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HomeMy WebLinkAboutSTRUCTUAL CALCS - 21-01027 - 1139 Greenside Loop - New SFRFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Nichols Residence Client: TWebb Construction Project No.: IF21-116 Date: Engineer : SEAL: FSE March 22, 2021 March 22, 2021 STRUCTURAL CALCULATIONS DBP 1 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence DN SB36SB41 SB37 B32B36SB47Dishwasher 1 B24R SB30 B24RB24RB24RB24RB24R B24R B24R B24R B24R B24R B24R B24R SB36SB41 SB37 B32B36SB47Dishwasher 1 B24R SB30 B24RB24RB24RB24RB24R B24R B24R B24R B24R B24R B24R B24R U241590R OTC332490 3020FX3020FX2020RS2020RS2020RS 3050SC 3050SC 3050SC 3050SC 3050SC 3068 3050SC 3030SC 4040RS 9080 3068 9080 9080 3050SC 3050SC 3680 2623 3068 2868 2868 3068 2868 3068 3568 2668 2668 4068 2668 3050SC3050SC 3050SC 3050SC 5068 3050SC 3050SC 3050SC 3050SC 3050SC 3068 3068 2868 2668 5068 UP E8E8 Elevation 8 E9E9 Elevation 9 4'5'-5 1/2" 3'-1" 3'-6" 5'-6" 3'-4" 3'-4" 5'-7" 3'-6" 6'-2 1/2"6'-4 1/2" 15'-4"7'-1 1/2"5'-4 1/2"9'-5 1/2"14'-5 1/2" 7' 2'-1" 3'-4" 4'-11" 4'-11" 28'-8" 8' 33'-10" 11'-1 1/2" 12'-5 1/2" 8' 20'-7" 8'-6" 6'-8" 3'-2" 12'-3" 9'-8 1/4" 5' 6'-6"5'-5" 3'-8" 12'-5" 17'-3 1/2" 5'-5"2'-4"2'-4"5'-3"3'-4 1/2"3'-9" 3'3'-6"33'-1"8'6'-3"3' 6'-6"41'-1"9'-3"2'-2"12'-7" 5' 3'-4" 4'-10" 4'-2" 3'-4" 8' 3'-6" 13'-2" 15'-6" 18'-3" 3'-6"5'-1" 6'-10" 4'-8" 3'-8" 2'-1" 5'-6 7/16" 3'-6" 5'-10 1/2"5'-10 1/2" 4' 4' 4'-2 1/16" 3'-4" 4'-3" 5'-1" 3'-4" 3'-4" 5' 4'-2 1/2" 3'-4" 3'-4" 4'-2" 4'-6" 3'-4" 4'-6" 5'-11 9/16"3' 4'-11"2'-4"2'-4"4'-11"3'-5" 12' 12'-2 1/2"14'-7" 7'-4" 4'-1 9/16" 4'-5" 3'-4" 4'-5 1/2" 7'-4" 12' 7'-6" 6'-9" 6'-9" 2' 26'-10" 13'-6" 72'-10" 13'-2" 2 1/16" 3'-8" 6' 3'-4" 4'-5" 1'-11" 17'-5" 13'-2" 15'-6" 6'-3 1/2" 5'-4 1/2" 6'-7" 17'-9" 72'-10" 5'-6" 2'-8" 8'-2" 2' 2 1/16" 5'-8"2'-4" 8' 3'-4"3'-4"3'-4" 6'-6"10'7'-1" 71'-7" 3'-9" 8' 16'-9" X 14'-6" 12'-4" X 8'-11" 12'-2" X 11'-7" 4'-0" X 9'-9" 12'-4" X 11'-9" 41'-8" X 31'-3" 2554 SQ FT GARAGE Fireplace STAIRWELL LAUNDRY LIVING AREA OFFICE BEDROOM MASTER BDRM Flood Lig Flood Light Flood Light ood Light Soffit Can Soffit Can Soffit Can Soffit Can Soffit Can Soffit Ca All Sofitts 18" min oor per per Genera 1. Revie above d 2. This Design should contrac 3. This written River B H1 - STHD 14 H2 - RJSTHD 14 n, Front and sides nt Porch undation Walls ch TYP Main Base Gara Total Smoke Detector/ carbon monoxide detector Contractor to locate exact location of req. 22"x30" Attic Access point Min 30" vertical Head Room Clearance (2) 2x10 for portal framing refer to page 6 figure 1 (2) 2x10 for portal framing refer to page 6 figure 1 (2) 2x10 for portal framing refer to page 6 figure 1 Great Room Nook H1 H1 H1 H1 H1 H1 10 CFM Fresh Air Smoke Detector 10 CFM Fresh Air Smoke Detector 10 CFM Fresh Air Smoke Detector B EL= 2.9 K WL= 5.4 K 1 EL = 3 . 3 K WL = 6 . 1 K 2 EL = 2 . 8 K WL = 8 . 0 K A EL= 3.2 K WL= 6.5 K B1 B1 B2 B3 B4 B5 B6 B7 B7 B8 B9 WW1 WW2 B11 B11 B12 B13 B13 B12 B14 B16 B15 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: asphalt shingles o/ felt 5.0 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 1/2" gypboard 2.2 mechanical/miscellaneous 2.6 DL =16.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Floor Loads: floor coverings 5.0 3/4" plywood or OSB 2.5 wood joists at 16" o.c.3.5 10" batt insulation (R-30)1.0 1/2" gypboard 2.2 mechanical/miscellaneous 0.8 DL =15.0 psf LL joist LL beam TL LL (residential) =40 psf L/480 L/360 L/240 LL (balconies/decks) =60 psf L/480 L/360 L/240 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 2.8 DL =14.0 psf L/240 brick veneer 40.0 (where brick veneer occurs) DL =50.0 psf L/360 Interior Walls: 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 1.5 DL =10.0 psf L/240 Design Gravity