Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2019-0529 3943 Rock Ridge Parkway
to Ashleysliance 33 NW Franklin Avenue, Ste. 100 INENGINEERING , Bend, 0R 97703 (541) 647-1445 STRUCTURAL CALCULATIONS: PROJECT NO.: CO 19748 j ' . i! t AUGO2O19 f t ii PROJECT NAME: __ _, Neuman Residence (struct) ' );-y Arvk i---- „-- PROJECT TYPE: New Construction Single Family Residence FPI E copy Two-Story, Residential Building PROJECT ADDRESS: 3943 Rockridge Parkway Anacortes, WA 98221B LD -- 2_0 / j 5 2_1 ARCHITECT: Kil Strandberg Construction 3 b� ( -4jt Anacortes WA, 98221 PROJECT ENGINEER: David Shapiro DATE: y►ia-a. August 7, 2019 tr KV 1 n F'/,c ',,.sir 'NA s'ff1 (t. r-.\ I ��� `1I , , iw . • ,_.,,,,,,,,,,i, 9„W t ,,, 0 Ashley Vance ENGINEERING , INC TABLE OF CONTENTS DESIGN PARAMETERS A.1 - A.2 Loads A.2 ROOF FRAMING 1.1 - 1.14 Roof Framing Layout 1.1 Roof Beam Loads 1.2 Roof Rafter Loads 1.13 FLOOR FRAMING 2.1 - 2.21 Second Floor Framing Layout 2.1 First Floor Framing Layout 2.2 Floor Beam Loads 2.3 Floor Joist Loads 2.19 LATERAL ANALYSIS 3.1 - 3.18 Main Residence Seismic Forces 3.1 Main Residence Wind Forces 3.2 Main Residence Force Distribution 3.4 Main Residence Shearwall Layouts 3.5 Main Residence Shearwall Forces 3.7 Main Residence Perforated Wall Calculation 3.8 Main Residence Redundancy Factor Calculation 3.9 Main Residence Overturning Forces 3.10 Garage Seismic Forces 3.11 Garage Wind Forces 3.12 Garage Force Distribution 3.14 Garage Shearwall Layouts 3.15 Garage Shearwall Forces 3.16 Garage Redundancy Factor Calculation 3.17 Garage Overturning Forces 3.18 FOUNDATIONS 4.1 - 4.15 Foundation Layout 4.1 Conventional Footing Calculations 4.2 Pad Foundation Calculations 4.7 PAB Anchor Calculation 4.11 Page A. 1 of A.2 IeyVance E N C I N E E R l N G . INC DESIGN PARAMETERS Code: 2015 IBC Design Materials : ( Please refer to General Notes & Specifications for more detailed information) Wood : Douglas Fir-Larch Foundations: Concrete 2500 psi Rebar 60 ksi Steel : Wideflanges 50 ksi Tubes 46 ksi Pipes 35 ksi Plates, Bars, Etc. 36 ksi Frame Flange Plates 50 ksi Bolts : A307 (UNO) Welds: E70XX Note: The intent of lateral design is to prevent structural failures, in the event of seismic activities or high- winds, but not to prevent the damage of architectural finishes or systems. The lateral calculations herein conform to the specifications of the current International Building Code (IBC). Ashley & Vance Engineering Inc. provides no guarantees, expressed or implied, as to the adequacy of the IBC provisions. These calculations, specifications, details and drawings are instruments of service and are the property of Ashley & Vance Engineering Inc. The information contained herein is for use on the specific project referenced above and shall not be used otherwise without the written authorization of Ashley & Vance Engineering Inc. Page A.2 of A.2 ell Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Load Sheet ROOF LOADS Typical Roof Live Loads 20.0 psf Snow Load Ps = 0.7•Ce•Ct•I•Cs•Pg Ground Snow Load: psf __ �,..0 psf Exposure Factor: Ce 1 .0 psf Thermal Factor: Ct 1 .0 psf Importance Factor: I 1 .0 psf Roof Slope Factor: Cs 1 .0 psf Minimum Roof Snow Load per Jurisdiction 25.0 psf 25.0 psf Typical Roof Dead Loads Standing Seam Metal 2.3 psf 5/8" Plywood 2.0 psf Wood Framing 2.8 psf 10" Batt Insulation 0.8 psf 5/8" Gyp. Board Ceiling 2.8 psf Misc.Mechanical 2.3 psf Total Dead Load 13.0 psf FLOOR LOADS Typical Floor Live Loads 40 psf Typical Floor Dead Loads Hardwood 4.0 psf 3/4" Plywood 2.5 psf Wood Framing 3.3 psf 10" Batt Insulation 0.8 psf 5/8" Gyp. Board Ceiling 2.8 psf Misc. Loads 1.6 psf Total Dead Load 15.0 psf DECK LOADS Typical Deck Live Loads 60 psf Typical Deck Dead Loads 1-3/4" Thick Stone 22.0 psf 3/4" Plywood 2.5 psf Wood Framing -1,0 psf psf 5/8" Gyp. Board Ceiling 2.8 psf Misc. Loads 1.7 psf Total Dead Load 33.0 psf Partition Load Assumed Partition Load 20 psf Wall Dead Weight 10 psf Page 1 .1 of 1 .14 Ash Neuman Residence Job No.: 19748 3943 Rock Ridge Parkway Anacortes, WA 98221 ENGINESid . , a.; c.: Roof Framing Layout B1.27 B1 .5 B1 .26 J B1.4 I , �.� B1.10 B1.29 B1 .28 B1 .30 B1 .31 p 1 B1.16 B1.3 i B1 .7 B1 .17 I , MV . B1 .6 _, RJ1 / i B1.18 B1.13 '., ._ .YAW - / 4r B1.11 B1 .32 ' ,r / I /� T // i / / .. i /I // / f/ ;% B1.15 , _ , -L_ /7Z /: T1 A. B1 .21 - /NW - I— i I �% B1.12 B1.20 B1 .1 • B1 .2 I I. B1.19 1 1 111 l B1 .9 i A wN\C. 1 23 NI B1 .24 li, o i o 9 2x•.t.Min. L Jr J B1 .8 Page 1 .2 of 1 .14 Ashley&Vance ENG INEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S SDS= 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf rio= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plf) (plf) (plf) (plf) Type B1. 1 6.0 r 78 120 0 150 GLB 5-1/2" x 12" 0.0 f 0 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0 Bending -17kft 11.7 56% 0.0 d 0 0 0 0 Shear 3,735# 22 28% 2.0 w 20 0 0 0 Spans REACTIONS Loc(tt) M(k{rt) Rmin Rmax 1 22.0 2.0 98 120 0 150 Simple Span Roller 1 0 --- 685# 2,887# Roller 2 22 --- 886# 3,735# Additional Loads 61.19 1 19.0 461# 564# 0 705# Point Load DEFLECTIONS I / x Defl(in) Loc(n) I %Max Max(ASD) --- 1.04 11.0 --- L 360 524 0.50 11.0 69% EIWIS 360 419 0.63 11.0 86% D+L 240 288 0.92 11.0 83% B1. 2 8.0 r 104 160 0 200 6x10 D.F. #1 0.0 f 0 0 0 0 Force Loc(e) %Max 0.0 g 0 0 0 0 Bending -6.2kft 6.3 59% 0.0 d 0 0 0 0 Shear -1,994# 0 29% 1.5 w 15 0 0 0 Spans REACTIONS LoC(tt) I M(tett) Rmin Rmax 1 12.5 12.5 119 160 0 200 Simple Span Roller 1 0 --- 446# 1,994# Roller 2 13 --- 446# 1,994# Additional Loads DEFLECTIONS I!x I Defl(in) Loc(e) %Max Max(ASD) --- 0.28 6.25 --- L 360 1073 0.14 6.25 34% EIWIS 360 858 0.17 6.25 42% D+L 240 615 0.24 6.25 39% B1. 3 6.0 r 78 120 0 150 6x10 D.F. #1 0.0 f 0 0 0 0 Force Loc(tt) %Max 0.0 g 0 0 0 0 Bending -4.7kft 6.3 45% 0.0 d 0 0 0 0 Shear -1,519# 0 22% 1.5 w 15 0 0 0 Spans REACTIONS Loc(n) I M(k•it) Rmin I Rmax 1 12.5 12.5 93 120 0 150 Simple Span Roller 1 0 --- 349# 1,519# Roller 2 13 --- 349# 1,519# Additional Loads DEFLECTIONS I /x I Defl(ini Loco) %Max Max(ASD) --- 0.21 6.25 --- L 360 1431 0.10 6.25 25% EIWIS 360 1145 0.13 6.25 31% D+L 240 806 0.19 6.25 30% Page 1 .3 of 1 . 14 $2Ashley&Vance 01 ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S SDS = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no= 2.5 2f= 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft) L°/Xb(ft) (plf) (plf) I (plf) (plf) Type B1. 4 10.0 r 130 200 0 250 (2) 2x8 D.F. #2 1 0.0 f 0 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0 Bending -1.2kft 45% 0.0 d 0 0 0 0 Shear -975# 32°/ 1.0 w 10 0 0 0 Spans REACTIONS Loc(n) M(k•tt) Rmin Rmax 1 5.0 5.0 140 200 0 250 Simple Span Roller 1 0 210# 975# Roller 2 5 --- 210# 975# Additional Loads _ DEFLECT IONS I / x Deflon) Loc(n) %Max M ax(ASD) --- 0.04 2.5 --- L 360 3252 0.02 2.5 11% EIWIS 360 2601 0.02 2.5 14% D+L 240 1913 0.03 2.5 13% B1. 5 18.5 r 241 370 0 463 (2) 2x8 D.F. #2 0.0 f 0 0 0 0 Force Loc(fi) %Max 0.0 g 0 0 0 0 Bending -557#ft 21% 0.0 d 0 0 0 0 Shear -891# 30% 1.0 w 10 0 0 0 Spans REACTIONS Loc(rt) M(kit) Rmin Rmax 1 2.5 2.5 251 370 0 463 Simple Span Roller 1 0 188# 891 • Roller 2 3 --- 188# 891 • Additional Loads DEFLECT IONS I I x Defl(in) Loc(ft) %Max M ax(ASD) --- 0.00 1.25 - L 360 14062 0.00 1.25 3% EIWIS 360 11250 0.00 1.25 3% D+L 240 8385 0.00 1.25 3% B1. 6 6.0 r 78 120 0 150 6x8 D.F. #1 0.0 f 0 0 0 0 Force Loom %Max 0.0 g 0 0 0 0 Bending -2.8kft 0.7 47°/ 0.0 d 0 0 0 0 Shear -4,241# 0 79% 1.0 w 10 0 0 0 Spans REACTIONS LoC(rt) M(k'n) Rmin Rmax 1 3.5 3.5 88 120 0 150 Simple Span Roller 1 0 965# 4,241 •• Roller 2 4 - 298# 1,316•• Additional Loads B1.1 1 0.7 1.1 k 1.4k 0 1.7k Point Load DEFLECTIONS I / x I Deflpn) Loc(n) %Max M ax(ASD) --- 0.02 1.52 -- L 360 5407 0.01 1.52 7% EIWIS 360 4326 0.01 1.52 8% D+L 240 3071 0.01 1.52 8% 1 1 Page 1 .4 of 1 .14 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S SDS = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) _ (plf) (plf) - (plf) Type B1. 7 3.0 r 39 60 0 75 4x8 D.F. #1 0.0 f 0 0 0 0 Force Loc(tt) %Max 0.0 g 0 0 0 0 Bending -3.3kft 7.3 88% 0.0 d 0 0 0 0 Shear -899# 0 26% 1.0 w 10 0 0 0 Spans REACTIONS LOc(ft) M(k•tt) Rmin Rmax 1 14.5 14.5 49 60 0 75 Simple Span Roller 1 0 --- 213# 899# Roller 2 15 --- 213# 899# Additional Loads __ DEFLECTIONS' I/x I Deflpn) Loc(tt) %Max I Max(ASD) --- 0.65 7.25 --- L 360 551 0.32 7.25 65% EIWIS 360 441 0.39 7.25 82% D+L 240 303 0.57 7.25 79% B1. 8 4.0 r 52 80 0 100 (2) 2x8 D.F. #2 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -613#ft 2.8 23% 0.0 d 0 0 0 0 Shear -446# 0 15% 1.0 w 10 0 0 0 Spans REACTIONS Loc(tt) I M(k•R) Rmin Rmax 1 5.5 5.5 62 80 0 100 Simple Span Roller 1 0 --- 102# 446# Roller 2 6 --- 102# 446# Additional Loads DEFLECTIONS I/ x I Deflpn) Loc(e) I %Max Max(ASD) --- 0.02 2.75 --- L 360 6108 0.01 2.75 6% EIWIS 360 4886 0.01 2.75 7% D+L 240 3441 0.02 2.75 7% B1. 9 9.0 r 117 180 0 225 (2) 2x8 D.F. #2 0.0 f 0 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 Bending -539#ft 1.8 20% 0.0 d 0 0 0 0 Shear -616# 0 21% 1.0 w 10 0 0 0 Spans REACTIONS Loc(e) M(k•tt► Rmin Rmax 1 3.5 3.5 127 180 0 225 Simple Span Roller 1 0 --- 133# 616# Roller 2 4 --- 133# 616# Additional Loads DEFLECTIONS I / x I Defl(in) Loc(tt) %Max M ax(ASD) --- 0.01 1.75 --- L 360 10534 0.00 1.75 3% EIWIS 360 8427 0.00 1.75 4% D+L 240 6176 0.01 1.75 4% Page 1 .6 of 1 .14 °1112Ashley&Vance PO ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S SDs = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf Oo= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) (plf) (plf) (plf) Type B1. 13 10.0 r 130 200 0 250 GLB 5-1/2" x 9" 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -7.8kft 6.3 46% 0.0 d 0 0 0 0 Shear -2,500# 0 257. 2.0 w 20 0 0 0 Spans REACTIONS Locin) I M(k•n) Rmin Rmax 1 12.5 12.5 150 200 0 250 Simple Span Roller 1 0 --- 563# 2,500- Roller 2 13 --- 563# 2,500- Additional Loads DEFLECTIONS I /x Defliin) Loc(n) _ %Max M ax(ASD) --- 0.37 6.25 --- L 360 821 0.18 6.25 44% EIWIS 360 657 0.23 6.25 55% D+L 240 469 0.32 6.25 51% B1. 14 18.0 r 234 360 0 450 (2) 2x8 D.F. #2 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -1.4kft 2.0 51% 0.0 d 0 0 0 0 Shear -1,388# 0 46% 1.0 w 10 0 0 0 Spans REACTIONS Loc(n) I M(k•n) Rmin Rmax 1 4.0 4.0 244 360 0 450 Simple Span Roller 1 0 --- 293# 1,388# Roller 2 4 --- 293# 1,388# Additional Loads DEFLECTIONS I/x I Dap) Locln) %Max M ax(ASD) --- 0.03 2.0 --- L 360 3529 0.01 2.0 10% EIWIS 360 2823 0.02 2.0 13% D+L 240 2103 0.02 2.0 11% B1. 15 1.5 r 20 30 0 38 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Locin) %Max 0.0 g 0 0 0 0 Bending 2.5kft 4.5 62% 0.0 d 0 0 0 0 Shear 826# 4.5 22% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc)n) I M(k•n) Rmin Rmax 1 1.0 10 30 30 0 38 Cantilever Free 1 0 --- 0 0 2 3.5 3.5 30 30 0 38 Simple Span Roller 2 1 --- -574# -130# 3 19.0 19.0 30 30 0 38 Simple Span Roller 3 5 0 415# 1,586# 4 2.5 2.5 30 30 0 38 Cantilever Roller 4 24 0 181# 685# Free 5 26 --- 0 0 Additional Loads i DEFLECTIONS I /x I Defl)in) Loom I %Max Max(ASD) --- 0.30 15.27 --- L 360 -887 0.14 26.0 -41 EIWIS 360 -751 0.17 26.0 -48% D+L 240 -473 0.27 26.0 -51% Page 1 .7 of 1 . 14 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sns = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) (plf) I (plf) I (pit) Type B1. 16 1.5 r 20 30 0 38 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -239#ft 5.8 6% 0.0 d 0 0 0 0 Shear -235# 2.500001 6% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS LOC(n) I M(k'n) Rmin Rmax 1 2.5 2.5 30 30 0 38 Cantilever Free 1 0 --- 0 0 2 6.5 6.5 30 30 0 38 Simple Span Roller 2 3 --- 105# 403# 3 2.0 2.0 30 30 0 38 Cantilever Roller 3 9 0 90# 349# Free 4 11 0 0 0 Additional Loads DEFLECTIONS I/x I Defl(in) Loc(n) %Max Max(ASD) --- 0.01 5.75 --- L 360 -12809 0.00 0.0 -3(3/0 EIWIS 360 -16553 0.00 11.0 -2% D+L 240 -10379 0.01 11.0 -2% B1. 17 2.0 r 26 40 0 50 4x10 D.F. #1 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending 5.1kft 10.5 89% 0.0 d 0 0 0 0 Shear 1,948# 10.5 44% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(n► I M(k'n) Rmin Rmax 1 7.5 7.5 36 40 0 50 Simple Span Roller 1 0 --- 91# 359# 2 3.0 3.0 36 40 0 50 Simple Span Roller 2 8 --- -1,554# -292# 3 5.5 5.5 36 40 0 50 Cantilever Roller 3 11 0 797# 3,105# Free 4 16 0 0 0 Additional Loads B1.15 1 16.0 301# 307# 0 383# Point Load DEFLECTIONS- I / x I Defl(in) Loc(n) %Max M ax(ASD) --- 0.33 16.0 --- L 360 886 0.15 16.0 41% EIWIS 360 711 0.19 16.0 51% _... - D+L 240_ 453 0.29 16.0 53% B1. 