pw= 17.19 psf Roof Pressure,PR= 11.79 psf ----------------- Q1 CDL <L L ----—---------�-T - --------------- -—------- t . ---- -------- F,===a 1A 11- An ------------- ------ i a i M1 �J t it �D _ n N �y y 4 _I CIA 1N a r� . 1 i q v -- --------------� ,r I --�—, ---- .: S .�.. IRi• i� J ep` ' S �v U E VIA tie v, EI " s O` E r 1Ncn Tvz Ij M � ate . C� _ Q a • �� - � � cc � .� M �z M� 77 _ _ _ ____ �� -'-�-::.Lam" Z4 o gyp•, Zi r`' — I J i 1A 7FMI l i ++,, ci —joa rr: 4 J � fl -------------- 3,3 LL cl� c� T s � N _ . o �Jr CA CS " 4 m cJ ,I t3 EXTERIOR WALL HOLDOWN CALCULATION Avg Wall Weight= 8 PSF Fb=(WALL LENGTH)(WALL HEIGHT)(Wall Weight) Fa=(WALL TYPE)(WALL LENGTH) Fc=REQUIRED HOLDOWN WALL LENGTH Fb FT Fc 3.9 4291 Fa3 A 8 FT SHEAR WALL HDU HOLDOWN SCHEDULE 87 PLF MEMBER TENSION THICKNESS FASTER SIMPSON SYMBOL HOLDOWN TYPE LB IN DIA. IN ANCHOR 1 HDU4 4565 2 2x6 5/8" SB5/8x24 Fat Fc=1nd FLOOR REQUIRED WALL LENGTH FT WALL TYPE PLF 11.83333333 1560 g SHEAR WALL 8.FT 116 PLF 24 FT Fat 1ST FLOOR STRAP SCHEDULE SYMBOL HOLDOWN TYPE MEMBER g 2 MST37 2705 2 2x6 SHEAR WALL 8 FT 91 PLF Fc=2nd FLOOR REQUIRED WALL LENGTH FT WALL TYPE PLF 11.83333333 316 Fd O i Fc Fd 2ND FLOOR STRAP SCHEDULE MEMBER TENSION THICKNESS SYMBOL HOLDOWN TYPE LB IN a FORCE-RESISTINGLATERAL 4.3.3.5 Shear Capacity of Perforated Shear Walls: low the opening,these areas shall be in- The nominal shear capacity of a perforated shear wall eluded in the total area of openings. shall be taken as the tabulated nominal unit shear ca- Where the opening height is less than pacity multiplied by the sum of the shear wall segment h/3,an opening height of h/3 shall be lengths, ELi, and the appropriate shear capacity ad- used justment factor. C, from Table 4.3.3.5 or calculated using the following equation: h = height of the perforated shear wall CID _ r Ltot EL, =sum of perforated shear wall segment (3-2r)IL (4''-5) lengths,ft 1 4.3,�, Shsar Wall Aspect Ratios 1+h °L Size and shape of shear walls shall be limited to ' the aspect ratios in Table 4.3.4. where: 4.3.4.1 Aspect Ratio of Perforated Shear Wall r = sheathing area ratio Segments: The aspect ratio limitations of Table 4.3.4 shall apply to perforated shear wall segments within a L o = total length of a perforated shear wall perforated shear wall as illustrated ill Figure 4D. Por- including the lengths of perforated shear tions of walls with aspect ratios exceeding 3.5:1 shall wall segments and the lengths of seg- not be considered in the sum of shear wall segments. ments containing openings In the design of perforated shear walls to resist seismic forces, the nominal shear capacity of the perforated Ao total area of openings in the perforated shear wall shall be multiplied by 2b,/h when the aspect shear wall where individual opening areas ratio of the narrowest mo perforated shear wall seer p ment are calculated as the opening width times included in the sum of shear wall segment lengths, the clear opening height. Where sheath- ZLi, is greater than 2:1, but does not exceed 3.5:1. ing is not applied to framing above or be- y a bRe 4.3.3.5 Sheen Capac5ty Adjustm,ams Fa-ct®a, two Wall Height,h Maximum Opening Height' h/3 h/2 2h/3 5h/6 h 8'Wall 2'4" 4-4' 5'4" 6-8" 8'_0" 10'Wall 3'-4" 5'-0" 6-8" 8-4' 10.4. Percent Full-Height Sheathing z Effective Shear Capacity Ratio 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0,83 100% 1.00 1.00 1.00 1.00 1.00 I The nutxinnun opening height shall be WIWI as the nuixinnun opcnine clear height in a perlorated shear wall where areas above and/or below an openine remain tutsheathed.the height ol,cach openin,shall he defined as the Clear hciht of the apening plus the unsheathed areas. 