Loads deflection limits deflection limits deflection limits deflection limits 2 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.172 g SS .................0.541 g Design Spectral Response Accelerations: SD1 .................0.242 g SDS .................0.493 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.067 954.9 kips Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................29.9 psf Roof (net uplift-zone 1).................15.5 psf Roof (uplift-zone 2).................35.4 psf Roof (net uplift-zone 2).................21.0 psf Walls (zone 4).................31.0 psf Walls (zone 5).................35.4 psf Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Seismic Design Category ....................................... Seismic Weight, W ................................................ Lateral System Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... 3 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Presumptive Load-Bearing Values (Table 1806.2) 1500 psf 100 pcf 0.25 Lateral Soil Load (Table 1610.1) 45 pcf 60 pcf 30 inches Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ Foundation Design 4 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B1 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 630 lbs Span (ft) =3.5 roof 15 35 20 700 1000 RLL = 1225 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=1855 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 630 lbs CD =1.00 700 plf 1060 plf RLL = 1225 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1855 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =84 psi 47% 106 psi 40% 47 psi 18% 20 psi 8% 107 psi 37% Fb =1075 psi 2385 psi 2393 psi 2397 psi 2878 psi fb-max (psi) =741 psi 69% 1039 psi 44% 405 psi 17% 165 psi 7% 1104 psi 38% E (psi) = LL deflection =0.02'' 13% 0.02'' 20% 0.01'' 6% 0.00'' 2% 0.02'' 21% TL deflection =0.02'' 13% 0.04'' 20% 0.01'' 6% 0.00'' 2% 0.04'' 21% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B2 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 368 lbs Span (ft) =3.5 roof 15 35 10 350 500 RLL = 613 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=980 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 368 lbs CD =1.00 350 plf 560 plf RLL = 613 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =980 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =66 psi 37% 56 psi 21% 25 psi 9% 11 psi 4% 56 psi 20% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =680 psi 58% 549 psi 23% 214 psi 9% 87 psi 4% 583 psi 20% E (psi) = LL deflection =0.02'' 15% 0.01'' 10% 0.00'' 3% 0.00'' 1% 0.01'' 10% TL deflection =0.03'' 16% 0.02'' 11% 0.01'' 3% 0.00'' 1% 0.02'' 11% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi ASD design per NDS 2015 Wood Beam / Header EA 1623 ft-lbs B1 2x8 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi Douglas Fir #2 858 ft-lbs B2 2x6 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 5 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B3 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 210 lbs Span (ft) =3.5 roof 15 35 4 140 200 RLL = 245 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=455 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 210 lbs CD =1.00 140 plf 260 plf RLL = 245 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =455 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =31 psi 17% 26 psi 10% 11 psi 4% 5 psi 2% 26 psi 9% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb-max (psi) =316 psi 27% 255 psi 11% 99 psi 4% 40 psi 2% 271 psi 9% E (psi) = LL deflection =0.01'' 6% 0.00'' 4% 0.00'' 1% 0.00'' 0% 0.00'' 4% TL deflection =0.01'' 8% 0.01'' 5% 0.00'' 2% 0.00'' 1% 0.01'' 5% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B4 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 473 lbs