18 3.0 r 39 60 0 75 r 6x8 D.F. #1 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -2.0kft 5.8 35% 0.0 d 0 0 0 0 Shear -713# 0 13% 1.0 w 10 0 0 0 Spans REACTIONS Loc(n) I M(en) I Rmin I Rmax 1 11.5 11.5 49 60 0 75 Simple Span Roller 1 0 --- 169# 713# Roller 2 12 --- 169# 713# Additional Loads DEFLECTIONS I / x Defl(in) Loc(n) %Max M ax(ASD) --- 0.16 5.75 --- L 360 1808 0.08 5.75 20% EIWIS 360 1447 0.10 5.75 25% D+L 240 995 0.14 5.75 24% Page 1 .8 of 1 .14 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sos = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf Oo= 2.5 2f = 2 ft of floor trib Floor 115 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plf) (plf) (plf) I (pif) Type B1. 19 3.0 r 39 60 0 75 (2)-1 3/4" x 11 7/8" LVL 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending 1.6kft 12.5 8% 0.0 d 0 0 0 0 Shear -620# 12.500001 7% 1.0 W 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(n) Mwn) , Rmin Rmax 1 7.5 7.5 49 60 0 75 Simple Span Roller 1 0 --- 99# 422# 2 5.0 5,0 49 60 0 75 Simple Span Roller 2 8 --- 32# 717# 3 5.0 5,0 49 60 0 75 Cantilever Roller 3 13 0 277# 1,198# Free 4 18 0 0 0 Additional Loads DEFLECTIONS I l x I Defl(in) Loc(n) %Max I M ax(ASD) --- 0.04 17.5 --- L 360 5968 0.02 17.5 6% EIWIS 360 5052 0.02 17.5 7% D+L 240 3456 0.03 17.5 7% B1. 20 15.0 r 195 300 0 375 GLB 5-1/2" x 12" 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -16kft 7.0 54% 0.0 d 0 0 0 0 Shear 5,640# 10.5 42% 3.0 w 30 0 0 0 Spans REACTIONS Loc(n) I M(on) Rmin Rmax 1 10.5 10.5 225 300 0 375 Simple Span Roller 1 0 --- 1,004# 4,395# Roller 2 11 --- 1,299# 5,640# Additional Loads B1.1 7.0 1.5k 1.8k 0 2.3k Point Load DEFLECTIONS I I x I Defl(in) Loc(n) %Max Max(ASD) --- 0.21 5.6 --- L 360 1227 0.10 5.6 29% EIWIS 360 982 0.13 5.6 37% 1 D+L 240 690 0.18 5.6 35% B1. 21 1.0 r 13 20 0 25 6x10 D.F. #1 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -7.9kft 2.5 74% 0.0 d 0 0 0 0 Shear -3,205# 0 47% 1.0 w 10 0 0 0 Spans REACTIONS Loc(n) I M(en) Rmin Rmax 1 7.0 7.0 23 20 0 25 Simple Span Roller 1 0 --- 741# 3,205# Roller 2 7 --- 433# 1,855# Additional Loads B1,1 1 2.5 1.1k 1.4k 0 1.7k Point Load DEFLECTIONS I /x Defl(in) Loc(n) %Max M ax(ASD) --- 0.09 3.27 --- L 360 1956 0.04 3.27 18% EIWIS 360 1565 0.05 3.27 23% D+L 240 1098 0.08 3.27 22% Page 1 .9 of 1 .14 CO Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sos = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plf) I (plf) (plf) (plf) Type B1. 22 2.0 r 26 40 0 50 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Loc(a) %Max 0.0 g 0 0 0 0 Bending -3.3kft 8.8 87% 0.0 d 0 0 0 0 Shear -753# 0 20% 1.0 w 10 0 0 0 Spans REACTIONS Loc(n) I M(k•a) Rmin I Rmax 1 17.5 17.5 36 40 0 50 Simple Span Roller 1 0 --- 189# 753# Roller 2 18 --- 189# 753# Additional Loads DEFLECTIONS I/x I Defl(in) Loc(e) I %Max Max(ASD) --- 0.57 8.75 --- L 360 788 0.27 8.75 46% EIWIS 360 630 0.33 8.75 57% D+L 240 415 0.51 8.75 58% B1. 23 4.0 r 52 80 0 100 (2)-1 3/4" x 11 7/8" LVL 0.0 f 0 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 Bending 1.8kft 4.0 9% 0.0 d 0 0 0 0 Shear -1,077# 4.000001 12% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(ft) I M(k•e) Rmin I Rmax 1 4.0 4.0 62 80 0 100 Simple Span Roller 1 0 --- -280# 95# 2 2.0 2.0 62 80 0 100 Cantilever Roller 2 4 --- 451# 1,858# Free 3 6 0 0 0 Additional Loads B1.22 1 6.0 315# 350# 0 438# Point Load DEFLECTIONS I/ x I Deflpn) Loc(ft) %Max Max(ASD) --- 0.01 6.0 --- L 360 8012 0.01 6.0 4% EIWIS 360 6841 0.01 6.0 5% D+L 240 4499 0.01 6.0 5% I B1. 24 1.0 r 13 20 0 25 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending_ 2.0kft 10.0 50% 0.0 d 0 0 0 0 Shear -873# 10.000001 23% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(e) I M((•n► Rmin Rmax 1 10.0 10.0 23 20 0 25 Simple Span Roller 1 0 --- -65# 129# 2 2.5 2.5 23 20 0 25 Cantilever Roller 2 10 --- 344# 1,316# Free 3 13 0 0 0 Additional Loads B1.22 1 12.5 315# 350# 0 438# Point Load DEFLECTIONS I/x I Defl(in) Loc(n► %Max Max(ASD) --- 0.09 12.5 --- L 360 1129 0.05 12.5 32% EIWIS 360 1012 0.06 12.5 36% D+L 240 676 0.09 12.5 35% Page 1 . 10 of 1 .14 0 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sips = 0.779 1 r= 1 ft of roof trib Roof 13 20 0 25 psf Oo= 2.5 2f= 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) (plf) (plf) (plf) Type i B1. 25 2.0 r 26 40 0 50 (2)-1 3/4" x 11 7/8" LVL 0.0 f 0 0 0 0 Force Locut) %Max 0.0 g 0 0 0 0 Bending 7.7kft 10.0 38% 0.0 d 0 0 0 0 Shear -1,746# 10.0000o1 19% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(rt) I M(k•rt) Rmin Rmax 1 10.0 10.0 36 40 0 50 Simple Span Roller 1 0 --- -499# 48# 2 5.0 5.0 36 40 0 50 Cantilever Roller 2 10 --- 759# 2,941# Free 3 15 0 0 0 Additional Loads B1.24 1 15.0 573# 594# 0 742# Point Load DEFLECTIONS I / x I Defl(in) Loc(n) %Max Max(ASD) --- 0.31 15.0 L 360 792 0.15 15.0 45% EIWIS 360 666 0.18 15.0 54% D+L 240 424 0.28 15.0 57% B1. 26 5.0 r 65 100 0 125 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Locut) %Max 0.0 g 0 0 0 0 Bending -1.2kft 3.5 31% 0.0 d 0 0 0 0 Shear -700# 0 18% 1.0 w 10 0 0 0 Spans REACTIONS Loc(ft) I M(k'n) Rmin Rmax 1 r 7.0 7.0 75 100 0 125 Simple Span Roller 1 0 --- 158# 700# Roller 2 7 --- 158# 700# Additional Loads DEFLECTIONS I /x I Defi(in) I Loc(n) %Max M ax(ASD) --- 0.03 3.5 L 360 4923 0.02 3.5 7% EIWIS 360 3938 0.02 3.5 9% D+L 240 2813 0.03 3.5 9% MiMili. - --- 4 -- - - r- c B1. 27 1.0 r 13 20 0 25 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 Bending 294#ft 8.0 7% 0.0 d 0 0 0 0 Shear 229# 8 6% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(n) I MOM Rmin Rmax 1 8.0 8.0 23 20 0 25 Simple Span 1 Roller 1 0 --- 45# 165# 2 3.5 3.5 23 20 0 25 Cantilever Roller 2 8 --- 114# 397# Free 3 12 0 0 n Additional Loads DEFLECTIONS I / x I Defl(in) I Locut) %Max Max(ASD) --- 0.01 3.73 --- L 360 10135 0.01 11.5 4% EIWIS 360 15951 0.01 11.5 2% D+L 240 9945 0.01 11.5 2% Page 1 .11 of 1 .14 0 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S SDS = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) (plf) (plf) (plf) Type B1. 28 10.0 r 130 200 0 250 4x12 D.F. #1 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending 1.6kft 3.5 20% 0.0 d 0 0 0 0 Shear 1,532# 3.5 28% 1.0 w 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(n) I M(k•n) Rmin Rmax 1 3.5 3.5 140 200 0 250 Simple Span Roller 1 0 --- -40# 669# 2 2.0 2.0 140 200 0 250 Cantilever Roller 2 4 --- 632# 2,709# Free 3 6 0 0 0 Additional Loads B1.27 1 5.5 190# 165# 0 207# Point Load DEFLECTIONS I /x I Defier') Loc(n) %Max B1.26 2 2.0 263# 350# 0 438# Point Load Max(ASD) --- 0.01 5.5 --- L 360 7704 0.01 5.5 5% EIWIS 360 8200 0.01 5.5 4% D+L 240 4952 0.01 5.5 5% B1. 29 1.0 r 13 20 0 25 (2) 2x10 D.F. #2 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending 1.9kft 6.0 47% 0.0 d 0 0 0 0 Shear -820# 6.000001 21% 1.0 W 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(n) I M(k•n) Rmin Rmax 1 6.0 6.0 23 20 0 25'Simple Span Roller 1 0 --- -210# 8# 2 2.5 2.5 23 20 0 25 Cantilever Roller 2 6 --- 306# 1,281# Free 3 9 0 0 0 Additional Loads B1.26 1 8.5 263# 350# 0 438# Point Load DEFLECTIONS I /x I Defl(in) Loc(n) %Max M ax(ASD) --- 0.07 8.5 --- L 360 1663 0.04 8.5 22% EIWIS 360 1378 0.04 8.5 26% D+L 240 981 0.06 8.5 24% B1. 30 5.0 r 65 100 0 125 (2)-1 3/4" x 11 7/8" LVL 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending 6.7kft 11.0 33% 0.0 d 0 0 0 0 Shear -2,081# 11.000001 23% 1.0 W 10 0 0 0 Skip Loading Considered Spans REACTIONS Loc(n) I M(k•n) I Rmin I Rmax 1 11.0 11.0 75 100 0 125 Simple Span Roller 1 0 --- -124# 722# 2 4.0 4.0 75 100 0 125 Cantilever Roller 2 11 --- 878# 3,792# Free 3 15 0 0 0 Additional Loads B1.29 1 15.0 510# 616# 0 770# Point Load DEFLECTIONS I/x I Defier') I Loc(n) %Max Max(ASD) --- 0.18 15.0 --- L 360 845 0.11 15.0 43% EIWIS 360 817 0.12 15.0 44% D+L 240 545 0.18 15.0 44% Page 1 .12 of 1 .14 0 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sips= 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf Clo= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plf) (plf) (plf) (plf) Type B1. 31 6.0 r r 78 120 0 150 (2)-1 3/4" x 11 718" LVL 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -3.2kft 5.1 16% 0.0 d 0 0 0 0 Shear 1,397# 9 15% 1.0 w 10 0 0 0 - Spans REACTIONS Loc(n) I M(on) Rmin Rmax 1 9.0 9.0 88 120 0 150 Simple Span Roller 1 0 --- 272# 1,234# Roller 2 9 --- 307# 1,397# Additional Loads B1.30 1 6.0 172# 253# 0 316# Point Load DEFLECTIONS I/x I Defl(in) Loc(n) %Max Max(ASD) --- 0.05 4.5 --- L 360 4513 0.02 4.5 8% EIWIS 360 3611 0.03 4.5 10% D+L 240 2623 0.04 4.5 9% I B 1. 32 0.0 r 1 0 0 0 0 W6X20 0.0 f 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 Bending -2.3kft 2.5 6% 0.0 d i 0 0 0 0 Shear -925# 0 3% 1.0 w 1 10 0 0 0 Spans REACTIONS Loc(n) M(k'rt) Rmin Rmax 1 5.0 5.0 10 0 0 0 Simple Span Roller 1 0 --- 255# 925# Roller 2 5 --- 255# 925# Additional Loads Elevator 1 2.5 800# 1.0k Point Load DEFLECTIONS I/ x I Defl(in) Loc(n) %Max Max(ASD) --- 0.01 2.5 --- L 360 16008 0.00 2.5 2% EIWIS 360 --- 0.00 0.0 --- D+L 240 8742 0.01 2.5 3% Page 1 .13 of 1 . 14 0 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sos = 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no = 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 15w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF RAFTERS adVanceBeam 2.0 Member Trib SPAN INFO : D LR L S Span/Load JOIST DESIGN (ft) L/Xa(ft) L°/Xb(ft) (psf) (psf) (psf) I (psf) Type Trib,Forces S Reactions are on per toot basis RJ 1 1.0 r 13 20 0 25 2x10 D.F. #2 @ 24" O.C. 0.0 f 0 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0, Bending -167#ft 3.0 19% 0.0 d 0 0 0 01 Shear -111# 0 12% 0.0 w 0 0 0 0 Spans REACTIONS Loc(rt) M(k'rt) Rmin Rmax 1 6.0 6.0 13 20 0 25 Simple Span Roller 1 0 --- 22p1f 111pif Roller 2 6 - 22p1f 111pif Additional Loads DEFLECTIONS I / x Defl(in) Loc(rt) %Max I Max(ASD) --- 0.01 3.0 --- L 360 9771 0.01 3.0 4% EIWIS 360 7817 0.01 3.0 5% D+L 240 6107 0.01 3.0 4% r Page 1.14 of 1.14 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI*50001.7 Series BCI°6000 1.8 Series 2"Flange Width 25/16" Flange Width 9:o'BCI2 11 e"BC(' 14'BCI" - 99'la"BC(' 11T/s"BCt' 14'BC(' 16"BCr" 50001.7 I 50001.7 50001.7 60001.8 00018 I 60001.8 60001-8 Live Peed 4/12 4112 8112 4112 4112 8112 4/12 4/12 8/12 4/12 4/12 8112 4212 402 8/12 4/12 4112 e/12 4/12 4/12 8/12 Load Load or 10 to a to to or to to or to to or to to or to to or to to [psi] 1psfl Less 8/12 12/12. Less 8it2 12/12 Len 8/12 12/12 Less 8/12 12/12 Less 8/12 12112 Less 8/12 12/12 Less 8/12 12/12 Ncn- 20 10 24'-1" 22'9" 21'-1' 28'-7" 26'-11' 25'-0" 32'-7" 30'-8" 28'-6" 25-6" 24'1" 22'-4"-30'-5' 28'8" 26'7" 34'-8" 32'-8" 30'-4" 38'-4" 36'2" 33'-6" Snow 20 15 22'-10"21'-5" 19'-9" 2T-1"1 25'-5".23'-5' 30'-10" 29'-0" 26'-9" 24'-2" 22'-8" 20'-11"28'-10 27'-1" 25'-0" 32'-10'30'-10'28'-5" 36'4" 34'-1" 31'-5" 125% 21'•9" 20'-5" 18'4 11'-3" 29'•5' 27'-7" 25'-4" 23'-1" 21'-7" 19'-10"'27'-6' 25=9" 23'-8" 31'4" 29'1+" 26'-11" 34'-8" 32'-5"29'40" 25 10-422'-11"21'-8" 20'-2 2T-2" 25'-8"23'-10"30'-10"29'-3" 2T-2"'24'-3"22'-11" 21%4"28'-11' 274" 25'-5" 32'-11" 31-1" 28'-11"36'-5" 34'-5" 32'-0" 25 15 21'-10"20'-7" 19'-0"25'-10" 24'-4" 22'-T' 28'-9" 27'-9" 25'-8" 23'-1" 21'-9" 20'-2" 27-7"25'-11"24'-0" 31'-5" 29'-7" 27'-4" 34'-9" 32'-8" 30'-3" t2' 30 10 21'-11°20'-9" 19'-4" 25'-11"24'-7" 22'-11"28'-10"28'-0" 26'-1" 23'-2"21'-11"20'-0" 2T-7" 26'-2" 24'-0" 31'-6" 29'-9" 27-9"34'-10"32'-11" 30'-9" n.r. t Snow 30 15 21'-0" 19'-10" 18'-0"24'-10"23-5' " 21'-9" 27'-2" 26'-6"24'-10"22-3" 21'-0" 19'-5' 26'-6" 25'-0" 23-2' " 30'-2" 28'-5' 26'-5" 33'-0" 31.6" 29'-3" 115% 40 10 19'-11" 19'-1" 18'-0" 23'-7" 22'-8"I21%4"25'-10 26-5' 24'-0" 21'-1° 20'-3" 19'-1" 25'-1" 24'-1" 22'-9" 28'-8" 27'-5"25'-11"31'-4" 30'-5" 28'-8" 40 15 19'-7" 18'-7" 17'-3" 22'-6" 22%0" 20'-6" 24'-7" 24'-1" 23'-0" 20'-9" 19'-8" 18'-4" 24'-9" 23'-5"21'-10"27'-11" 26-8"24'-10"29'-10"29'-3" 2T-6" 50 10 18'5" 1T-8" 16'-9" 21'-7"20'-11"19'-11"23'-7" 23'-3" 22'-8" 19'-6" 18'-9" 17-9" 23'-3" 22'-4" 21'-2" 26-6" 25'-5" 24'-2" 28'-8" 28'-2" 26'-8" 50 15 18'-3" 17'-7" 16'-5" 20'-9" 20'-5" 19'-5" 22'-7" 22'-3" 21'•8" 19'-6" 18'-7" 174' 23'3" 22'-2" 20'-8° 25'-8" 25'3" 23'-7" 2T5" 27'-0" 26'-1" Non- 21-10" 20'-3"•27'-7' 26'-0" 24'-2" 31'-5' 29,-7" 27'-6" 34'-2 Snow 20 15 20'-8" 19:5" 1T-11 24-6" 23-0 !21'-3' 27'-8" 26'-3° 24'-3" 21211" 20'-7" 19'-0" 26'-1' 24'-6" 22'-8" 29'-9" 27'-11' 25'9" 32'-11'30'-11' 28'-6" 125"/ 20 20 19'-9" 18'-6" 1" 25'0" 22'11"20'11" 19'7" 18'0" 24'11 23'4' 21'5" 28'5" 26'-7' 24'-5' 31'-5' 29'-5° 27'-0" 25 10 20'-9" 19'-7" 18'-3" 24'-6" 23'-3" 21'-8" 26-8" 26-1" 24'-8" 22'-0" 20'-9" 19'-4" 26-2" 24'-9" 23'-0"29'-10"28'-2" 26'-3" 32'-5" 31'-2" 29'-0" 25 15 ,19'-9" 18'-7" 1T-3"22'-10"22'-1" 20'5"24'-10"24'-3" 23'-4" 20'-11" 19%9" 18'-3""24'-11 23'-6" 21'-9" 26-3" 26'-9"24'-10"30'-3" 29'-5' 27'51 16" 30 10 19'-10"18'-9" 1T-6" 22'-11" 22'-3" 20'-9"24'-11"24'-6" 23'-8" 21'-0" 19'-11" 18'-7" 25'-0" 23'-8" 22'-1" 28'-4" 2T-0" 25'-2" 30'-4° 29'-9"2T-10" o.C. snow 30 15 19'-0" 17'-11" 16'-8"1 21'-6" 21'-0" 19'-9" 23'5"22'-11"22'-2" 20'-1" 19'-0" 17'-7" 24'-0" 22'-7" 21'-0" 26'-8" 25'-9" 23'-11"28'-6" 27'-10"26'-6" 115% 40 10 18'-0" 17'-0" 164"'20'-6" 20'-2" 19'-4" 22'4° 22'-0" 21'-7° 19'-1" 18%4" 17'-3"i 22'-9"21'-10"20'-7' 25'5"24'-11"23'-6" 27'-2" 26'-9" 26%0" 40 15 17'-2" 16'-10" 15'-8" 19'-6" 19.