2 The sum ot'the perlorated shear wall segment Ien,ths.El.;.divided by the total len,th of the perforated shear wall. AMERICAN WOOD COUNCIL FOUNDATION DESIGN ------------- ------------------------- ----------- VJ ------------------------------------- ------- jII -------------- Ail c-D------------- -------------- Ri -------- ---- II 15 .......... ---------- 4-11. 0 Q I U3 z 0 •II II rl ----------------- II ------------------------ .. .......II ----------------------- c------------- ---------------- : I � ------------ ---------- ---- ------------- ----------- ---------------- 3--------------------------- ------------- _____------ ------------- ----- ------- &.,. T- ------------- ------------ ----------- Nn A --------------------------------------------- T--------- = --- Q --- ---- Project: West Side Flats 18-Plex Date: 6/21/21 Job No.: 210424 Client: JDS Architects, INC Location: Bozeman, MT By: JRF Sheet: 1 of 1 Engin�Ering �nci Surv�yir-ig Inc. Capacity of a Continuous Footing Footing Information Footing Callout: A B Soil Bearing Capacity(psf): 2500 2500 Footing Width (in): 18 18 Footing Depth (in): 8 10 Footing Capacity Footing"A"Capacity(plf)= 2500(18/12)-((8/12)(18/12))(150)=3,600 plf Footing"B"Capacity(plf)= 2500(18/12)-((10/12)(18/12))(150)=3,563 plf Project Title: Engineer: Project ID: Project Descr: General Footing File:calculafions.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 0.i C&H Engineering and Surveying,Inc. DESCRIPTION: C Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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 Footing base depth below soil surface = 3.5 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 when max.length or width is greater than ksf Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in i Pedestal dimensions.., x x px:parallel to X-X Axis = 5.50 in -- -- -a- - - - pz:parallel to Z-Z Axis = 5.50 in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 0 i S Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a ... #Bars required within zone n/a #Bars required on each side of zone n/am Applied Loads D Lr L S W E H P:Column Load = 2.40 6.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 DESCRIPTION: C DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9968 Soil Bearing 2.492 ksf 2.50 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 0.1450 Z Flexure(+X) 0,9210 k-f/ft 6.353 k-f/ft +1.20D+1.60S PASS 0,1450 Z Flexure(A) 0.9210 k-ft/ft 6.353 k-f ift +1.20D+1.60S PASS 0.1450 X Flexure(+Z) 0.9210 k-ft/ft 6.353 k-ft/ft +1.20D+1.60S PASS 0.1450 X Flexure(-Z) 0.9210 k-ft/ft 6.353 k-ft/ft +1.20D+1.60S PASS 0.2264 1-way Shear(+X) 18.602 psi 82.158 psi +1.20D+1.60S PASS 0.2264 1-way Shear(-X) 18.602 psi 82.158 psi +1.20D+1.60S PASS 0.2264 1-way Shear(+Z) 18.602 psi 82.158 psi +1.20D+1.60S PASS 0.2264 1-way Shear(-Z) 18.602 psi 82.158 psi +1.20D+1.60S PASS 0.2898 2-way Punching 47.622 psi 164.317 psi +1.20D+1.60S 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 2.50 n/a 0.0 0.9920 0.9920 n/a n/a 0.397 X-X,+D+S 2.50 n/a 0.0 2.492 2.492 n/a n/a 0.997 X-X,+D+0.750S 2.50 n/a 0.0 2.117 2.117 n/a n/a 0.847 X-X,+0.60D 2.50 n/a 0.0 0.5952 0.5952 n/a n/a 0.238 Z-Z,D Only 2,50 0.0 n/a n/a n/a 0.9920 0.9920 0.397 Z-Z,+D+S 2.50 0.0 n/a n/a n/a 2.492 2.492 0.997 Z-Z,+D+0.750S 2.50 0.0 n/a n/a n/a 2.117 2.117 0.847 Z-Z,+0,60D 2.50 0.0 n/a n/a n/a 0.5952 0,5952 0.238 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k 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 i n A 2 inA2 i n A 2 k-ft X-X,+1.40D 0.2427 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.40D 0.2427 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D 0.2080 +Z Bottom 0.1728 Min Temp% 