Span (ft) =4.5 roof 15 35 10 350 500 RLL = 788 lbs lu (ft) =4.5 floor 0 0 0 0 0 RTL (left)=1260 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 473 lbs CD =1.00 350 plf 560 plf RLL = 788 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1260 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =91 psi 51% 78 psi 30% 36 psi 13% 16 psi 6% 78 psi 27% Fb =1165 psi 2381 psi 2392 psi 2397 psi 2875 psi fb (psi) =1125 psi 97% 907 psi 38% 354 psi 15% 144 psi 6% 964 psi 34% E (psi) = LL deflection =0.05'' 32% 0.03'' 21% 0.01'' 7% 0.00'' 2% 0.03'' 22% TL deflection =0.08'' 35% 0.05'' 23% 0.02'' 7% 0.01'' 2% 0.05'' 24% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B4 2x6 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B3 2x6 Douglas Fir #2 1418 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Wood Beam / Header ASD design per NDS 2015 A E 398 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 6 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B5 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 630 lbs Span (ft) =10.5 roof 15 35 4 140 200 RLL = 735 lbs lu (ft) =10.5 floor 0 0 0 0 0 RTL (left)=1365 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 630 lbs CD =1.00 140 plf 260 plf RLL = 735 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1365 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =50 psi 28% 77 psi 29% 47 psi 18% 22 psi 8% 52 psi 18% Fb =874 psi 2333 psi 2381 psi 2393 psi 2606 psi fb-max (psi) =679 psi 78% 1468 psi 63% 895 psi 38% 364 psi 15% 817 psi 31% E (psi) = LL deflection =0.07'' 19% 0.19'' 55% 0.12'' 34% 0.04'' 11% 0.08'' 22% TL deflection =0.12'' 24% 0.36'' 68% 0.22'' 42% 0.07'' 14% 0.14'' 27% camber (in) =n/a 2/8''std=0.05''2/8''std=0.05''1/8''std=0.05''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B6 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 525 lbs Span (ft) =3.5 roof 15 35 16 560 800 RLL = 980 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=1505 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 525 lbs CD =1.00 560 plf 860 plf RLL = 980 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1505 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =101 psi 56% 86 psi 32% 38 psi 14% 16 psi 6% 87 psi 30% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =1045 psi 90% 843 psi 35% 329 psi 14% 134 psi 6% 896 psi 31% E (psi) = LL deflection =0.03'' 24% 0.02'' 16% 0.01'' 5% 0.00'' 2% 0.02'' 17% TL deflection =0.04'' 25% 0.03'' 16% 0.01'' 5% 0.00'' 2% 0.03'' 17% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B6 2x6 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B5 1.75x9.5 SCL: 26F 2.0E LVL 1317 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Wood Beam / Header ASD design per NDS 2015 A E 3583 ft-lbs 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB 7 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B7 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 570 lbs Span (ft) =9.5 roof 15 35 4 140 200 RLL = 665 lbs lu (ft) =18.5 floor 0 0 0 0 0 RTL (left)=1235 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 570 lbs CD =1.00 140 plf 260 plf RLL = 665 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1235 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =56 psi 31% 88 psi 33% 42 psi 16% 20 psi 7% 46 psi 16% Fb =940 psi 2284 psi 2362 psi 2387 psi 2479 psi fb-max (psi) =823 psi 88% 1877 psi 82% 733 psi 31% 298 psi 12% 669 psi 27% E (psi) = LL deflection =0.08'' 26% 0.25'' 80% 0.08'' 25% 0.03'' 8% 0.05'' 16% TL deflection =0.15'' 32% 0.47'' 99% 0.15'' 31% 0.05'' 10% 0.10'' 20% camber (in) =n/a 3/8''std=0.04''1/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B8 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 405 lbs Span (ft) =6.8 roof 15 35 4 140 200 RLL = 473 lbs lu (ft) =6.8 floor 0 