-1" 18'-7" 21'-3"20'-10"20'-3" 18'-9" 1T-9" 16-7" 22'-2" 21'-2" 19'-9" 24'-2" 23'-8" 22'-6"25'-10"25'-4" 24'-8" 50 10 16-6" 16-0" 15'-2" 18.-8" 18'-6" 18'-0" 20'-4" 20'-1" 19'-9" 17'-8" 16'-11" 16'-1" 21'-1" 20'-2" 19'-2" 23'-2" 22'-11"21'-10"24'-9" 24'-6" 24'-1" 50 15 15'-10" 15'-6" 14'-10"17'-11" 17'-7" 17'-3" 19'-6" 19'-2" 18'-9" 17'-8" 16'-10" 15'-9" 20'-4" 20'-0" 18'-9"'22'-2"21'-10"21'-4" 23'-9" 23'-4"22'-10" Non• 2. - _ c -9" 20'-8. , Snow 20 15 19'5" 1:3 3' 16'-10'1 23 0 1 21'-8"120'-0'' 25'-3" 24'-6" 22-9" 20'-7° 19'4" 17 10 24'-6" 23'-0' 21 3' 27-11" 26-3" 24'13 30'-8" 29-0 26'-10" 125% 20 20 18'-6" 17'-4" 15'-11'f^'-9" 20-7 18'-11" 23'-7" 22'9" 21'-7" 10-7" 18-4' +g 91'-4" 21'-11" 20'-2" 26'-8" 24'-11"22'-11' 28'P' 25 10 19'-6" 18'-5" 17'-2" 22'4"21'-10"20'-4" 24'-4"23'-10"23'-2" 20'-7" 19'-6" 18'-2" 24'-7" 23'-3" 21'-8" 27'-8" 26'-6" 24'-8" 29'-7" 28'-11"27'-3" 25 15 18'4" 17'-6" 16'-2"'20'-10"20'-3" 19'-2" 22'-8" 22'-1" 21%4" 19'-8° 16-6" 1T-2" 23'-5" 22'-1" 20'5" 25'-9" 25'-1" 23'-4" 27'-7"26-10'25'-9" 19.2° 30 10 18'-5" 17'-8" 16'-5"20'-11" 20'-6" 19'-6" 22'-9" 22'-0"21'-10" 19'-8" 18'-8" 1T-5" 23'-6" 22'-3" 20'-9"25'-10"25'-4" 23'-8" 27'-8" 27'-2" 26'-2" 0.c. Snow 30 15 17'-4" 16'-10"15'-8" 19'-7" 19'-2" 18'-6" 21'5"20'-11" 20'-3" 18'-11"17'-10" 16'-7" 22'-4" 21'-3" 19'-9° 24'-4" 23'-9" 22'-6" 26'-0" 25'5" 24'-7" 115% 40 10 16'-6" 16-3" 15'-4" 18'-8" 18'-5" 18'-0" 20'-4" 20'-1" 19'8" 17'11" 17'-2" 16'-3° 21'-3" 20'-6" 194' 23'-2"22'-10"22'-1" 24'-9" 24'5"23'-11" 40 15 15'-8" 15'-4" 14'-8" 17'-9" 1T-5" 16'-11" 19'-4" 19'-0" 18'-6" 17'-8" 16-8" 15'-7" 20'-2"19'-10" 18'-7" 22'-0" 21'-7" 21'-0" 23'-6" 23'-1" 22'-6° 50 10 15'-0" 14'-10" 14%3" 17'-0" 16'-10116'-7" 18'-7" 18'4" 18'-0" 16'-7" 15'-11" 15'-1" 19'-5" 19'-0" 18'-0" 21'-1"20'-10"20'-6" 22'-7" 22'4"21'-11" 50 15 _14'-5" 14'-2" 13'-10"'16'-4" 16-1"•16-8" 1T-10" 1T-6" 17'-1" 16'-4" 15'-9" 14'-9" 18'-7" 18'-3" 17'-7" 20'-3" 19'-11" 19'-5",21'-8" 21'-3'20'-10" Non- Snow 20 15 18'-0' '16-11' 15-7'�20 b' 20-0 i 18'-6' 22 , 21'-i t 21-0' 19 C 17'11" I6 o i 22-8 21-4" 19 8 25-8 24�' 22'-5 27'-5" 26-7"24'10" 125% 20 20 17'-1" 16'-1 14'-9" 9 4" 18'-8 17'-0" 21.1 20'-4' 19-5" 18-2 17'-0" 15-8'!21'-8 20'-3" 18'-8" 23'-11" 23-1" 21'-3 25'-7" 24'-9" 23'-6" 25 10 17'-7" 17'-1" 15'-11"19'-11" 19'-6" 18'-10"21'-9" 21'-3" 20'-8" 19'-1" 18'-1" 16'-10"22'-8" 21'•6" 20'-0" 24-8" 24'-2"22'-10"26-5"25'-10"25'-2" 25 15 16-5" 15'-11" 15'-0" 18'-7" 18'-1" 17'-5" 20%3" 19%9" 19'-0' 18'-2" 1T-2" 15'-10"21'-2" 20'-5" 18'-11"23'-0" 22'-5" 21'-7" 24%8" 24'-0" 23'-2" 24" 30 10 16'-5" 16-2" 153" 18'-8" 18'-4" 1T-10"20%4" 20'-0" 19'-6" 18'3" 1T-3" 16'-2" 21'-2" 20'-7" 19'-3" 23'-1" 22'-8" 21'-11"24'-9" 24'-3" 23'-8° o.c. Snow 30 15 15'-5" 15'-1" 14'-6".17'-6" 17'-1" 16'-7" 19'-1" 18'-8" 18'-1" 17%6" 16-6" 15'-4" 19'-11" 19'-6" 18'-3" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8"21'-11" 115% 40 10 14'-8" 14'-6" 14'-2" 16'-8" 16'-5" 16'-1" 18'-2" 1T-11" 17'-7" 16-7" 15'-11" 15'-0" 19'-0" 18'-8" 17'-11"20'-8" 20'-4" 20'-0" 22'-1" 21'-9" 21%4" 40 15 14'-0" 13'-8" 13'-4" 15'-10" 15'-T' 15'-2" 17'-3" 16'-11" 16'-6" 15'-11" 15'-5" 14'5"118'-0" 17'-8" 17'-2" 19'-8" 19'-3" 18'-9" 21'-0" 20'-7" 19'-8" 50 10 13'-5" 13'-3" 13%0" 15'-3" 15'-0" 14'-9" 16-7" 16'-5" 16-1" 15'-3" 14'-8" 14'-0" 1T-4" 17'-1" 16'-8" 18'-10" 18'-8" 18%4" 19'-10" 19'-5" 18%9" 50 15 12'-10" 12'-8" 12'-4" 14'-7" 14'-4" 14'-0";15'-11" 15'8" 14'-11" 14'-7" 14'-4° 13'-8" 16'-7" 16'-4" 15'-11",17-11" 17'-4" 16'-6" 18'-3" 1T-8" 16'-10" • Table values are limited by shear,moment,total load deflection • This table was designed to apply to a broad range of applications. equal to L/180 and live load deflection equal to U240.Check the It may be possible to exceed the limitations of this table by local building code for other deflection limits that may apply. analyzing a specific application with the BC CALC5 software. • Table values represent the most restrictive of simple or multiple • Slope roof joists at least 1/4"over 12"to minimize ponding. span applications. • Allowable spans and loads shall be adjusted and checked for • Table values assume minimum bearing lengths without web wind load as required by local building code. stiffeners for joist depths of 16 inches and less.18 and 20 inch joists require web stiffeners. Page 2.1 of 2.21 Ash I e &Va n ce Neuman Residence Job No.: 19748 3943 Rock Ridge Parkway ZENGINES ING , ING. Anacortes, WA 98221 Second Floor Framing Layout 0 il A ..._ . O V-J7'_ 0,,...... zi, ,inzzzz, .. _`� B2.19 76, 0 132.34 ® ® m ' S ____ __ ___ __ 1 % '' ipPrB2.37 ® � �i �� _. ® .. x t 'in =i f7t I B2.29 01.4,8_26 B2.30 ® ma -"••••11111111GI 1 7 1 0 4„,_ � 1 . k i ,i,,,. 0 __.__ Val ig B2.31 e, 1il '' il I , 0 62.10 C »:!Illir • I O ; IB2.20 ® y ® 1I I I HA_i____, I ® .,, I / I L I J 0 0 Page 2.2 of 2.21 Ash le &Vance0 Neuman Residence Job No.: 19748 3943 Rock Ridge Parkway ENGINEE I N G , I N C. Anacortes,WA98221 First Floor Framing Layout i I,.-l...J.a MM..........�J..g.N.— -_.� __if--- . sir_ ii II [p---- r. ..-prznizzi [L-i— .670=f-11— -'--.11- IL II i d I i iii=mg..' , — :1"`. - I ! IF 1 ... // I„ w 71 I I II / :, l r T / rI ,, _. Lis = J��L _4 J,, � -L -- j i Page 2.3 of 2.21 0 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E Sps= 0.779 1r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf S2°= 2.5 2f =2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck tub Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO _ D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (pit) I (PIO I (IA I (Plf) I (Plt) (Plf) Type B2. 1 11.0 r • 143 220 0 275 0 0 6x10 D.F. #1 0.0 f 0 0 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -3.4kft 4.0 32% 0.0 d 0 0 0 0 0 0 Shear -1,712# 0 25% 1.0 w 10 0 0 0 0 0 'Spans REACTIONS Loc(ft) I M(k a) I Rmin I Rmax 1 8.0 8.0 153 220 0 275 0 0 Simple Span Roller 1 0 --- 367# 1,712# Roller 2 8 --- 367# 1,712# I (Additional Loads DEFLECTIONS I/x I Deflan) I Loc(n) I %Max Max(ASD) --- 0.06 4.0 --- L 480 2977 0.03 4.0 16% EIWIS --- 2382 0.04 4.0 --- D+L 480 1756 0.05 4.0 27% B 2. 2 14.5 r 189 290 0 363 0 0 6x12 D.F. #1 0.0 f 0 0 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -5.7kft 4.5_ 37% 0.0 d 0 0 0 0 0 0 Shear -2,525# 0 31% 1.0 w 10 0 0 0 0 0 'Spans REACTIONS LoC(ft) I M(k•ft) I Rmin I Rmax 1 9.0 9.0 199 290 0 363 0 0 Simple Span Roller 1 0 --- 536# 2,525# Roller 2 9 --- 536# 2,525# 'Additional Loads DEFLECTIONS I/x I DefNN I Loc(n) I %Max Max(ASD) --- 0.07 4.5 --- L 480 2814 0.04 4.5 17% EIWIS --- 2251 0.05 4.5 --- D+L 480 1670 0.06 4.5 29% B 2. 3 3.0 r 39 60 0 75 0 0 (2) 2x8 D.F. #2 7.5 f 113 0 300 0 0 0 Force Loc(a) %Max 0.0 g 0 0 0 0 0 0 Bending -2.3kft 3.2 94% 0.0 d 0 0 0 0 0 0 Shear 1,611# 6 58% 1.0 w 10 0 0 0 0 0 'Spans REACTIONS Loc(n) I Kieft) Rmin I Rmax 1 6.0 6 0 162 60 300 75 0 0 Simple Span Roller 1 0 --- 316# 1,427# Roller 2 6 --- 367# 1,611# Additional Loads B1.8 1 4.5 171# 220# 0 275# Point Load DEFLECTIONS I/x I Deflon) LoC(ft) I %Max Max(ASD) --- 0.10 3.0 --- L 480 940 0.08 3.0 51% EIWIS --- 2995 0.02 3.2 --- D+L 480 635 0.11 3.0 76% ._ I Page 2.4 of 2.21 Ashley&Vance ENGINEERING, INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data 1 Description: D LR L S W E SD$= 0.779 )r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf 0o= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall tab Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft)t (plf) (plf) I (plf) I (plf) (plf) (plf) Type B 2. 4 0.0 r 0 0 0 0 0 0 (2) 2x8 D.F. #2 11.0 f 165 0 440 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -1.9kft 2.5 82% 0.0 d 0 0 0 0 0 0 Shear -1,538# 0 59% 1.0 w 10 0 0 0 0 0 Spans REACTIONS LOC(ft) I M(k•rt) I Rmin I Rmax 1 5.0 5 0 175 0 440 0 0 0 Simple Span Roller 1 0 --- 263# 1,538# Roller 2 5 --- 263# 1,538# 'Additional Loads DEFLECTIONS I/x I Defl(in) I Locirt) I %Max Max(ASD) --- 0.06 2.5 --- L 480 1478 0.04 2.5 32% EIWIS --- --- 0.00 0.0 --- no, D+L 480 1058 0.06 2.5 45% B 2. 5 0.0 r 0 0 0 0 0 GLB 5-1/2" x 12" 10.8 f 162 0 432 0 0 0 Force Loa(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -13kft 6.5 50% 0.0 d 0 0 0 0 0 0 Shear 4,024# 13 35% 2.5 w 25 0 0 0 0 0 'Spans REACTIONS Loc(ft) I M(eft) Rmin I Rmax 1 13.0 13.0 187 0 432 0 0 0 Simple Span Roller 1 0 --- 729# 4,024# Roller 2 13 --- 729# 4,024# 'Additional Loads DEFLECTIONS I/x I Deflpn) I Loc(tt I %Max Max(ASD) --- 0.28 6.5 --- L 480 801 0.19 6.5 60% EIWIS --- --- 0.00 0.0 --- D+L 480 559 0.28 6.5 86% LB 2. 6 5.0 r 65 100 0 125 0 0 GLB 5-1/2" X 12" 10.5 f 158 0 420 0 0 0 Force LoC(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -10kft 5.5 38% 0.0 d 0 0 0 0 0 0 Shear -3,644# 0 31% 2.0 w 1 20 0 0 0 0 0 Spans REACTIONS Loc(ft) I M(left) I Rmin I Rmax 1 11.0 2 0 243 100 420 125 0 0 Simple Span Roller 1 0 --- 800# 3,644# Roller 2 11 --- 800# 3,644# 'Additional Loads DEFLECTIONS I /x I Defl(in) I Loc(ft) I %Max Max(ASD) --- 0.15 5.5 --- L 480 1099 0.12 5.6 44% EIWIS --- 4570 0.03 5.5 --- D+L 480 749 0.18 5.5 64% • Page 2.5 of 2.21 120 Ashley&Vance E N G I N E E R I N G , I N C Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E Sos= 0.779 1 r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf CI,= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w = 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) I (plf) I (plf) I (plf) I (plf) I (plf) Type B 2. 7 5.0 r 65 100 0 125 0 0 GLB 5-1/2" x 12" 10.5 f 158 0 420 0 0 0 Force Loc(rt) %M ax 0.0 g 0 0 0 0 0 0 Bending -18kft 4.5 61% 0.0 d 0 0 0 0 0 0 Shear -5,587# 0 42% 2.0 w 20 0 0 0 0 0 Spans REACTIONS Loc(n) I Weft) I Rmin I Rmax 1 9.8 2 0 243 100 420 125 0 0 Simple Span Roller 1 0 --- 1,361# 5,587# Roller 2 10 --- 1,256# 5,200# Additional Loads B1.12 1 4.0 202# 260# 0 325# Point Load DEFLECTIONS I/x I Defl(in) I Loom) I %M ax B1.1 2 4.5 1.1k 1.4k 0 1.7k Point Load Max(ASD) --- 0.20 4.88 --- L 480 871 0.13 4.88 55% EIWIS --- 1258 0.09 4.88 --- D+L 480 544 0.22 4.88 88% B 2. 8 0.0 r 0 0 0 0 0 0 4x8 D.F. #1 12.0 f 180 0 480 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -2.5kft 2.8 77% 0.0 d 0 0 0 0 0 0 Shear -1,843# 0 61% 1.0 w 10 0 0 0 0 0 Spans REACTIONS Loc(n) I M(k-rt) I Rmin I Rmax 1 5.5 5 5 190 0 480 0 0 0 Simple Span Roller 1 0 --- 314# 1,843# Roller 2 6 --- 314# 1,843# IAdditional Loads DEFLECTIONS I/x I Defl(in) I Loc(rt) I %M ax Max(ASD) --- 0.07 2.75 --- L 480 1262 0.05 2.75 38% EIWIS --- --- 0.00 0.0 --- D+L 480 904 0.07 2.75 53% B 2. 9 0.0 r 0 0 0 0 0 0 4x12 D.F. #1 12.0 f 180 0 480 0 0 0 Force Loc(n) %M ax 0.0 g 0 0 0 0 0 0 Bending -3.0kft 3.0 45% 0.0 d 0 0 0 0 0 0 Shear -2,010# 0 43% 1.0 w 10 0 0 0 0 0 'Spans REACTIONS Loc(rt) M(left) I Rmin I Rmax 1 6,0 6 0 190 0 480 0 0 0 Simple Span Roller 1 0 --- 342# 2,010# Roller 2 6 --- 342# 2,010# 'Additional Loads DEFLECTIONS I/x I Defl(in) I Loc(rt) I %M ax Max(ASD) --- 0.03 3.0 --- L 480 3632 0.02 3.0 13% EIWIS --- -- 0.00 0.0 --- D+L 480 2602 0.03 3.0 18% Page 2.6 of 2.21 CO Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E Sos= 0.779 1 r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf CI°= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E SpanlLoad BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (pIt) I (pIt) I (pIf) (pIt) I (plf) (plf) Type . B 2. 10 5.0 r 65 100 0 125 0 0 GLB 5-1/2" X 12" 10.0 f 150 0 400 0 0 0 Force Loc(et %Max 0.0 g 0 0 0 0 0 0 Bending -7.1kft 4.0 23% 0.0 d 0 0 0 0 0 0 Shear 3,609# 6.5 27% 2.0 w 20 0 0 0 0 0 'Spans REACTIONS Loc(ft) I M(k•ft) I Rmin I Rmax 1 6.5 2 0 235 100 400 125 0 0 Simple Span Roller 1 0 --- 711# 3,022# Roller 2 7 --- 862# 3,609# Additional Loads B1.14 1 4.0 488# 720# 0 900# Point Load DEFLECTIONS I /x I Defl(in) I Loc(ft) I %Max B2.41 2 4.0 606# 714# 140# 893# 0 0 Point Load Max(ASD) --- 0.03 3.25 --- L 480 3223 0.02 3.25 15% EIWIS --- 5171 0.02 3.47 --- D+L 480 2061 0.04 3.25 23% B 2. 