0.30 6,353 OK X-X,+1.20D 0.2080 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50S 0A308 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50S 0.4308 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1,60S 0.9210 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60S 0.9210 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+0.90D 0.1560 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+0.90D 0.1560 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.20S 0.2972 +Z Bottom 0,1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.20S 0,2972 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.40D 0,2427 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.40D 0.2427 +X Bottom 0.1728 Min Temp% 0,30 6.353 OK Z-Z,+1.20D 0.2080 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D 0.2080 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Project Title: Engineer: Project ID: Project Descr: General Footing File:calculations.ec6 Software copyright ENERCALC,INC.19n2020,Build:12.20.8.17 IRE r.i DESCRIPTION: C Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 0.4308 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50S 0.4308 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60S 0.9210 -X Bottom 0,1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60S 0.9210 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+0.90D 0.1560 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+0.90D 0.1560 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.20S 0.2972 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.20S 0.2972 +X Bottom 0.1728 Min Temp% 0.30 6,353 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 4.90 psi 4.90 psi 4.90 psi 4.90 psi 4.90 psi 82.16 psi 0.06 OK +1.20D 4.20 psi 4.20 psi 4.20 psi 4.20 psi 4.20 psi 82.16 psi 0.05 OK +1.20D+0.50S 8.70 psi 8.70 psi 8.70 psi 8.70 psi 8.70 psi 82.16 psi 0.11 OK +1.20D+1.60S 18.60 psi 18.60 psi 18.60 psi 18.60 psi 18.60 psi 82.16 psi 0.23 OK +0.90D 3.15 psi 3.15 psi 3.15 psi 3.15 psi 3.15 psi 82.16 psi 0.04 OK +1.20D+0.20S 6.00 psi 6.00 psi 6.00 psi 6.00 psi 6.00 psi 82.16 psi 0.07 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 12.55 psi 164.32psi 0.07638 OK +1.20D 10.76 psi 164.32psi 0.06547 OK +1.20D+0.50S 22.28 psi 164.32psi 0.1356 OK +1.20D+1.60S 47.62 psi 164.32psi 0.2898 OK +0.90D 8.07 psi 164.32psi 0.0491 OK +1,20D+0.20S 15.37 psi 164.32psi 0.09351 OK Project Title: Engineer: Project ID: Project Descr: General Footing File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 1.i DESCRIPTION: D Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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 Footing base depth below soil surface = 3.50 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 when max.length or width is greater than ksf Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 10.0 in Pedestal dimensions... X X px:parallel to X-X Axis = 5.50 in pz:parallel to Z-Z Axis = 5.50 in — Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ip m a Reinforcing . w 3'0 Bars parallel to X-X Axis Number of Bars = 4 w Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 t Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 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 = 5.0 16.40 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft _-V-x = k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing File:calculations.