0 0 0 0 RTL (left)=878 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 405 lbs CD =1.00 140 plf 260 plf RLL = 473 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =878 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =50 psi 28% 60 psi 23% 28 psi 11% 13 psi 5% 59 psi 21% Fb =1070 psi 2372 psi 2388 psi 2395 psi 2867 psi fb (psi) =676 psi 63% 948 psi 40% 370 psi 15% 150 psi 6% 1007 psi 35% E (psi) = LL deflection =0.04'' 19% 0.06'' 29% 0.02'' 9% 0.01'' 3% 0.07'' 30% TL deflection =0.08'' 24% 0.12'' 36% 0.04'' 11% 0.01'' 4% 0.13'' 37% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B8 2x8 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B7 1.75x9.5 SCL: 26F 2.0E LVL 1481 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Wood Beam / Header ASD design per NDS 2015 A E 2933 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 8 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B9 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 630 lbs Span (ft) =3.5 roof 15 35 20 700 1000 RLL = 1225 lbs lu (ft) =18.5 floor 0 0 0 0 0 RTL (left)=1855 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 630 lbs CD =1.00 700 plf 1060 plf RLL = 1225 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1855 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =84 psi 47% 106 psi 40% 47 psi 18% 20 psi 8% 107 psi 37% Fb =1044 psi 2284 psi 2362 psi 2387 psi 2805 psi fb-max (psi) =741 psi 71% 1039 psi 45% 405 psi 17% 165 psi 7% 1104 psi 39% E (psi) = LL deflection =0.02'' 13% 0.02'' 20% 0.01'' 6% 0.00'' 2% 0.02'' 21% TL deflection =0.02'' 13% 0.04'' 20% 0.01'' 6% 0.00'' 2% 0.04'' 21% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B10 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 405 lbs Span (ft) =6.8 roof 15 35 4 140 200 RLL = 473 lbs lu (ft) =6.8 floor 0 0 0 0 0 RTL (left)=878 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 405 lbs CD =1.00 140 plf 260 plf RLL = 473 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =878 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =50 psi 28% 60 psi 23% 28 psi 11% 13 psi 5% 59 psi 21% Fb =1070 psi 2372 psi 2388 psi 2395 psi 2867 psi fb (psi) =676 psi 63% 948 psi 40% 370 psi 15% 150 psi 6% 1007 psi 35% E (psi) = LL deflection =0.04'' 19% 0.06'' 29% 0.02'' 9% 0.01'' 3% 0.07'' 30% TL deflection =0.08'' 24% 0.12'' 36% 0.04'' 11% 0.01'' 4% 0.13'' 37% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B10 2x8 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B9 2x8 Douglas Fir #2 1481 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Wood Beam / Header ASD design per NDS 2015 A E 1623 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 9 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B11 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 788 lbs Span (ft) =10.0 roof 15 35 10.5 368 525 RLL = 1838 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=2625 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 788 lbs CD =1.00 368 plf 525 plf RLL = 1838 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2625 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)3x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =57 psi 32% 119 psi 45% 90 psi 34% 43 psi 16% 100 psi 35% Fb =899 psi 2387 psi 2396 psi 2399 psi 2672 psi fb-max (psi) =747 psi 83% 1867 psi 78% 1639 psi 68% 667 psi 28% 1496 psi 56% E (psi) = LL deflection =0.09'' 26% 0.24'' 73% 0.25'' 76% 0.09'' 26% 0.17'' 50% TL deflection =0.12'' 25% 0.35'' 69% 0.36'' 73% 0.12'' 25% 0.24'' 47% camber (in) =n/a 2/8''std=0.04''2/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B12 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 450 lbs Span (ft) =12.0 roof 15 35 5 175 250 RLL = 1050 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1500 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 