11 0.0 r 0 0 0 0 0 0 6x10 D.F. #1 7.5 f 113 0 300 0 0 0 Force Loc(tt) %Max 0.0 g 0 0 0 0 0 0 Bending -6.2kft 1.5 58% 0.0 d 0 0 0 0 0 0 Shear -4,388# 0 64% 2.0 w 20 0 0 0 0 0 Spans REACTIONS Lee(ft) I M(left) I Rmin I Rmax 1 7.0 7.0 133 0 300 0 0 0 Simple Span Roller 1 0 --- 1,125# 4,388# Roller 2 7 --- 509# 2,107# 'Additional Loads B1.1 1 1.5 1.1k 1.4k 0 1.7k Point Load DEFLECTIONS I/x I Defl(in) I Loc(R) I %Max Max(ASD) --- 0.08 3.27 --- L 480 1561 0.05 3.27 31% EIWIS --- 2375 0.04 3.03 --- D+L 480 969 0.09 3.27 50% B 2. 12 0.0 r 0 0 0 0 0 0 6x8 D.F. #1 2.0 f 30 0 80 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -1.2kft 1.3 21% 6.0 d 198 0 360 150 0 0 Shear -4,755# 0 88% 1.0 w 10 0 0 0 0 0 Spans REACTIONS Loc(tt) I M(k•tt) I Rmin I Rmax 1 3.2 3.2 238 0 440 150 0 0 Simple Span Roller 1 0 --- 1,130# 4,755# Roller 2 3 --- 284# 1,302# 'Additional Loads B1.2 1 0.2 744# 1.0k 0 1.3k Point Load DEFLECTIONS I/x I Defl(i°) I Loc(ft) I %Max B1.19 2 0.2 164# 201# 0 252# 0 0 Point Load Max(ASD) --- 0.01 1.49 --- L 480 7942 0.00 1.49 6% EIWIS --- 12758 0.00 1.49 --- D+L 480 4984 0.01 1.49 10% Page 2.7 of 2.21 Ashley&Vance ENGIN EERING, INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E Sos= 0.779 1 r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf Qo= 2.5 2f =2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plf) I (plf) I (plf) I (plf) I (plf) (plf) Type B 2. 13 0.0 r 0 0 0 0 0 0 6x10 D.F. #1 0.0 f 0 0 0 0 0 0 Force Locttt) %Max 0.0 g 0 0 0 0 0 0 Bending -2.2kft 3.0 20% 2.0 d 66 0 120 50 0 0 Shear 1,552# 6 23% 2.0 w 20 0 0 0 0 0 Skip Loading Considered `Spans REACTIONS Loc(n) I Mtk•ft) I Rmin I Rmax 1 6.0 6 0 86 0 120 50 0 0 Simple Span Roller 1 0 --- 260# 1,039# 2 5.0 5 0 86 0 120 50 0 0 Simple Span Roller 2 6 --- 610# 2,409# Roller 3 11 0 -36# 343# 'Additional Loads B1.3 1 3.0 581# 750# 0 938# Point Load DEFLECTIONS 1/x I Defl(in) I Loom I %Max Max(ASD) --- 0.02 2.8 --- L 480 7054 0.01 2.8 7% EIWIS --- 7651 0.01 2.8 --- D+L 480 4195 0.02 2.8 11% B 2. 14 0.0 r 0 0 0 0 0 0 6x10 D.F. #1 0.0 f 0 0 0 0 0 0 Force Loctn) %Max 0.0 g 0 0 0 0 0 0 Bending -4.0kft 3.0 38% 2.0 d 66 0 120 50 0 0 Shear -1,657# 0 24% 2.0 w 20 0 0 0 0 0 (Spans REACTIONS LOC(ft) I Mk.ft) I Rmin I Rmax 1 8.0 8.0 86 0 120 50 0 0l Simple Span Roller 1 0 --- 424# 1,657# Roller 2 8 --- 337# 1,336# `Additional Loads B1.3 1 3.0 581# 750# 0 938# Point Load DEFLECTIONS I/x I Deflcn) I Loc(rt) I %Max Max(ASD) --- 0.07 3.73 --- L 480 2545 0.04 3.73 19% EIWIS --- 2947 0.03 3.73 --- D+L 480 1456 0.07 3.73 33% B 2. 15 0.0 r 0 0 0 0 0 0 4x10 D.F. #1 1.5 f 23 0 60 0 0 0 Force Loctn) %Max 0.0 g 0 0 0 0 0 0 Bending -819#ft 3.3 14% 0.0 d 0 0 0 0 0 0 Shear -1,081# 0 24% 1.0 w 10 0 0 0 0 0 Spans REACTIONS Loon I Mum I Rmin I Rmax 1 6.5 6 5 33 0 60 0 0 0 Simple Span Roller 1 0 --- 273# 1,081# Roller 2 7 --- 273# 1,081# Additional Loads B1.4 1 0.5 350# 500# 0 625# Point Load DEFLECTIONS 1/x I Defl(in) I Loctt() I %Max B1.4 2 6,0 350# 500# 0 625# Point Load Max(ASD) --- 0.02 3.25 --- L 480 6550 0.01 3,25 7% EIWIS --- 10818 0.01 3.25 --- D+L 480 4047 0.02 3.26 12% Page 2.8 of 2.21 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D La L S WE Sps= 0.779 1 r= 1 ft of roof Crib Roof 13 20 0 25 0 0 psf Sao= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck Crib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D La L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) (plf) I (plf) I (plf) (plt) I (pip Type B 2. 16 0.0 r 0 0 0 0 0 o GLB 8-3/4"x 12" 5.0 f '165 0 200 0 0 0 Force Loctrt) %Max 0.0 g 0 0 0 0 0 0 Bending 16kft 11.5 33% 1.0 d 33 0 60 25 0 0 Shear -5,601# 11.5000011 26% 2.0 w 20 0 0 0 0 0 Skip Loading Considered Spans REACTIONS Loc(ft) I Kieft) I Rmin I Rmax 1 11.5 11 5 218 0 260 25 0 0 Simple Span Roller 1 0 --- -41# 2,163# 2 3.0 3 0 218 0 260 25 0 0 Cantilever Roller 2 12 --- 2,647# 9,344# Free 3 15 0 0 0 Additional Loads B2.15 1 14.5 456# 500# 195# 625# Point Load DEFLECTIONS I/x I Defltin) I Loctft) I %Max B1.30 2 14.5 1.5k 1.9k 0 2.3k 0 0 Point Load Max(ASD) --- 0.14 14.5 --- L 480 742 0.10 14.5 65% EIWIS --- 740 0.10 14.5 --- D+L 480 517 0.14 14.5 93% B 2. 17 0.0 r 0 0 0 0 0 0 4x12 D.F. #1 8.5 f 128 0 340 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -5.5kft 4.8 83% 0.0 d 0 0 0 0 0 0 Shear -2,316# 0 49% 2.0 w 20 0 0 0 0 0 'Spans REACTIONS LOCO() I M(k•ft) I Rmin I Rmax 1 9.5 9.5 148 0 340 0 0 0 Simple Span Roller 1 0 --- 420# 2,316# Roller 2 10 --- 420# 2,316# Ldditional Loads DEFLECTIONS I/x I Defltin) I Loctrt) I %Max Max(ASD) --. 0.13 4.75 --- L 480 1292 0.09 4.75 37% EIWIS --- --- 0.00 0.0 --- D+L 480 901 0.13 4.75 53% B 2. 18 0.0 r 0 0 0 0 0 0 4x12 D.F. #1 _ 8.5 f 128 0 340 0 0 0 Force LoC(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -1.5kft 2.5 23% 0.0 d 0 0 0 0 0 0 Shear -1,219# 0 26% 2.0 w 20 0 0 0 0 0 Spans REACTIONS Loom I M(k•ft) I Rmin I Rmax 1 5.0 5 0 148 0 340 0 0 0 Simple Span Roller 1 0 --- 221# 1,219# Roller 2 5 --- 221# 1,219# 'Additional Loads DEFLECTIONS I/x I Defltin) I Loga) I %Max Max(ASD) --- 0.01 2.5 --- L 480 8859 0.01 2.5 5% EIWIS --- --- 0.00 0.0 --- D+L 480 6179 0.01 2.5 8% Page 2.9 of 2.21 /210 Ashley&Vance E N G I N E E R I N G , I N C Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E S05= 0.779 1r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf O.= 2.5 2f =2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall Crib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) ( (plf) (plf) (plf) 1 (plf) (plf) Type B 2. 19 0.0 r 0 0 0 0 0 o GLB 5-1/2" x 15" 0.0 f 0 0 0 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0 0 0 Bending -20kft 8.3 48% 5.6 d 186 0 338 141 0 0 Shear -4,785# 0 32% 3.0 w 30 0 0 0 0 0 (Spans REACTIONS Loc(tt) I Kieft) I Rmin I Rmax 1 16.7 16.7 ' 216 0 338 141 0 0 Simple Span Roller 1 0 --- 1,078# 4,785# Roller 2 17 --- 1,078# 4,785# Additional Loads DEFLECTIONS I/x I Defltin) I Loc(rt) I %Max Max(ASD) --- 0.36 8.33 --- L 480 950 0.21 8.33 51% EIWIS --- 2281 0.09 8.33 --- D+L 480 580 0.34 8.33 83% B 2. 20 0.0 r 0 0 0 0 0 o GLB 8-3/4" x 15" 0.0 f 0 0 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -29kft 9.8 46% 6.0 d 198 0 360 150 0 0 Shear -5,952# 0 25% 3.0 w 30 0 0 0 0 0 !Spans REACTIONS LoC(ft) I M(k•ft) I Rmin I Rmax 1 19.5 19.5 228 0 360 150 0 0 Simple Span Roller 1 0 --- 1,334# 5,952# Roller 2 20 --- 1,334# 5,952# Additional Loads DEFLECTIONS I/x I Defltin) I Loom I %Max Max(ASD) --- 0.45 9.75 --- L 480 885 0.26 9.75 54% EIWIS --- 2124 0.11 9.75 --- D+L 480 542 0.43 9.75 89% B 2. 21 0.0 r 0 0 0 0 0 0 GLB 5-1/2" x 15" 0.0 f 0 0 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending 16kft 8.5 38% 4.0 d 132 0 240 100 0 0 Shear -6,759# 8,500001 46% 5.0 w 50 0 0 0 0 0 Skip Loading Considered [Spans REACTIONS LoC(ft) I M(k•rt) I Rmin I Rmax 1 8.5 8.5 182 0 240 100 0 0 Simple Span Roller 1 0 --- -364# 2,191# 2 14.0 14 0 182 0 240 100 0 0 Simple Span Roller 2 9 --- 2,595# 11.4k Roller 3 23 0 1,189# 5,499# Additional Loads B2.14 1 2.0 562# 281# 480# 552# Point Load DEFLECTIONS I/x Defltin) Loc(rt) I %Max B2.13 2 15.0 77# -92# 207# -29# Point Load Max(ASD) --- 0.17 15.97 --- B2.13 3 15.8 77# -92# 207# -29# Point Load L 480 1612 0.10 15.97 30% B2.13 4 18.3 77# -92# 207# -29# Point Load EIWIS •-- 4663 0.04 15.97 --- Triangular Deck 5 0.0 22.5 01180 01360 01150 Trap Load D+L 480 1032 0.16 15.97 46% Page 2.10 of 2.21 COAshley&Vance E N G I N E E R I N G , I N C Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S WE SD5= 0.779 1r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf DD= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L. S W ESpan/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plt) I (plf) I (plf) (plt) I (plf) (pit) Type B 2. 22 0.0 r 0 0 0 0 0 0 (2)-1 3/4" x 11 7/8" LVL 4.0 f 60 0 160 0 0 0 Force Loc(e) %Max 0.0 g 0 0 0 0 0 0 Bending -750#ft 2.5 4% 0.0 d 0 0 0 0 0 0 Shear -600# 0 8% 2.0 w 20 0 0 0 0 0 !Spans REACTIONS Loc(rt) I Kieft) I Rmin I Rmax 1 5.0 5 0 1 80 0 160 0 0 0 Simple Span Roller 1 0 --- 120# 600# Roller 2 5 --- 120# 600# Free !Additional Loads DEFLECTIONS I /x I Deflon) I Loc(rt) I %Max Max(ASD) --- 0.00 2.5 --- L 480 26049 0.00 2.5 2% EIWIS --- --- 0.00 0.0 --- D+L 480 17366 0.00 2.5 30/0 B 2. 23 0.0 r 0 0 0 0 0 0 4x10 D.F. #1 0.0 f 0 0 0 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0 0 0 Bending -3.4kft 5.8 66% . 2.0 d 66 0 120 50 0 0 Shear -1,170# 0 29% 1.0 w ) 10 0 0 0 0 0 Spans REACTIONS Loctrt) I Weft) I Rmin I Rmax 1 11.5 11 5 76 0 120 50 0 0 Simple Span Roller 1 0 --- 262# 1,170# Roller 2 12 --- 262# 1,170# (Additional Loads DEFLECTIONS I/x I Defl(in) I Loc(n) I %Max Max(ASD) --- 0.20 5.75 --- L 480 1147 0.12 5.75 42% EIWIS --- 2752 0.05 5.75 --- D+L 480 702 0.20 5.75 68% B 2. 24 0.0 r 0 0 0 0 0 0 4x8 D.F. #1 2.0 f 30 0 80 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -1.6kft 1.5 41 2.0 d 66 0 120 50 0 0 Shear -1,269# 0 36% 1.0 w 10 0 0 0 0 0 (Spans REACTIONS Loc(m) I M(k•r) I Rmin I Rmax 1 3.0 3 0 106 0 200 50 0 0 Simple Span Roller 1 0 --- 308# 1,269# Roller 2 3 --- 308# 1,269# Additional Loads B2.14 1 1.5 707# 469# 480# 786# Point Load DEFLECTIONS I/x I Defl(in) I Loc(rt) I %Max Max(ASD) --- 0.01 1.5 --- L 480 5287 0.01 1.5 9% EIWIS --- 7955 0.00 1.5 --- D+L 480 3139 0.01 1.5 15% Page 2.11 of 2.21 Ashley&Vance ENGINEERING, INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S WE Sos= 0.779 1r= 1 ft of roof tub Roof 13 20 0 25 0 0 psf 120= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d =4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/XO(ft) (plf) I (pit) I (plf) I (plf) (plf) (plf) Type B 2. 25 0.0 r 0 0 0 0 0 0 (2)-1 3/4" x 11 7/8" LVL 2.0 f 30 0 80 0 0 0 Force Loco') %Max 0.0 g 0 0 0 0 0 0 Bending -900#ft 0.6 4% 2.0 d 66 0 120 50 0 0 Shear -8,692# 0 96% 2.0 w 20 0 0 0 0 0 Spans REACTIONS Loc(ft) I M(left) I Rmin I Rmax 1 3.0 3.0 116 0 200 50 0 0 Simple Span Roller 1 0 --- 2,186# 8,692# Roller 2 3 --- 176# 739# Additional Loads B2.16 1 0.1 4.4k 3.0k 2.6k 4.0k Point Load DEFLECTIONS I I x I Defl(in) I Loc(n) I %Max Max(ASD) --- 0.00 1.4 --- L 480 38397 0.00 1.4 1% EIWIS --- 72851 0.00 1.3 --- D+L 480 23751 0.00 1.4 2% B 2. 26 0.0 r 0 0 0 0 0 0 GLB 10-3/4" x 12" 2.0 f 30 0 80 0 0 0 Force Logic) %Max 0.0 g 0 0 0 0 0 0 Bending -26kft 7.0 46% 5.0 d 165 0 300 125 0 0 Shear 6,535# 14 26% 3.0 w 30 0 0 0 0 0 'Spans REACTIONS Loc(rt) I M(k•ft) I Rmin I Rmax 1 14.0 14 0 225 0 380 125 0 0 Simple Span Roller 1 0 --- 1,364# 5,942# Roller 2 14 --- 1,495# 6,535# Additional Loads Traingular Deck 1 0.0 14.0 0145 0190 0137.5 Trap Load DEFLECTIONS I/x I Defl(in) I Lo cut) I %Max B2.13 2 6.3 434# 298# 283# 491# Point Load Max(ASD) --- 0.31 7.0 --- B2.13 3 7.0 434# 298# 283# 491# Point Load L 480 885 0.19 7.0 54% B2.13 4 9.5 434# 298# 283# 491# Point Load EIWIS --- 1795 0.09 7.0 --- D+L 480 542 0.31 7.0 89% B 2. 27 0.0 r 0 0 0 0 0 0 6x8 D.F. #1 0.0 f 0 0 0 0 0 0 Force Loc(it) %Max 0.0 g 0 0 0 0 0 0 Bending -2.5kft 2.5 42% 5.5 d 182 0 330 138 0 0 Shear -3,994# 0 74% 2.0 w 20 0 0 0 0 0 (Spans REACTIONS Loc(rt) I M(k•f) I Rmin I Rmax 1 t 3.5 3 5 202 0 330 138 0 0 Simple Span Roller 1 0 --- 978# 3,994# Roller 2 4 --- 665# 2,756# Additional Loads B2.13 1 0.1 1.0k 544# 831# 1.0k Point Load DEFLECTIONS I/x I Defl(in) I Loc(a) I %Max B2.13 2 2.5 1.0k 544# 831# 1.0k Point Load Max(ASD) --- 0.02 1.87 --- L 480 4443 0.01 1.87 11% EIWIS --- 7150 0.01 1.87 --- D+L 480 2628 0.02 1.87 18% Page 2.12 of 2.21 CO Ashley&Vance E N G I N E E R I N G, I N C Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S WE SD.= 0.779 1 r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d =4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w=5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) La/Xa(ft) (plf) I (plf) I (pit) I (plf) I (plf) (plf) Type B 2. 28 4.0 r ' 52 80 0 100 0 0 6x10 D.F. #1 2.0 f 30 0 80 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -7.6kft 3.7 82% 6.0 d 198 0 360 150 0 0 Shear -6,678# 0 70% 2.0 w 20 0 0 0 0 0 Cl InvEW Considered Spans REACTIONS Loc(rt) I M(k•n) I Rmin I Rmax 1 6.5 6.5 300 80 440 250 0 0 Simple Span Roller 1 0 --- -2,797# 6,678# Roller 2 7 --- 564# 3,837# 'Additional Loads B2.17 1 3.7 701# 0 1.6k 0 Point Load DEFLECTIONS I/x I Defl(in) I Loc(rt) I %Max B1.10 2 0.2 244# 325# 0 406# Point Load Max(ASD) --- 0.09 3.25 --- SW 4 3 0.2 2.1k Point Load L 480 1334 0.06 3.25 36% EIWIS --- 4710 0.02 3.25 --- D+L 480 879 0.09 3.25 55% B 2. 