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 KW-06012646C&H Engineering and Surveying,Inc. DESCRIPTION: D DESIGN SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9996 Soil Bearing 2.499 ksf 2.50 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 0,3577 Z Flexure(+X) 2.892 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S PASS 0.3577 Z Flexure(-X) 2.892 k tift 8.086 k-ft/ft +1.20D+1.60S PASS 0.3577 X Flexure(+Z) 2.892 k-f/ft 8.086 k-ft/ft +1.20D+1.60S PASS 0.3577 X Flexure(-Z) 2.892 k-f/ft 8.086 k-ft/ft +1.20D+1.60S PASS 0.3582 1-way Shear(+X) 29.425 psi 82.158 psi +1,20D+1.60S PASS 0.3582 1-way Shear(-X) 29.425 psi 82.158 psi +1.20D+1.60S PASS 0.3582 1-way Shear(+Z) 29.425 psi 82.158 psi +1.20D+1.60S PASS 0.3582 1-way Shear(-Z) 29.425 psi 82.158 psi +1.20D+1.60S PASS 0.4958 2-way Punching 81.466 psi 164.317 psi +1.20D+1.60S 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 2.50 n/a 0.0 0.6764 0.6764 n/a n/a 0.271 X-X,+D+S 2.50 n/a 0.0 2.499 2,499 n/a n/a 1.000 X-X,+D+0.750S 2.50 n/a 0.0 2.043 2.043 n/a n/a 0.817 X-X,+0.60D 2.50 n/a 0.0 0.4058 0.4058 n/a n/a 0.162 Z-Z,D Only 2,50 0.0 n/a n/a n/a 0,6764 0.6764 0.271 Z-Z,+D+S 2.50 0.0 n/a n/a n/a 2.499 2.499 1.000 Z-Z,+D+0.750S 2.50 0.0 n/a n/a n/a 2.043 2.043 0.817 Z-Z,+0.60D 2.50 0.0 n/a n/a n/a 0.4058 0.4058 0.162 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k 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 inA2 inA2 inA2 k-ft X-X,+1.40D 0,6280 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.40D 0.6280 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D 0.5383 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D 0.5383 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50S 1.274 +Z Bottom 0.2160 Min Temp% 0,2667 8.086 OK X-X,+1.20D+0.50S 1.274 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S 2.892 +Z Bottom 0,2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S 2.892 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+0.90D 0.4037 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+0.90D 0.4037 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.20S 0.8326 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.20S 0.8326 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.40D 0.6280 -X Bottom 0.2160 Min Temp% 0.2667 8,086 OK Z-Z,+1.40D 0.6280 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D 0.5383 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D 0.5383 +X Bottom 0,2160 Min Temp% 0.2667 8.086 OK Project Title: Engineer: Project ID: Project Descr: General Footing File:calcula66ns.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 DESCRIPTION: D Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 inA2 inA2 k-ft Z-Z,+1,20D+0.50S 1.274 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50S 1.274 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S 2.892 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S 2.892 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D 0.4037 -X Bottom 0,2160 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D 0.4037 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.20S 0.8326 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.20S 0.8326 +X Bottom 0.2160 Min Temp% 0.2667 8.086 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 6.39 psi 6.39 psi 6.39 psi 6.39 psi 6.39 psi 82.16 psi 0.08 OK +1.20D 5.48 psi 5.48 psi 5.48 psi 5.48 psi 5.48 psi 82.16 psi 0.07 OK +1.20D+0.50S 12.96 psi 12.96 psi 12.96 psi 12.96 psi 12.96 psi 82.16 psi 0.16 OK +1.20D+1.60S 29.43 psi 29.43 psi 29.43 psi 29.43 psi 29.43 psi 82.16 psi 0.36 OK +0.90D 4.11 psi 4.11 psi 4.11 psi 4.11 psi 4.11 psi 82.16 psi 0.05 OK +1.20 -420S 8.47 psi 8.47 psi 8.47 psi 8.47 psi 8.47 psi 82.16 psi 0.10 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.401) 17.69 psi 164.32psi 0.1076 OK +1.20D 15.16 psi 164.32psi 0.09227 OK +1.20D+0.50S 35.88 psi 164.32psi 0.2184 OK +1.20D+1.60S 81.47 psi 164.32psi 0.4958 OK +0.90D 11.37 psi 164.32psi 0.0692 OK +1.20D+0.20S 23.45 psi 164.32psi 0.1427 OK