29 0.0 r 0 0 0 0 0 0 GLB 5-1/2" x 15" 0.0 f 0 0 0 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -7.9kft 6.3 19% 4.0 d 132 0 240 100 0 0 Shear -2,544# 0 17% 2.0 w 20 0 0 0 0 0 Spans REACTIONS LOC(ft) I M(k•ft) I Rmin I Rmax 1 12.5 12 5 152 0 240 100 0 0 Simple Span Roller 1 0 --- 570# 2,544# Roller 2 13 --- 570# 2,544# Additional Loads DEFLECTIONS I /x I Defl(In) I LOC(ft) I %Max Max(ASD) --- 0.08 6.25 --- L 480 3168 0.05 6.25 15% EIWIS --- 7603 0.02 6.25 --- D+L 480 1940 0.08 6.25 25% B 2. 30 0.0 r 0 0 0 0 0 0 4x12 D.F. #1 2.0 f 30 0 80 0 0 0 Force LOC(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -4.0kft 3.5 52% 4.5 d 149 0 270 113 0 0 Shear -2,529# 0 47% 1.0 w 10 0 0 0 0 0 'Spans REACTIONS Loom) I Weft) I Rmin I Rmax 1 6.5 6 5 189 0 350 113 0 0 Simple Span Roller 1 0 --- 569# 2,529# Roller 2 7 --- 465# 2,123# 'Additional Loads B1.11 1 0.8 249# 360# 0 450# Point Load DEFLECTIONS I/x I Defl(in) I Loc(e) I %Max B1.11 2 3.5 249# 360# 0 450# Point Load Max(ASD) --- 0.04 3.25 --- L 480 2930 0.03 3.25 16% EIWIS --- 5274 0.01 3.25 --- D+L 480 1858 0.04 3.25 26% i Page 2.13 of 2.21 0 Ashley&Vance E N G I N E E R I N G, I N C Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E Sos= 0.779 1 r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf f2a= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck Crib Deck 33 0 60 25 0 0 psf 5w=5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft)I Lu/Xb(ft) (plf) I (plf) I (plf) I (plf) I (plf) (pi) Type B 2. 31 4.0 r 52 80 0 100 0 0 4x12 D.F. #1 2.0 f 30 0 80 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -7.1kft 3.5 92% 4.5 d 149 0 270 113 0 0 Shear -3,478# 0 64% 1.0 w 10 0 0 0 0 0 [Spans REACTIONS Loc(ft) I Kieft) I Rmin I Rmax 1 6.5 6 5 241 80 350 213 0 0'Simple Span Roller 1 0 --- 807# 3,478# Roller 2 7 --- 774# 3,353# Additional Loads B1.9 1 1.5 222# 315# 0 394# Point Load DEFLECTIONS I/x I Defl(in) I Loc(ft) I %Max B1.19 2 3.5 232# 284# 0 355# 0 0 Point Load Max(ASD) --- 0.07 3.25 --- L 480 1755 0.04 3.25 27% EIWIS --- 2104 0.04 3.25 --- D+L 480 1084 0.07 3.25 44% B 2. 32 0.0 r 0 0 0 0 0 0 (2) 2x8 D.F. #2 7.0 f 105 0 280 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -1.5kft 1.0 57% 2.0 d 66 0 120 50 0 0 Shear 1,783# 2 62% 1.0 w 10 0 0 0 0 0 (Spans REACTIONS Loc(ft) I M(left) I Rmin I Rmax 1 2.0 2.0 181 0 400 50 0 0 Simple Span Roller 1 0 --- 393# 1,783# Roller 2 2 --- 393# 1,783# Additional Loads B2.30 1 1.0 948# 485# 1.1k 971# Point Load DEFLECTIONS I /x I Defl(in) I Loc(ft) I %Max Max(ASD) --- 0.01 1.0 --- L 480 5986 0.00 1.0 8% EIWIS --- 12286 0.00 1.0 --- D+L 480 3854 0.01 1.0 12% B 2. 33 0.0 r 0 0 0 0 0 0 GLB 5-1/2" x 15" 0.0 f 0 0 0 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -14kft 4.0 30% 4.0 d 132 0 240 100 0 0 Shear -4,918# 0 29% 2.0 w 20 0 0 0 0 0 (Spans REACTIONS Loc(ft) I M(k•rt) I Rmin I Rmax 1 11.0 11 0 152 0 240 100 0 0 Simple Span Roller 1 0 --- 1,136# 4,918# Roller 2 11 --- 781# 3,442# Additional Loads B1.11 0.1 249# 360# 0 450# Point Load DEFLECTIONS I/x I Defi(in) I Loc(ft) I %Max B1.11 4.0 498# 720# 0 900# Point Load Max(ASD) --- 0.10 5.13 --- B2.30 4.0 775# 235# 1.1k 660# Point Load L 480 2165 0.06 5.13 22% EIWIS --- 3642 0.04 5.13 --- D+L 480 1336 0.10 5.13 36% Page 2.14 of 2.21 0 Ashley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E SOS= 0.779 1r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf flo= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) L°/Xb(ft) (plf) I (plf) I (pit) I (pit) I (plf) I (pll) Type B 2. 34 0.0 r 0 0 0 0 0 0 6x12 D.F. #1 8.5 f 128 0 340 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0 0 0 Bending -7.3kft 4.0 47% 0.0 d 0 0 0 0 0 0 Shear -6,040# 0 73% 2.0 w 20 0 0 0 0 0 (Spans REACTIONS LoC(n) I M(k•ft) I Rmin I Rmax 1 8.0 8 0 148 0 340 0 0 0 Simple Span Roller 1 0 --- 1,550# 6,040# Roller 2 8 --- 633# 2,637# Additional Loads B1.6 1 0.2 1.6k 2.1 k 0 2.6k Point Load DEFLECTIONS I/x I Defl(in) I Loan) I %Max B1.6 2 4.0 496# 656# 0 820# Point Load Max(ASD) --- 0.07 4.0 --- B1.7 3 4.0 355# 435# 0 544# Point Load L 480 1970 0.05 4.0 24% EIWIS --- 3720 0.03 4.0 --- D+L 480 1247 0.08 4.0 38% B 2. 35 0.0 r 0 0 0 0 0 0 (3)-1 3/4" x 11 7/8" LVL 2.0 f 30 0 80 0 0 0 Force Loan) %Max 0.0 g 0 0 0 0 0 0 Bending -14kft 10.5 45% 0.0 d 0 0 0 0 0 0 Shear 4,061# 14 30% 2.0 w _ 20 0 0 0 0 0 'Spans REACTIONS Loc(n) I M(k•rt) I Rmin I Rmax 1 14.0 14.0 50 0 80 0 0 0 Simple Span Roller 1 0 --- 491# 1,867# Roller 2 14 --- 1,054# 4,061# Additional Loads B2.11 1 10.5 1.9k 1.8k 1.1k 2.3k Point Load DEFLECTIONS I/x I Defl(in) I Loon I %Max Max(ASD) --- 0.27 7.47 --- L 480 920 0.18 7.47 52;_ EIWIS --- 1550 0.11 7.93 --- D+L 480 560 0.30 7.47 86% B 2. 37 0.0 r 0 0 0 0 0 0 W8X48 0.0 f 0 0 0 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending 35kft 3.0 29% 2.0 d 66 0 120 50 0 0 Shear 12.0k 3 20% 1.0 w 10 0 0 0 0 0 Skip Loading Considered Spans REACTIONS Loc(ft) I M(left) I Rmin I Rmax 1 3.0 3.0 76 0 120 50 0 0 Cantilever Free 1 0 --- 0 0 2 9.0 9 0 76 0 120 50 0 0 Simple Span Roller 2 3 --- 3,825# 16.8k Roller 3 12 0 •3,468# -598# (Additional Loads B2.21 1 0.0 4.3k -113# 6.7k 2.7k 0 0 Point Load DEFLECTIONS- I/x I Defl(in) I LOOM) I %Max Max(ASD) --- 0.13 0.0 --- L 480 909 0.08 0.0 53% EIWIS --- 2310 0.03 0.0 --- D+L 480 560 0.13 0.0 86% Page 2.15 of 2.21 0 Ashley&Vance ENGINEERING, INC Job: 19748 - Neuman Residence (struct) - Strandberg BeamlJoist Input Data Description: D LR L S WE Sps= 0.779 1r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf 0,= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO D Le L S W E Span/Load BEAM DESIGN (ft) L/Xa(ft) Lu/Xb(ft) (plf) I (Of) I (plf) I (plf) I (plf) (plf) Type .4 i B 2. 38 0.0 r 0 0 0 0 0 0 (2)-1 3/4" x 11 7/8" LVL 2.0 f 30 0 80 0 0 0 Force Loc(rt) %Max 0.0 g 0 0 0 0 0 0 Bending -5.0kft 7.5 30% 0.0 d 0 0 0 0 0 0 Shear 1,161# 14 15% 1.0 w 10 0 0 0 0 0 "Spans 1 REACTIONS LOC(ft) I M(k*ft) I Rmin I Rmax 1 14.0 14.0 40 0 80 0 0 0 Simple Span Roller 1 0 --- 224# 1,119# Roller 2 14 --- 232# 1,161# `Additional Loads B2.22 1 7.5 200# 0 400# 0 0 0 Point Load DEFLECTIONS I/x I Defl(in) I Loc(rt) I %Max Max(ASD) --- 0.17 7.0 --- L 480 1514 0.11 7.0 32% EIWIS --- --- 0.00 0.0 --- D+L 480 1010 0.17 7.0 48% B 2. 39 0.0 r 0 0 0 0 0 0 (2)-1 3/4" x 11 7/8" LVL 5.0 f 75 0 200 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending -8.5kft_ 6.5 51% 0.0 d 0 0 0 0 0 0 Shear 2,571# 13 33% 1.0 w 10 0 0 0 0 0 Spans REACTIONS Loc(ft) I M(k•ft) I Rmin il Rmax 1 13.0 13 0 85 0 200 0 0 0 Simple Span Roller 1 0 --- 453# 2,302# Roller 2 13 --- 526# 2,571# [Additional Loads _ Tile Shower 4.0 12.0 66 80 Dist Load DEFLECTIONS I/x_ I Defl(in) Loc(ft) I %Max Max(ASD) --- 0.26 6.5 --- L 480 906 0.17 6.5 53% EIWIS --- --- 0.00 0.0 --- D+L 480 596 0.26 6.5 81% B 2. 40 0.0 r 0 0 0 0 0 0 (3)-1 3/4" x 11 7/8" LVL ___ 2.0 f 30 0 80 0 0 0 Force Loc(n) %Max 0.0 g 0 0 0 0 0 0 Bending -16kft 6.0 62% 0.0 d 0 0 0 0 0 0 Shear -5,033# 0 42% 9.0 w 90 0 0 0 0 0 'Spans REACTIONS LoC(tt) I M(k•tt) I Rmin I Rmax 1 11.0 11 0 120 0 80 0 0 0 Simple Span Roller 1 0 --- 1,158# 5,033# Roller 2 11 --- 890# 3,762# • Additional Loads B2.39 1 2.0 877# 0 1.7k 0 0 0 Point Load DEFLECTIONS I/x I Defltin) I Loc(rt) I %Max B2.5 2 6.0 1.2k 0 2.8k 0 0 0 Point Load Max(ASD) --- 0.22 5.5 --- L 480 959 0.14 5.5 50% EIWIS --- --- 0.00 0.0 --- D+L 480 603 0.22 5.5 80% Page 2.16 of 2.21 0 Ashley&Vance E N G I N E E R I N G , I N C Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S W E Sps= 0.779 t r= 1 ft of roof trib Roof 13 20 0 25 0 0 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 0 0 psf 5w= 5 ft of wall trib Wall 10 0 0 0 0 0 psf FLOOR BEAMS adVanceBeam 2.0 Member Trib SPAN INFO _ D LR L S W E Span/Load BEANI DESIGN _ (ft) L/Xa(ft) Lu/Xb(ft) (plf) I (pip) (plf) (plf) (plf) (plf) Type B 2. 41 0.0 r 0 0 0 0 0 0 4x12 D.F. #1 2.0 f 30 0 80 0 0 0 Force Loc(ft) %Max 0.0 g 0 0 0 0 0 0 Bending 2.2kft Z..0 9`/u 0.0 d 0 0 0 0 0 0 Shear I,499# 3,5 28% 1.0 w 1 10 0 0 0 0 0 (Spans REACTIONS Loc(iq M(Oft) Rmin Rmax 1 3.5 40 0 80 0 0 0 Simple Span Roller 1 0 - 283# 1,141# Roller 2 4 363# 1,499# Additional Loads B1.13 1 2.0 1.3k 0 1.6k 0 Point Load DEFLECTIONS I /x Defl(in) Loc(ft) I %Max Max(ASD) --- 0.01 '1.87 - L .100 13822 0.00 1.87 3% EIWIS --- 12641 0.00 1.87 --- D+L 480 8042 0.01 1.87 6% Page 2.17 of 2.21 Title Block Line 1 ProjectTitle: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 7 AUG 2019, 9:06AM Steel Beam File=C:lEgnyte\Shared\Sun\AWOB-212019AL-1119748--1103_Calcs\Calcs.ec6. Software coiyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.# : KW-06006696 ASHLEY&VANCE ENGINEERING INC. DESCRIPTION: B2.42 CODE REFERENCES Calculations perAISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: AllowableStrength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: CompletelyUnbraced E:Modulus: 29,000.0 ksi Bending Axis: MajorAxis Bending D13 ) Lc0_272) .7)) S(2.3;P(O.E0) 2)3.}-19(8 ' 5) 5) Lr1.9) 8(2.3) D(1.5) Lr1+34) .8) S(2.3) G_(0 066) L(9.t 2)1 8(O.05� D(0_128) I W14x61 W14x61 Span = 8.0 ft Span - 11.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and addec Load for Span Number 1 Uniform Load : D=0.0660, L=0.120, S =0.050 k/ft, Tributary Wdth = 1.0 ft, (Deck) Point Load : D= 3.40, Lr=0.2720, L=4.70, S=2.30 k @ 0.0 ft, (B2.21) Point Load : D=0.5320, Lr=0.680, S =0.850 k @ 4.750 ft, (61.20) Point Load : D=0.3260, Lr=0.30, L=0.1950, S=0.3750 k @ 4.750 ft, (B2.15) Load for Span Number 2 Uniform Load : D=0.1280, L=0.340 k/ft, Tributary Width=1.0 ft, (Floor) Point Load : D=1.50, Lr= 1.90, S= 2.30 k @ 6.0 ft, (B1.1) II Point Load : D=1.50, Lr= 1.90, S= 2.30 k @ 0.0 ft, (B1.1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.321 : 1 Maximum Shear Stress Ratio= 0.116 : 1 Section used for this span W14x61 Section used for this span W14x61 Ma :Applied 81.642k-ft Va :Applied 12.121 k Mn/Omega :Allowable 254.491 k-ft Vn/Omega:Allowable 104.250 k Load Combination +D+0.750L+0.750S+H LoadCombination +D+0.750L+0.750S+H Location of maximum on span 8.000ft Location of maximum on span 8.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection MaxDownwardTransientDeflection 0.182 in Ratio= 1,053>=480 MaxUpwardTransientDeflection -0.025 in Ratio= 5,308 >=480 Max Downward Total Deflection 0.343 in Ratio= 559 >=480 Max Upward Total Deflection -0.045 in Ratio= 2917 >=480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L= 8.00 ft 1 0.126 0.046 -32.10 32.10 425.00 254.49 1.00 1.00 4.79 156.38 104.25 Dsgn. L= 11.00 ft 2 0.126 0.041 -32.10 32.10 425.00 254.49 2.03 1.00 4.30 156.38 104.25 +D+L+H Dsgn. L= 8.00 ft 1 0.291 0.102 -74.17 74.17 425.00 254.49 1.00 1.00 10.64 156.38 104.25 Page 2.18 of 2.21 Title Block Line 1 ProjectTitle: You can change this area Engineer: using the"Settings'menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 7 AUG 2019, 9:06AM Steel Beam File=C:lEgnylelShared1SunIALUOB-212019AL-1\19748--1103_Calcs\Calcs.ec6. Software co. i.ht ENERCALC,INC.1983-2019,Build:10.19.1.30. Lie.#:KW-06006695 --- ASHLEY&VANCE ENGINEERTNG INC. DESCRIPTION: B2.42 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 11.00 ft 2 0.291 0.096 -74.17 74.17 425.00 254.49 1.97 1.00 10.00 156.38 104.25 +D+Lr+H Dsgn,L= 8.00 ft 1 0.147 0.058 -37.46 37.46 425.00 254.49 1.00 1.00 6.04 156.38 104.25 Dsgn.L= 11.00 ft 2 0.147 0.054 -37.46 37.46 425.00 254.49 2.31 1.00 5.66 156.38 104.25 +D+S+H Dsgn.L= 8.00 ft 1 0.220 0.084 -56.08 56.08 425.00 254.49 1.00 1.00 8.71 156.38 104.25 Dsgn.L= 11.00 ft 2 0.220 0.072 -56.08 56.08 425.00 254.49 2.09 1.00 7.53 156.38 104.25 +D+0.750Lr+0.750L+H Dsgn.L= 8.00 ft 1 0.266 0.097 -67.68 67.68 425.00 254.49 1.00 1.00 10.12 156.38 104.25 Dsgn.L= 11.00 ft 2 0.266 0.092 -67.68 67.68 425.00 254.49 2.09 1.00 9.59 156.38 104.25 +D+0.750L+0.750S+H Dsgn.L= 8.00 ft 1 0.321 0.116 -81.64 81.64 425.00 254.49 1.00 1.00 12.12 156.38 104.25 Dsgn.L= 11.00 ft 2 0.321 0.105 -81.64 81.64 425.00 254.49 2.02 1.00 10.99 156.38 104.25 +D+0.60W+H Dsgn.L= 8.00 ft 1 0.126 0.046 -32.10 32.10 425.00 254.49 1.00 1.00 4.79 156.38 104.25 Dsgn.L= 11.00 ft 2 0.126 0.041 -32.10 32.10 425.00 254.49 2.03 1.00 4.30 156.38 104.25 +D+0.70E+H Dsgn.L= 8.00 ft 1 0.126 0.046 -32.10 32.10 425.00 254.49 1.00 1.00 4.79 156.38 104.25 Dsgn.L= 11.00 ft 2 0.126 0.041 -32.10 32.10 425.00 254.49 2.03 1.00 4.30 156.38 104.25 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 8.00 ft 1 0.266 0.097 -67.68 67.68 425.00 254.49 1.00 1.00 10.12 156.38 104.25 Dsgn.L= 11.00 ft 2 0.266 0.092 -67.68 67.68 425.00 254.49 2.09 1.00 9.59 156.38 104.25 +D+0.750L+0.750S+0.450W+H Dsgn.L= 8.00 ft 1 0.321 0.116 -81.64 81.64 425.00 254.49 1.00 1.00 12.12 156.38 104.25 Dsgn.L= 11.00 ft 2 0.321 0.105 -81.64 81.64 425.00 254.49 2.02 1.00 10.99 156.38 104.25 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 8.00 ft 1 0.321 0.116 -81.64 81.64 425.00 254.49 1.00 1.00 12.12 156.38 104.25 Dsgn.L= 11.00 ft 2 0.321 0.105 -81.64 81.64 425.00 254.49 2.02 1.00 10.99 156.38 104.25 +0.60D+0.60W+0.60H Dsgn.L= 8.00 ft 1 0.076 0.028 -19.26 19.26 425.00 254.49 1.00 1.00 2.87 156.38 104.25 Dsgn.L= 11.00 ft 2 0.076 0.025 -19.26 19.26 425.00 254.49 2.03 1.00 2.58 156.38 104.25 +0.60D+0.70E+0.60H Dsgn.L= 8.00 ft 1 0.076 0.028 -19.26 19.26 425.00 254.49 1.00 1.00 2.87 156.38 104.25 Dsgn.L= 11.00 ft 2 0.076 0.025 -19,26 19.26 425.00 254.49 2.03 1.00 2.58 156.38 104.25 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3433 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S+0.5250E+H -0.0453 4.312 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 26.340 -3.556 Overall MINimum 4.503 0.549 +D+H 10.590 -1.396 +D+L+H 22.140 -3.351 +D+Lr+H 15.093 -0.847 +D+S+H 20.041 -2.322 +D+0.750Lr+0.750L+H 22.630 -2.450 +D+0.750L+0.7505+H 26.340 -3.556 +D+0.60W+H 10.590 -1.396 +D+0.70E+H 10.590 -1.396 +D+0.750Lr+0.750L+0.450W+H 22.630 -2.450 +D+0.750L+0.7505+0.450W+H 26.340 -3.556 +D+0.750L+0.750S+0.5250E+H 26.340 -3.556 +0.60D+0.60W+0.60H 6.354 -0.838 +0.60D+0.70E+0.60H 6.354 -0.838 D Only 10.590 -1.396 Lr Only 4.503 0.549 L Only 11.550 -1.955 S Only 9.451 -0.926 W Only E Only H Only Page 2.19 of 2.21 COAshley&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Beam/Joist Input Data Description: D LR L S Sps= 0.779 1 r = 1 ft of roof trib Roof 13 20 0 25 psf no= 2.5 2f = 2 ft of floor trib Floor 15 0 40 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 33 0 60 25 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf FLOOR JOISTS adVanceBeam 2.0 Member Trib SPAN INFO D LR L S Span/Load JOIST DESIGN (ft) L/Xa(ft) L°/Xb(ft) (psf) I (psf) I (psf) I (psf) Type Trib,Forces&Reactions are on per foot basis FJ 1 0.0 r 0 0 0 0 4x10 D.F. #1 @ 24" o.c. 0.0 f 0 0 0 0 Force Loan) %Max 0.0 g 0 0 0 0 Bending -1.7kft 6.0 86% 1.0 d 33 0 60 25 Shear -581# 0 36% 0.0 w 0 0 0 0 Spans REACTIONS Loc(n) I Mlen) Rmin I_ Rmax 1 12.0 12.0 33 0 60 25 Simple Span Roller 1 0 --- 119plf 581p1f Roller 2 12 --- 119ptf 581 plf Additional Loads DEFLECTIONS I /X Defl)in) Loan► %Max Max(ASD) --- 0.24 6.0 L 600 959 0.15 6.0 63% EIWIS --- 2301 0.06 6.0 --- D+L 600 619 0.23 6.0 97% FJ 2 0.0 r 0 0 0 0 2x10 D.F. #2 Ca? 16" o.c. 0.0 f 0 0 0 0 Force Loctn) %Max 0.0 g 0 0 0 0 Bending -435#ft 3.0 33% 1.0 d 33 0 60 25 Shear -290# 0 22% 0.0 w 0 0 0 0 Spans REACTIONS Loc(n) I M(k•it) Rmin Rmax 1 6.0 6.0 33 0 60 25 Simple Span Roller 1 0 --- 59p1f 290pIf Roller 2 6 --- 59p1f 290p1f Free Additional Loads DEFLECTIONS I / x I Defllin) Loc(n) I %Max Max(ASD) --- 0.02 3.0 --- L 600 4886 0.01 3.0 12% EIWIS --- 11725 0.01 3.0 --- D+L 600 3152 0.02 3.0 19% --------- Page 2.20 of 2.21 *Eloise Casco 1111 Single 1 1 -J,/8" BCI 6500-1.8 DE PASSED JO1 (Joist) BC CALCO Member Report Dry I 1 span I No cant.. 116 OCS I Repetitive i Glued & nailed June 26, 201910:46:52 Build 71 gt2 Job name: File name: Address: Description: City, Slate, Zip: Spec.~ifier, Customer. Des finer: Code reports: ESF: 'lei LS Company: B'1' B2 Total Horizontal Product Length a 16-O0-OO Reaction' Summary (Down 1 Uplift) (lbs) Bearing. Live Oe _-- Srtiornr Wind Roof Live B 1 T 5-7/2" 427 f 0 320 / 0 B2, 5-112" 427 10 3201 0 Load Summary Live Dead Snow Wind Roof OCS Lune, Tag Description Load Type Ref, Start End LOC. 100% 90% 115% 1601`:43 25% 1 Standard Load Lint. Area (Ib/114) L 00-c .00 16-00-00 Top 40 30, -16 Controls Summary_ _ Value - %Allowable Duration Casa Loc- riion Pos. Moment 2696 ft-lbs 60.0% 100% 1 08-00-00 Erd Reaction 747 lb,Fi 52.4% 100% 1 00-00-00 End Shear 704 lbs 42.0% 100% 1 00-05-06 Total Load Deflection L1616 (0.296'1 917 4%f0 n` 1 08-coma Live Load Deflection L11078 (0.169w) 55.7% n\ 2 08-00.00 Max Defl, 0,296" 29.6% n'\a 1 08-00-00 NBCC Vibration 84.2% 00=00.00 Span /Depth 15,4 %Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 81 Wall/Plate 5-1(2" x 2-9116" 747 its n\a 52.4% Unspecified B2 Wall/Plate 5-1 L" x 2-9/16" 747 lbs 52.4% Unspecified BC FloarValu_ and NBCC Vibration Summary EC FloorValuot 1 $ut3floor, 314- OSE, Glue - twill Minimum Enhanced Premium Gypsum Ceiling: None Disclosure --- Controlbinrl L ar tir�n' 08-00-clfl Brra cing- None Use cat the-flop Case Software i:' subject to tiha tetras of e End User Subfloor Rating: Premium Strapping: None License Agreement (EULA). Completeness and accuracy of lap ui must be reviewed and veril)ed by a Notes qualified engineer or oche• appropriate Dc+sign meets User specified (U 0) Total load deflection criteria. expert to assure Its adequacy, prior to Design meets User specified (L/60C) Live load deflection criteria anyone relying on such output as evidence of saailability fur a parlicclar Design meets arbitrary (1") Maximum Total load deflection criteria. application. The output here is based or- Calculations assume member is fully braced. building code-accepted design BC CALc+. 1 analysis is based on IBC 2009. properties arrd analysis rneibods. Composite El value based on Mrthick OS8 sheathing glued and nailed to member. Instatlakion of Boise Cascade engineered woad products must be in Design based on Dry Service Condition. accordance with current Installation Guido and appiicable building codes. To obtain installation Guide or ask questions, please dill (130J)232.0 7r18 boicre installation. BC CALtt'ii) GC FRAME-S0, ALLJQISTz,, BC RIM BQARD7'', BM?), BOISE OLULAMT", BC FoorVatue .J , ' ERSA-LAha, VERSA-RIM PLUS@ Page 1 of 1 Page 2.21 of 2.21 *Boise Cascade -111Single 11 .7(8w Bel® 6000-1.8 OF PASSED J01 (Joist) BC CALGEI Member Report Dry I 1 span I No cant- 116 OCS I Repetitive 1 Glued & nailed June 28, 204.9 09: :50 Build 7192 Job name: File name: A,dd ress: Description: City, Slate, Zip: Specifier Customer: Designer Code reports: ESR-1338 Company: 14—O -OO B.1 12 Total Horizontal Product Length =14-1048 Reaction Summary (Down ) Uplift) (1bs) Bea r'l 49 Live Dead Snow Wind Roof Live S i E 1 397 ; 0 297 112, 5-112" 397 10 297 1 0 Load Summary Live Dead Snow Wind Roof CMS Uve Tag Description Load Type Ref, Start End Lac, B)0% r% 115% 160% 125% 1 Standard Load Lint. area (Ibitt'l L 00-CC0.00 14-1[f-08 Top 40 30 16 Controls Summary value llav frt , C r 7I � s Location Pos. Moment 2314 it-lbs 57.0% 100% 1 07-05-04 End Reaction 694 lbs 48,7% 10O90 1 00-00-00 End Shear 651 lbs 38.9% 100% 1 00-05-08 Total Load Deflection L/6 (0.24. ") 38_24, nAa 1 07-0S-04 Live Load Deflection Lu1219 (0_139") 49.2% n`a 2 07-05.44 Max Deft. 0,243" 24.3% n\a 1 07-05-04 NBCC Vibration 13' 11-112" 79.3% rei,a 00--00.00 Span /Depth 14.2 %Allow `, "Allow Bearing Supports Diim. iLxW Value Support Member Material 81 Wall/Plate 5-112" x 2.5/1 E3" 694 lbs 8.7% 48.7% Douglas Fir B : Wall/Plate 5-1 x 2-5/16" 694 lbs 8.7% 48.7% Douglas Fir BC FloorVarlu and NBCC Vibration Summary IBC Floortdalue0 tsso Subftoor: 314" OSB, Glue {- Nail Minimum Enhanced Premium Gypsum Ceiling: gone Dlsdlosur Controlling Location: 07-05-04 Bracing: None use of the Boise Case r.ie Software is St,bflar��� Kati Premium Strapping: None s�ubJzc#t+�l�h"j t�rn� of;h�End User = ppLloensa Agreement (EULA). Completeness and accuracy of Input must be reviewed and verified by a Notos qualified engineer or other appropriate Design meets User specified (L16t.70). Total load deflection criteria. expert to assure Its adequacy, prior to Design meets User specified (L16O0) Live load deflection criteria. anyone relying on sw output as evidence of seaiilability for a psolioular Design meets arbitrary (1") Maximum Total load deflection criteria. application, The output here is based on Calculations assume member is fully braced. building code--eccepied design BC CALC® analysis is based on iBC 2015, properties and analysis methods. Composite El value based on 3/4" thick OSB sheathing glued and. nailed to member. Installation of Soma made engineered wood products must ke in Design based on Dry Service Condition. accordance wit current Installation Guide and appicable building codes. To obtain Installation Guide or ask questions, please call 232 3 7B8 before Installation. BC CALL , BC FRAME1 1 , Ai.1 TM ALLJQIST. , BC RlM BOA1 D'", BBB , BOISE OLULAMT14, BC FoorValue0 , VERSA-LAW VERSA-RIi 1 PLUS@, Page 1 of 1 Page 3.1 of 3.18 0 Ash I ey&Vance ENGINEERING, INC ASD Lateral ForceAnalysis Job: 19748-Neuman Residence (struct) -Strandberg 20151BC SEISMIC DESIGN BASE SHEAR (STATIC) Risk Category: II (IBC Table 1604.5) Ie= 1.00 (ASCE Table 1.5-2) R=6.5 (ASCE Table 12.2-1) Da= 2.5 (ASCE Table 12.2-1) Cd= 4 (ASCE Table 12.2-1) Reduced by 1/2 for flexible diaphragms per ASCE Table 12.2-1 footnoteg SEISMIC GROUND MOTION VALUES Latitude: Longitude: Site Classification= D Short Period Long Period Ss= 1.105 Si = 0.438 Fa= 1.058 (IBC Table 1613.3.3(1)) F„= 1.562 (IBC Table 1613.3.3(2)) SMS= 1.169 (IBC Eq. 16-37) SMi = 0.684 (IBC Eq. 16-38) Sps= 0.779 (IBC Eq. 16-39) SDI = 0.456 (IBC Eq. 16-40) APPROXIMATE FUNDAMENTAL PERIOD Building Type: All Other Structural Systems Maximum Height= 32.0 ft Ta= 0.27 sec (ASCE Eq. 12.8-7) TL= 16 sec (ASCE Figure 22-12) To= 0.12 sec Ts= 0.59 sec SEISMIC DESIGN CATEGORY SDC = D (ASCE 11.6) SEISMIC BASE SHEAR CS= 0.1199 Goys (ASCE Eq. 12.8-2) CS MAX= 0.2608 (ASCE Eq. 12.8-3&Eq. 12.8-4) Cs MIN= 0.0100 (ASCE Eq. 12.8-5&Eq. 12.8-6) Cs= 0.1199 V= 0.1199*W Page 3.2 of 3.18 0 Ashley&Vance E N G I N E E R I N G, I N C ASD Lateral Force Analysis Job: 19748 - Neuman Residence (struct) - Strandbera 2015lBC IBC 1609.6 ALTERNATIVE ALL-HEIGHTS METHOD DESIGN WIND PRESSURE - MAIN WIND FORCE RESISTING SYSTEM Exposure Category= B (IBC 1609.4.2) N-S Dimension 54.0 ft Roof Pitch = 1.5 :12 Angle = 7.1 ° E-W Dimension 57.0 ft Eave Height= 26.0 ft Enclosure: Enclosed Maximum Height= 32.0 ft Low Rise? YES Mean Roof Height= 29.0 ft Main Wind Force: V°it= 110 mph (Figure 1609A) Vasil= 85 mph a= 7 (ASCE 7 Table 26.9.1) Kzt= 1.00 (ASCE 7 26.8) z9= 1200 (ASCE 7 Table 26.9.1) IW= 1.00 (ASCE 7 Table 1.5-2) WIND DISTRIBUTION ON NORTH-SOUTH ROOF Level Windward Roof Leeward Roof Parapet z KZ Cnet Pnet Height Cnet poet Height Cnet poet Cnet Pnet Height FTotal (ft) (27.3-1) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf) Roof 29.0 0.701 -1.09 -23.66 6.0 -0.66 -14.32 6.0 1.28 27.78 -0.85 -18.4 0.0 96.0 WIND DISTRIBUTION ON NORTH-SOUTH WALLS Level Windward Walls Leeward Walls Total Wind z KZ Cnet poet Height F Cnet Pnet Height F Roof Walls 0.6x Total (ft) (27.3-1) (psf) (ft) (Pit) (psf) (ft) (pit) (Plf) (plf) (Pit) Roof 32.0 0.714 0.43 9.509 5.0 47.5 -0.51 -11.3 5.0 -56.4 96.0 103.9 120.0 L2 11.5 0.701 0.43 9.335 10.0 93.4 -0.51 -11.1 10.0 -110.7 0.0 204.1 122.4 Page 3.3 of 3.18 WIND DISTRIBUTION ON EAST-WEST ROOF Level Windward Roof Leeward Roof Parapet z Kz Cnet Pnet Height Cnet Pnet Height Cnet Pnet Cnet Pnet Height FTotal (ft) (27.3-1) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf) Roof 29.0 0.701 -1.09 -23.7 6.0 -0.66 -14.3 6.0 1.28 27.79 -0.85 -18.5 0.0 96.0 WIND DISTRIBUTION ON EAST-WEST WALLS Level Windward Walls Leeward Walls Total Wind z Kz Cnet Pnet Height F Cnet Pnet Height F Roof Walls 0.6x Total (ft) (27.3-1) (psf) (ft) (plf) (psf) (ft) (plf) (plf) (plf) (Of) Roof 32.0 0.714 0.43 9.509 5.0 47.5 -0.51 -11.3 5.0 -56.4 96.0 103.9 120.0 L2 11.5 0.701 0.43 9.335 10.0 93.4 -0.51 -11.1 10.0 -110.7 0.0 204.1 122.4 Page 3.4 of 3.18 0 Ashley&Vance ENGINEERING, INC ASD Lateral Force Analysis Job: 19748-Neuman Residence (struct) -Strandberg 2015lBC C8: 0.120 k= 1.00 (ASCE Eq. 12.8-12) VERTICAL SEISMIC FORCE DISTRIBUTION (ASCE 12.8.3) Level Height DL PL Floor Area Weight whk Cv Story Shear %Total (ft) (psf) (psf) (sq.ft.) (Ibs) (k-ft) (12.8-12) (Ibs) (psf) Roof 32.0 13.0 10.0 2600 59800 1913.6 0.586 12466 4.8 58.6% L2 11.5 20.6 20.0 2900 117700 1353.6 0.414 8818 3.0 100.0% I Totals: 177500 3267.2 1.0 21283 7.8 DIAPHRAGM LOADS(ASCE 12.10) NORTH-SOUTH DIRECTION EAST-WEST DIRECTION Level DL PL (12.10-1) Max Min Gov PL (12.10-1) Max Min Gov (psf) (psf) (psf) (psf) (psf) _ (psf) (psf) (psf) (psf) (psf) (psf) Roof 13 10 4.8 7.2 3.6 4.8 10 4.8 7.2 3.6 4.8 L2 20.586 20 5.2 12.7 6.3 6.3 20 5.2 12.7 6.3 6.3 tt L Page 3.5 of 3.18 Ash I e - Vance Neuman Residence Job No.: 19748 3943 Rock Ridge Parkway ENGINEE I N G , I N C. Anacortes, WA 98221 Upper Shearwall Layout SW 11 y ac Cant Min y 1 1 I I :'.. .... ! 414 g i % 7, I//I 1. / /� e ,,441 ..... i , / Ii I I! . / / / ♦ L4 1 _, 1 1 1111 1 1 I I ,,_1 I -- -- S �, g A • s • . 1... 4, aCant Min , 7� J SW 12 Page 3.6 of 3.18 Ash IevVance Neuman Residence Job No.: 19748 3943 Rock Ridge Parkway 0E N G I N E E I N. G , I N C. Anacortes, WA sazzl Lower Shearwall Layout SW 31 N %o O II ' ' �A i L% it 1i IIII �� %, II II N I %. I, i J 1 II III 1� =' M ir WI 1 II 11 11 I I r9 -- I - ---- - .. _ -- r - � - 1 11 I 0 it N 1 / I II11 I 1 II - I o o > I 2 . --.. 1 s 1 s o. 114 — L .'s I i s I L. SW 32 Page 3.8 of 3.18 Ashley&Vance ENGINEERING, INC Perforated Shearwalls Job: 19748 - Neuman Residence (struct) - Strandberg c r h TYPE Materials Sides EQ/Wind* 3-2i'rf T = I 6 1/2"cdx 10d @ 6" 1 310 /434 plf C `L r� 1 4 1/2"cdx 10d @ 4" 1 460 /644 plf 1+ 3 1/2"cdx 10d @ 3" 1 600 /840 plf h�L, <' ,ax =�� L 2 1/2"cdx 10d @ 2" 1 770 / 1078 plf ° 44 1/2"cdx 10d @ 4" 2 920 / 1288 plf 33 1/2"cdx 10d @ 3" 2 1200 / 1680 plf Wall Ltotai Htotai Lopening Hopening AO 2Li (NDS 4.3.3.5) Adjusted Shear Type ID r Co vE vW Gov (ft) (ft) (ft) (ft) (ft2) (ft) (plf) (plf) Case S-2.3 Roof Framing NS SW 5 22.00 9.00 3.50 8.00 28 18.50 0.856 0.790 214 143 Seis 6 EW SW 11 20.50 9.00 2.00 5.00 10 18.50 0.943 0.939 247 200 Seis 6 SW 12 29.00 9.00 5.50 5.00 28 23.50 0.885 0.888 210 167 Seis 6 S-2.2 Second Floor Framing EW SW 31 25.50 9.00 2.50 5.00 13 23.00 0.943 0.939 338 317 Seis 4 SW 32 29.00 9.00 5.50 5.00 28 23.50 0.885 0.888 356 325 Seis 4 Page 3.9 of 3.18 0 Ashley&Vance ENGINEERING, INC ASD Lateral Force Analysis Job: 19748 - Neuman Residence (struct) - Strandberg 20151BC REDUNDANCY FACTOR CALCULATION Is the structure regular in plan at all levels? NO Is the structure light framed construction? YES SDC D ASCE 12.3.4.2 a >35% Wall Wall H/L % p p Base ID Capacity Capacity at Level per wall Shear? (Ibs) YES S-2.3 Roof Framing NS 12819 (Total Story Strength; 1.0 SW 1 3300 1.64 26% 1.0 SW 2 1575 3.00 12% 1.0 SW 3 1395 2.00 11% 1.0 SW 4 814 3.60 6% 1.0 SW 5 5735 0.41 N/A 1.0 EW 13020 Story Strength) 1.0 SW 11 5735 0.44 N/A 1.0 SW 12 7285 0.31 N/A 1.0 YES :ond Floor Framing NS 18413 Story Strength) 1.0 SW 21 2325 2.25 13% 1.0 SW 22 1448 3.18 8% 1.0 SW 23 3048 1.77 17% 1.0 SW 24 1703 2.84 9% 1.0 SW 25 2530 1.64 14% 1.0 SW 26 7360 0.56 N/A 1.0 EW 21390 Story Strength) 1.0 SW 31 10580 0.35 N/A 1.0 SW 32 10810 0.31 N/A 1.0 Page 3.10 of 3.18 0 Ashley&Vance ENGINEERING, INC ASD Lateral ForceAnalysis Job: 19748-Neuman Residence (struct) -Strandberg 20151BC Description Mot Overturning Moment of Variables: Mr Left Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the right side of the wall Seismic: HD=(p0.7MOT-(0.6-0.14*SDs)MR)/L (ASCE 12.4.2.3) Wind: HD=(0.6MOT-0.6K)/L (ASCE 2.4.1) Wall MOT MR Left MR Right HD Left HD Right Gov. Use Left Use Right ID (lb-ft) (Ib-ft) (lb-ft) (Ib) (Ib) S-2.3 Roof Framing NS SW 1 39372 6331 2613 4891 5256 Seis CMST14 CMST14 SW 2 18528 750 750 5041 5041 Seis CMST14 CMST14 SW 3 8056 1260 2235 1255 1135 Seis CS14 CS14 SW 4 5370 858 370 1669 1789 Seis CS14 CS14 SW 5 40278 57539 57539 -2 -2 Seis OK OK EW SW11 55225 48357 52468 746 645 Seis CS14 CS14 SW 12 56381 89738 85148 -161 -82 Seis OK OK S-2.2 Second Floor Framing NS SW 21 23032 7317 4278 3580 4006 Seis HDU4 HDU4 SW 22 18233 6247 5337 4162 4354 Seis HDU4 HDU4 SW 23 33588 4930 12996 4605 3741 Seis HDU8 HDU4 SW 24 21112 3178 10236 9991 8694 Seis HDU11 HDU11 SW 25 24242 11090 3506 2305 3050 Seis HDU4 HDU4 SW 26 68998 14880 35728 2642 1985 Seis HDU4 HDU4 EW SW 31 93775 62491 49313 1399 2303 Seis HDU4 HDU4 SW 32 95453 150124 150124 -241 -241 Seis OK OK Page 3.11 of 3.18 Ashley&Vance ENGINEERING, INC ASD Lateral ForceAnalysis Job: 19748-Neuman Residence (struct) -Strandberg 20151BC SEISMIC DESIGN BASE SHEAR (STATIC) Risk Category: II (IBC Table 1604.5) le= 1.00 (ASCE Table 1.5-2) R=6.5 (ASCE Table 12.2-1) Oa= 2.5 (ASCE Table 12.2-1) C = 4 Reduced by 1/2 for flexible diaphragms per d (ASCE Table 12.2-1) ASCE Table 12.2-1 footnote g SEISMIC GROUND MOTION VALUES Latitude: Longitude: Site Classification= D Short Period Long Period SS= 1.105 Si= 0.438 Fa= 1.058 (IBC Table 1613.3.3(1)) F„= 1.562 (IBC Table 1613.3.3(2)) SMS= 1.169 (IBC Eq. 16-37) SM1= 0.684 (IBC Eq. 16-38) Sps= 0.779 (IBC Eq. 16-39) Sim = 0.456 (IBC Eq. 16-40) APPROXIMATE FUNDAMENTAL PERIOD Building Type: All Other Structural Systems Maximum Height= 18.0 ft Ta= 0.17 sec (ASCE Eq. 12.8-7) TL= 16 sec (ASCE Figure 22-12) To= 0.12 sec Ts= 0.59 sec SEISMIC DESIGN CATEGORY SDC= D (ASCE 11.6) SEISMIC BASE SHEAR Cs= 0.1199 Goys (ASCE Eq. 12.8-2) Cs MAX= 0.4015 (ASCE Eq. 12.8-3&Eq. 12.8-4) CS MIN= 0.0100 (ASCE Eq. 12.8-5&Eq. 12.8-6) CS= 0.1199 V= 0.1199*W Page 3.12 of 3.18 0 Ashley&Vance E N G I N E E R I N G, I N C ASD Lateral Force Analysis Job: 19748 - Neuman Residence (struct) - Strandberg 20151BC IBC 1609.6 ALTERNATIVE ALL-HEIGHTS METHOD DESIGN WIND PRESSURE - MAIN WIND FORCE RESISTING SYSTEM Exposure Category= B (IBC 1609.4.2) N-S Dimension 30.0 ft Roof Pitch = 1.5 :12 Angle = 7.1 ° E-W Dimension 40.0 ft Eave Height= 12.0 ft Enclosure: Enclosed Maximum Height = 18.0 ft Low Rise? YES Mean Roof Height= 15.0 ft Main Wind Force: V„it= 110 mph (Figure 1609A) Vasd= 85 mph a= 7 (ASCE 7 Table 26.9.1) Kzt= 1.00 (ASCE 7 26.8) z9= 1200 (ASCE 7 Table 26.9.1) IN,= 1.00 (ASCE 7 Table 1.5-2) WIND DISTRIBUTION ON NORTH-SOUTH ROOF Level Windward Roof Leeward Roof Parapet z Kz Cnet Pnet Height Cnet Pnet Height Cnet poet Cnet Pnet Height FTotal (ft) (27.3-1) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf) Roof 15.0 0.701 -1.09 -23.66 6.0 -0.66 -14.32 6.0 1.28 27.78 -0.85 -18.4 0.0 96.0 WIND DISTRIBUTION ON NORTH-SOUTH WALLS Level Windward Walls Leeward Walls Total Wind z Kz Cnet Pnet Height F Cnet Pnet Height F Roof Walls 0.6x Total (ft) (27.3-1) (Pst) (ft) (PIt) (psf) (ft) (pit) (PIO) (Pit) (PIf) Roof 18.0 0.701 0.43 9.335 8.0 74.7 -0.51 -11.1 8.0 -88.6 96.0 163.3 155.6 Page 3.13 of 3.18 WIND DISTRIBUTION ON EAST-WEST ROOF Level Windward Roof Leeward Roof Parapet z KZ Cnet Pnet Height Cnet Pnet Height Cnet Pnet Cnet Pnet Height FTotal (ft) (27.3-1) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf) Roof 15.0 0 701 -1.09 -23.7 6.0 -0.66 -14.3 6.0 1.28 27.79 -0.85 -18.5 0.0 96.0 WIND DISTRIBUTION ON EAST-WEST WALLS Level Windward Walls Leeward Walls Total Wind Z KZ Cnet Pnet Height F Cnet Pnet Height F Roof Walls 0.6x Total (ft) (27.3-1) (psf) (ft) (pit) (psf) (ft) (plt) (plt) (pit) (pit) Roof 18.0 0.701 0.43 9.335 8.0 74.7 -0.51 -11.1 8.0 -88.6 96.0 163.3 155.6 Page 3.14 of 3.18 0 Ash Iey&Vance ENGINEERING, INC ASD Lateral ForceAnalysis Job: 19748-Neuman Residence (struct) -Strandberg 20151BC Cs: 0.120 k= 1.00 (ASCE Eq. 12.8-12) VERTICAL SEISMIC FORCE DISTRIBUTION (ASCE 12.8.3) Level Height DL PL Floor Area Weight whk Cv Story Shear %Total (ft) (psf) (psf) (sq.ft.) (Ibs) (k-ft) (12.8-12) (Ibs) (psf) Roof 18.0 2.3 10.0 1050 12915 232.5 1.000 1549 1.5 100.0% I Totals: 12915 232.5 1.0 1549 1.5 DIAPHRAGM LOADS(ASCE 12.10) NORTH-SOUTH DIRECTION EAST-WEST DIRECTION Level DL PL (12.10-1) Max Min Gov PL (12.10-1) Max Min Gov (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) Roof 2.3 10 1.5 3.8 1.9 1.9 10 1.5 3.8 1.9 1.9 Page 3.15 of 3.18 0 Ashley-Vance Neuman Residence 3943 Rock Ridge Parkway Job No.: 19748 Anacortes,WA 98221 Lower Shearwall Layout sw 11 7 + ram s II I r— —4, I I 4N 3 .,I I I I 's s' F*1 1 4, 1 o I ' U A I % I I , „ ,t_ J SW 15 Page 3.16 of 3. 18 el0AshieyVance E N G I N E E R I N G , I N C ASD Lateral Force Analysis Job: 19748 - Neuman Residence (struct) - Strandberg 2015 IBC Building Forces Alt. TYPE Materials Sides EQ /Wind` Level Seis. Wind 6 1/2" cdx 8d @ 6" 1 260 / 364 plf (psf) (plf) 4 1/2" cdx 8d @ 4" 1 380 / 532 plf i-'Ci(it 1 .0 155.6 3 1/2" cdx 8d @ 3" 1 490 /686 plf 2 1/2" cdx 8d @ 2" 1 640 / 896 Of 44 1/2" cdx 8d @ 4" 2 760 / 1064 plf 33 1/2" cdx 8d @ 2" 2 980 / 1372 Of Totals: 1 .0 155.6 Total Force = Trib Shear + Add'I Shear Total Shear = Total Force / Wall Length *Per 2015 SDPWS Table 4.3A, shearwall capacities have been increased by 40% when walls are governed by wind loading. Wall Wall Wall % of Seismic Trib Wind Shear Add! Wall Gov. Wall ID Len Ht. Line Len Width Trib Seis Wind Seis Wind H/L Force Shear Gov (ft) (ft) Load (ft) (ft) (ft) (Ibs) (Ibs) (Ibs) (Ibs) Ratio (Ibs) (pif) Case Type S-2.2 Second Floor Framing NS SW 1 14.00 16.00 100% 28.0 12.8 14.0 369 2178 0 0 1 1/7:1 2178 156 Wind 6 SW 2 8.50 14.00 100% 30.0 16.1 17.8 498 2766 0 0 1 2/3:1 2766 325 Wind 6 SW 3 17.50 14.00 100% 21.5 8.3 8.3 183 1283 0 0 4/5:1 1283 73 Wind 6 EW SW 11 2.00 7.00 31% 37.5 9.4 10.5 363 1636 0 0 3 1/2:1 507 254 Wind A SW 12 2.25 7.00 35% 37.5 9.4 10.5 363 1636 0 0 3 1/9:1 573 255 Wind A SW 13 2.17 7.00 34% 37.5 9.4 10.5 363 1636 0 0 3 2/9:1 556 256 Wind B SW 14 12.00 12.00 100% 40.0 12.1 13.0 499 2022 0 0 1:1 2022 169 Wind 6 SW 15 24.00 16.00 100% 28.0 6.5 6.5 188 1011 0 0 2/3:1 1011 42 Wind 6 A WSW18x9 WSW': Use Simpson Wood Strongwall, WSW18x9 -Vail = 1920# @ Drift= 0.53" B WSW18x11 WSW': Use Simpson Wood Strongwall, WSW18x11 -Vail = 1510# @ Drift= 0.67" Page 3.17 of 3.18 0 Ashley&Vance ENGINEERING, INC ASD Lateral Force Analysis Job: 19748 - Neuman Residence (struct) - Strandberg 20151BC REDUNDANCY FACTOR CALCULATION Is the structure regular in plan at all levels? NO Is the structure light framed construction? YES SDC D ASCE 12.3.4.2 a >35% Wall Wall H/L % p p Base ID Capacity Capacity at Level per wall Shear? (Ibs) YES :ond Floor Framing NS 10400 (Total Story Strength' 1.3 SW 1 3640 1.14 35% 1.3 SW 2 2210 1.65 21% 1.3 SW 3 4550 0.80 N/A 1.3 EW 18975 Story Strength) 1.0 SW 11 3120 3.50 16% 1.0 SW 12 3720 3.11 20% 1.0 SW 13 2775 3.23 15% 1.0 SW 14 3120 1.00 N/A 1.0 SW 15 6240 0.67 N/A 1.0 Page 3.18 of 3.18 0 Ashley&Va n c e ENGINEERING, INC ASD Lateral Force Analysis Job: 19748-Neuman Residence (struct) -Strandberg 20151BC Description Mot Overturning Moment of Variables: Mr Left Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the right side of the wall Seismic: HD=(p0.7M0T-(0.6-0.14*Sps)MR)/L (ASCE 12.4.2.3) Wind: HD=(0.6MOT-0.6MR)/L (ASCE 2.4.1) Wall MOT MR Left MR Right HD Left HD Right Gov. Use Left Use Right ID (Ib-ft) (lb-ft) (lb-ft) (Ib) (Ib) S-2.2 Second Floor Framing NS SW 1 58074 26595 26595 1399 1399 Wind HDU4 HDU4 SW 2 64549 6086 6086 4385 4385 Wind HDU4 HDU4 SW 3 29944 36763 36763 -241 -241 Wind OK OK EW SW 11 5918 1248 330 1868 2235 Wind Per Plan Per Plan SW 12 6682 433 1504 2143 1775 Wind Per Plan Per Plan SW 13 6491 1981 489 1620 2156 Wind Per Plan Per Plan SW 14 40444 18630 18630 1138 1138 Wind HDU4 HDU4 SW 15 26962 101520 101520 -1904 -1904 Wind OK OK Page 4.1 of 4.15 0 Ashley Vance Neuman Residence Job No.: 19748 3943 Rock Ridge Parkway Anacortes,WA 98221 Foundation Layout 1.71\ ---Is— - ._----,---__El 7— !, 111 II IIIII II II • [In:rr 1 "6,,- f, - = II , II it II , I u _ s � 1I' . I o 11- JI . Iu 11 II • II - �� E-\- nii • al- 7 7 7 1 ,, mV-.1 ,7!".,...._,. ,- • L L... ' '.-f 1......4.3.2.40.00.4=IL---4i1 11 I r I 11 L-_ ; 1 ,� . „ 1f J Page 4.2 of 4. 15 0 Ash Iey&Vance ENGINEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Footing Width Calculation F1 Description DL LL of Variables: 5r = 5 ft of roof trib Roof 13 20 psf 4f = 4 ft of floor trib Floor 15 40 psf 3g = 3 ft of garage trib Garage 0 50 psf 2d = 2 ft of deck trib Deck 33 60 psf w = wall above and/or self wt. Wall 10 10 psf Conventional Footing Desklin Parameters: Allowable Bearing Pressure 1500 psf Rr li T_,blr •1806.;: FT TRIB WdI WII tot (ft) (plf) (plf) F1 20.0 r 260 400 14.0 f 210 560 0.0 g 0 0 11 0.0 d 0 0 20.0 w 200 200 TL 670 1160 for w Elifit1tt 0)lot 1830 plf q all Try Footing Width, w = 18 inches bear 1220 psf gailow 1500 psf gallowklbear 1.23 Footing OK Page 4.3 of 4.15 szoAsh Ie ENG INEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Footing Width Calculation IF2 Description DL LL of Variables: 5r = 5 ft of roof trib Roof 13 20 psf 4f = 4 ft of floor trib Floor 15 40 psf 3g = 3 ft of garage trib Garage 0 50 psf 2d = 2 ft of deck trib Deck 33 60 psf w = wall above and/or self wt. Wall 10 10 psf _Conventional Footing Design Parameters: Allowable Bearing Pressure 1500 psf IR, l3"T_;blr 1806.;: FT TRIB 1 Wdl WII tat (ft) (plf) (plf) 1 F2 14.0 r 182 280 0.O f 0 0 0.0 g 0 0 0.0 d 0 0 16.0 w 160 160 TL 342 440 jil w 4 i of Itlit cutot 782 plf q arr Try Footing Width, w = 16 inches qbear 587 psf gaiiow 1500 psf gauovigbear 2.56 Footing OK Page 4.4 of 4.15 el" Ash Iey&Vance ENG INEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Footing Width Calculation F3 Description DL LL of Variables: 5r = 5 ft of roof trib Roof 13 20 psf 4f = 4 ft of floor trib Floor 15 40 psf 3g = 3 ft of garage trib Garage 0 50 psf 2d = 2 ft of deck trib Deck 33 60 psf w = wall above and/or self wt. Wall 10 10 psf Conventiona0 footing Design_Parameterrs: Allowable Bearing Pressure 1500 psf I Pc' lK�T•ok 1806.2 FT TRIB Wdl WII Wtot (ft) (plf) (plf) V F3 0.0 r 0 0 0.0 f 0 0 0.0 g 0 0 12.0 d 396 720 20.0 w 200 200 TL 596 920 4, w it ' tttlfltt cotot 1516 plf q `1 all Try Footing Width, w = 16 inches bear 1137 psf gallow 1500 psf clauovvigbear 1.32 Footing OK Page 4.5 of 4.15 Ash Iey ENG INEERING , INC Job: 19748 - Neuman Residence (struct) - Strandberg Footling Width Calcuilaiiiion F4 Description DL LL of Variables: 5r = 5 ft of roof trib Roof 13 20 psf 4f = 4 ft of floor trib Floor 15 40 psf 3g = 3 ft of garage trib Garage 0 50 psf 2d = 2 ft of deck trib Deck 33 60 psf w = wall above and/or self wt. Wall 10 10 psf Conventional Footing Design Parameters: Allowable Bearing Pressure 1500 psf 1Pc, IK: r-.ti,kc 78U5. FT TRIB WdI WII Jtot (ft) (pie (plf) F4 0.0 r 0 0 15.0 f 225 600 0.0 g 0 0 0.0 d 0 0 10.0 w 100 100 TL 325 700 w et d tftHPttt tot 1025 plf q all Try Footing Width, w = '12 inches qbear 1025 psf gallow 1500 psf gallow'gbear 1.46 Footing OK Page 4.6 of 4.15 17Ash IeyVance 10 ENGINEERING , INC F1 Job: 19748 - Neuman Residence (struct) - Strandberg Point Load on Footing Calculation Reactions on Footing D L E W P Pt Load from B2.5 3.6 5.1 -- kips Total 3.6 5.1 0.0 0.0 kips U = 12.5 kips Required Strength: ASD: P = 8.7 kips ' U = 1.2D + 1.6L P = D + L U = 1.2D + 1.6L + 0.5W P = D + 0.6W P = D + 0.75[L+0.6W] ch w h U = 1.2D + 1.6W + 0.5L P = D + 0.7E P = D + 0.75[L+0.7E] 1 U = 1.2D + 1.0E + 1.0L i L 1 - 1 i q all Conventional Footing Desi iji Parameters: Allowable Bearing Pressure 1500 psf F•wr IBC Molt: -180Ei.2 -7 Seismic or Wind Loading? N ---> 1500 psf Calculated Bearing Pressure Footing Width 'i 8 inches Afeq 5.8 ft2 Lreq 3.9 ft Model Foundation as Fixed/Fixed Member Pot Eqn. 1: Mu = PU8 Mu = 6.1 k-ft Mr M Steel Reinforcing Design: ,' L ' � Steel Depth 15 in Bar size (#) 4 bar # of bars 2 QSMn= --� 26.0 kip-ft (Design Cap.) 1 Mu= 6.1 kip-ft (From Eqn. 1) 0Mn/Mu = 4.3 OK Therefore use 18 inch x 18 inch footing, with (2) #4 bar top and bottom. See Details. Page 4.7 of 4.15 °Z AshIeyVance ENGINEERING , INC (-P-1) Job: 19748 - Neuman Residence (struct) - Strandberg Pad Footing Calculation Ptot Reactions on Footing D L E W Pt Load from: B2.22 10.5 15.7 0.0 — kips SUM: 10.5 15.7 0.0 0.0 kips Required Strength: U = 37.7 kips U = 1.2D + 1.6L ASD: P = 26.2 kips U _ 1.2D + 1.6L + 0.5W P = D + L I. B U = 1.2D + 1.6W + 0.5L P = D + 0.6W P = D + 0.75[L+0.6W] 1 U = 1.2D + 1.0E + 1.0L P = D + 0.7E P = D + 0.75[L+0.7E] S f I J I I t t t gall Pad Footing Design Parameters: Allowable Bearing Pressure > 1500 psf I F'u r• 131:Milk: laaE:. Seismic or Wind Loading? > N > 1500 psf Calculated Bearing Pressure Footing Width Design: Try Square Footing Width, B = 54 inches bear = 1293 psf gapow= 1500 psf gall0w1gbear = 1 .16 Reinforcement Design: Mu = 200.96 kips - in qu = 12.92 psi AS Req'd 0.620247 in2 Reinforcement Req'd I (6: 4,1 6a-:, nr1cxri +aril;. o c V Page 4.8 of 4. 15 0 Ash IeyVance ENGINEERING , INC P2 Job: 19748 - Neuman Residence (struct) - Strandberg Pad Footing Calculation Ptot Reactions on Footing D L E W Pt Load from: B2.21 4.3 7.1 0.0 -- kips B2.20 2.2 3.7 SUM: 6.5 10.8 0.0 0.0 kips Required Strength: U = 25.1 kips U = 1.2D + 1.6L ASD: P = 17.3 kips U = 1.2D + 1.6L + 0.5W P = D + L I B U = 1.2D + 1.6W + 0.5L P = D + 0.6W P = D + 0.75[L+0.6W] l p U = 1.2D + 1.0E + 1.0L P = D + 0.7E P = D + 0.75[L+0.7E] t 4 4 s 9 I f l I qan Pad Footing Design Parameters: Allowable Bearing Pressure > 1500 psf F o'r I'!•.:T�nl�: t•���:: ' Seismic or Wind Loading? > N > 1500 psf Calculated Bearing Pressure Footin. 'Width Design: Try Square Footing Width, B = 42 inches qbear = 1415 psf gallow = 1500 psf gallovJgbear = 1.06 Reinforcement Design: Mu = 96.85 kips - in qu = 14.23 psi As Req'd 0.298917 in2 Reinforcement Req'd I (4: 44 13a.• Soac:c:] E',c_lly ,:t,' o.c: ; V • Page 4.9 of 4. 15 0 Ash IeyVance ENGINEERING , INC p3 ,_ Job: 19748 - Neuman Residence (struct) - Strandberg Pad Footing Calculation Ptot Reactions on Footing D L E W Pt Load from: B2.33 1.3 2.1 kips B2.29 1.0 1.5 B2.19 1.8 3.0 SUM: 4.0 6.6 0.0 0.0 kips Required Strength: U = 15.5 kips U = 1.2D + 1.6L ASD: P = 10.7 kips U = 1.2D + 1.6L + 0.5W P = D + L j B U = 1.2D + 1.6W + 0.5L P = D + 0.6W P = D + 0.75[L+0.6W] U = 1.2D + 1.0E + 1.0L P = D + 0.7E P = D + 0.75[L+0.7E] Hi 1 1 1 i 1 q all Pad Footing Design Parameters: Allowable Bearing Pressure > 1500 psf F'a'r, I31�hnIc iao. . Nr Seismic or Wind Loading? > N > 1500 psf Calculated Bearing Pressure Footing Width Design: Try Square Footing Width, B = 36 inches gbear = 1186 psf galiow = 1500 psf gallow!gbear = 1.26 Reinforcement Design: Mu = 48.32 kips - in qu = 11.93 psi As Req'd 0.149149 in2 Reinforcement Req'd I i,': 44 Bars rjc:c j Emanl..: :'I a,. o.c: } V Page 4.10 of 4.15 AshIeyVance ENGINEERING , INC OP4 Job: 19748 - Neuman Residence (struct) - Strandberg Pad Footing Calculation 4t0t Reactions on Footing D L E W Pt Load from: B2.37 6.4 9.9 --- kips B2.27 1.6 1.6 SUM: 8.0 11.6 0.0 0.0 kips Required Strength: U = 28.1 kips U = 1.2D + 1.6L ASD: P = 19.6 kips U = 1.2D + 1.6L + 0.5W P = D + L I B U = 1.2D + 1.6W + 0.5L P = D + 0.6W P = D + 0.75[L+0.6W] U = 1.2D + 1.0E + 1.0L P = D + 0.7E P = D + 0.75[L+0.7E] L t I t I I t I I gall Pad Footing Design Parameters: Allowable Bearing Pressure > 1500 psf F'a'r I3':Tank: 1.!W r 717 Seismic or Wind Loading? > N > 1500 psf Calculated Bearing Pressure Footing Width Design: Try Square Footing Width, B = 48 inches qbear = 1223 psf galiow = 1500 psf gallov✓gbear = 1.23 Reinforcement Design: Mu = 94.87 kips - in qu = 12.20 psi As Req'd 0.292813 in2 Reinforcement Req'd 1 (4.: 441 I3a'f, rm ic) :i Et.cnhy lir ,::'.c: T Page 4. 11 of 4. 15 SIMPSON Anchor esignerT" Cornpar y: Date: 8/6/2019 Er ginger: Page: 1/5 Siztentr,TieSoftware Project.: Version2__6,6794,C+ A cdres : E 1.Proi4ct information Customer c. rnp&ny; Project description: Cirstorrrier cont&4 name: Customer Location: .r�rtirir°rr rit: Fastening desriptIori: 2 hifitnii`_iiniA f3+ Ari hrir PAtrArith4tort, Genera Base Material Cat �i��ri �nc�tIiuc�:>�. ll 316-14 Concrete: Norrrtrat-w,reiglh: L_►i-ulV; itiiperial' ';.anit:3 Concrete thIc.-tsriess. (Inch); '2,00 Stale: Uncrac*e i Anchor lentorni tioti:: Cornp-; ssive fitr :rxiih, r''r }:siy 25,00 ,Anchor type: Cast-in-place '4,,;;r: 1..0 Material: AB Reinforcement condition: B tension, B sheer C'iarri940r (inch): 1 Si ppiornernt r1 reinf{arcer-norii: too i fffcPIvF:a Embodineint h c (inch): 6.ma Roar 1ct'c:crrient { .'c"idodi :;, ncirs.; No Anchor category: - tg late concrete tt breakout i i t lons,cn: 10 Ara-bar ductility: Yes Ignore roncsete breakout in shear: N a hm (inch): 8.63 (ignore 6dri requirement No Crratl {in-rh.a_ 6.410 l u ilrf---iip grout pad: No Srnin (inch): 1_01 Recomt t-endid Anchor Anchor Marne: PAe Pce-A..w iiI ied Anchor felt - PAW) (iw i input dot4 and i rt k, rnu:t te chinked !of agreenietit with the exit:ling cirt:uiyiwLtrtc;t3t3, iota t 1at,d rde and guldelinea muf41 1x utie tad tor i + lip.... 5956 W. Laa Poellas Boulevard Pleasanton, C, . 94588 Phc:ne: i 1.5.:6C.9Q00 Fax: 925.847..5B71 ►wrw.sticnwle.corn Page 4 . 12 of 4 . 15 SIMPSON Anchor 1esigner rril Coy, nano!,, : . te: of 10 -t i - - Engineer: Page . 215 stionwrie Software Project Version 2..6, 6794 , 0 Ix, Phone: Errnal : Load and Geometry Load factor source: tCl 3 .18 Sedan 5, 3 Load combination: tl O-917D + 1 ,4 E Seismic design; Yes Anchors .s.UbjecI► tI to sustained tansiot. Nor. applicable Ductility section for tension : 11_2.3 .4.2 not applicable Ductility section for shoat 17_2 .3. 5. 2 not applicable On factor; not set Apply entire shear load at fiarn row: No Anchors only resting wind andlor 5Qcsrnic loath: *)"II. s Service level loads: D E Strength level loads N8 [4 - 1000 15318 14418 Vax Il i ; 0 0 0 V , jlbJ : 0 0 0 <Figure 13 14418 lb s _ z , . . . . " _Air aI Olb / . , 0 lb i ' w Input Ma arid re call:r: ntuat be Uti ekod fur n reeniertt wild tt* ed MInQ drounietaticat, Bit tAand3rde and guldelirait rr1UE:1 tre oheNed kw plausit ity. . , 4 • . . 1 i. : c0 - i t ,. i.c: ..I . [ i1p.. . 5956 W. Las Pi-Jades Betillevard Pleasanton, CA NE1'88 Phcne. 925.5641_90M Fax. 925.847 3871 hwew.strclig Ie_.:,th i Pace 4. 13 of 4. 15 SIMPWN Anchor Designer I4I campay: Dte' 8.1tw20 Engineer: Page. 35 Strarkg-Tie Software Project Version 2 6,6794,0 Address: Phone: E riTa I: -;Figure 2> 0. . , - . 15,00 15.00 • input dnia and ree.,..elte. ntuat t,eL &leaked for ;)gleontent voiMI ia4log dirt-unietateee., ihe slandarde and guidelinee mu:A be oltei.14ed bur 5.9E45 W. Las Posit BouNekiard Pietaeenton, CA 94588 Phcne. 92-5.58C.9000 F . 926.847.3871 www.sittnglle...:-em Page 4. 14 of 4. 15 Cam par Date.: a ri 019SIMP N Anchor Desg pr" 1 L,-,genao,-_ i Paige: 415 stroneie Software Propel: 'u'ersion 2,6,6794,0 Address: Phone. 3. Resulting. Forces Anchor Ton fors toad.. Shear load >:.. Srpoar load y, Shear load c >ri bk-ii d, Iai (it+) V gii 1b} V„_,_,_ __ ) 'i'(VU:42#(Vu,Y,r �I 1 114I18.0 0.0 iI.. 0.0 Sum 144.18.o ll.l) t).0 Maximum concrete compression strain t;°+ ); 0.00 Maximum ooncrele compression stress (psi); 0 Resultant tension force (thy_ 14418 Resultannt. compression force {lb): .0 Ecce thci r of resultaol tension forces in x-axis egfix (inch.): 0.00 Ecceri,ricity of resultarl; tensiori forces in y-axis. e'r,y (inch) 0.00 4 . elatroo[Atli of Anchor ho r. in Te. n_(tt�1 17. a. N•34 (I6) OA';, It)) 35150 0.75 26363 5, Corx:(r4to Breakout Strength of An-ellor TcrtsJoni (Sec. 17.4.2) kc,Zaoilfdr I'5 (Eq, 17,4,2,20 . ` /'. (psi) het. (In) tV6. (lib) = 0.75 {'AI*/A' I- . '/- f;Nt (Sec. 1 .1 & Erb. 17.4.2.1a) (lfl' ) Attu (In2 r.;.4 n (in) C' rj '1,64 N iI�,re, ,Nh (lb) 0.75 (Iti) 430_55 3N.00 15.00 1 .25 1 .nDO 17 G 0.70 53E 0 . Pullout strength of A.ncbor In tension_tSec. 17.4..3) 0.751/Nr.41 = 0.7501.fr fto =0.750i Ic.,=8A6-g r'r. (SOC. 17_3.1, Eq. 17.4.3. 1 & 17.4.3.4 11.r_a Am.) (in2) fa (psi) 0 D. 5s4Wa. (lb 1 .4 5.15 2500 0.70 75764 input data aril raauIls muss. be cracked tar ayeen.freirtiwim the exiofrtg or•r.urristai.;. ::, dagIciartti.. n3e4 yutdeiaae late chocked Igor pI3uaibllil . I ;.. • ::; v. 5956 W. Laii Pc itata Bo vzart] P' ,1311anit n, CA 9458 PI'one: ' t5.;6` .9+JIN Fat:: 925. 4 7.38?i wis+.atronglie.vai,i Page 4. 15 of 4. 15 5IR+IR t Anchor Designer I rri Company: . Date: 8/512019 - — Engineer: Page_ 515 stronerie ., Software e Project: 2.6O �. r iran 794 Address: 14i Phone: (t��'y •. I : E-naI-. Res u l 11 r Interactic�r� 4 Ten ile and her r�rc� l c Ticisiorl Factored Load, Nu; (Ibl Ciesig't Str ngtil, et4n (ib) Ratio Status Sleet�.._ 1.4418 �'� 0.55 Pass Concrete breakout. 1441.8 15380 0,.94 Pass (Governs). Pullout 14418 75,764 0.111 PAB8 (4410) with hc1 = 6,0001 inch meats thci setoaad design criteria. 124Warnlr 1s -Per designer input, tt'e tensile component of the strength.-level earlh►quake force applied to anchors does not exceed 20 percent of the trial factored anchor tensile force associated with the same load combination. There-fore the duc.ility requirements of AC1 31817 .2.3,4,2 for tension need riot be satisfied - designer to verify. -Per designer input, tfle shear component of the st ert th4evel earthquake force applied to ar cltors dues not exceed 20 percent of the total factored anchor shear force associated with the same load combination.. Therefore the dittility requirements of AC1 318 1 7.2.3.5_2 for shear need riot he satisfied - designer to verify - Designer must exercise own juc geme-nt to determine if this desl n is suitable. Input data arid te,241I1t matt ch' u cud tot agleement 441 ilit the ehie1Ing ciruntetancese, 1hd alarldarde arid guldelirlc:e: rrlut l be olledi 3d tar �Is3u i:> tify. _ , 4.>;19- ik. 5•95.6 W. Lea Prl sitaa Bcutevetd PtK3aa(Iton, CA B4Ciati PI le.. 925.56C.90QQ Pax.: 925.a4?.3871 www.strcng;cle_wtam