450 lbs CD =1.00 175 plf 250 plf RLL = 1050 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1500 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x12 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =56 psi 31% 70 psi 26% 52 psi 20% 25 psi 9% 80 psi 28% Fb =896 psi 2387 psi 2396 psi 2399 psi 2775 psi fb (psi) =853 psi 95% 1280 psi 54% 1124 psi 47% 457 psi 19% 1761 psi 63% E (psi) = LL deflection =0.14'' 36% 0.24'' 60% 0.25'' 63% 0.09'' 21% 0.37'' 92% TL deflection =0.20'' 34% 0.34'' 57% 0.36'' 60% 0.12'' 20% 0.52'' 87% camber (in) =n/a 2/8''std=0.06''2/8''std=0.06''1/8''std=0.06''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) B12 1.75x7.25 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B11 1.75x9.5 SCL: 26F 2.0E LVL 4500 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi A E 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 6563 ft-lbs 10 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B13 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1092 lbs Span (ft) =12.5 roof 15 35 8 280 400 RLL = 2548 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=3640 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 858 lbs CD =1.00 280 plf 400 plf RLL = 2002 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2860 lbs Pt. Load 450 1050 3 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)4x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =62 psi 35% 150 psi 57% 109 psi 41% 64 psi 24% 150 psi 53% Fb =989 psi 2385 psi 2396 psi 2399 psi 2672 psi fb-max (psi) =831 psi 84% 2137 psi 90% 1773 psi 74% 1039 psi 43% 2331 psi 87% E (psi) = LL deflection =0.15'' 36% 0.37'' 89% 0.36'' 86% 0.21'' 50% 0.40'' 97% TL deflection =0.22'' 35% 0.53'' 85% 0.51'' 82% 0.30'' 48% 0.57'' 92% camber (in) =n/a 2/8''std=0.07''2/8''std=0.07''2/8''std=0.07''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B14 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 225 lbs Span (ft) =6.0 roof 15 35 5 175 250 RLL = 525 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=750 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 225 lbs CD =1.00 175 plf 250 plf RLL = 525 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =750 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =58 psi 32% 50 psi 19% 23 psi 9% 11 psi 4% 35 psi 12% Fb =1168 psi 2392 psi 2396 psi 2399 psi 2775 psi fb (psi) =893 psi 76% 720 psi 30% 281 psi 12% 114 psi 5% 440 psi 16% E (psi) = LL deflection =0.08'' 38% 0.05'' 25% 0.02'' 8% 0.01'' 3% 0.02'' 11% TL deflection =0.11'' 37% 0.07'' 24% 0.02'' 7% 0.01'' 3% 0.03'' 11% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) B14 1.75x7.25 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B13 1.75x9.5 SCL: 26F 2.0E LVL 1125 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi A E 3.125x10.5 GLB 5.125x9 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 10225 ft-lbs 11 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Mark:B15 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1058 lbs Span (ft) =23.5 roof 15 35 6 210 300 RLL = 2468 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=3525 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1058 lbs CD =1.00 210 plf 300 plf RLL = 2468 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3525 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)6x14 (3)1.75x14 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =32 psi 19% 91 psi 34% 69 psi 26% 46 psi 17% 65 psi 23% Fb =863 psi 2375 psi 2345 psi 2250 psi 2546 psi fb-max (psi) =744 psi 86% 1753 psi 74% 1596 psi 68% 1183 psi 53% 1449 psi 57% E (psi) = LL deflection =0.49'' 63% 0.68'' 87% 0.76'' 97% 0.64'' 81% 0.60'' 77% TL deflection =0.70'' 60% 0.98'' 83% 1.09'' 93% 0.91'' 77% 0.86'' 73% camber (in) =n/a 4/8''std=0.24''4/8''std=0.24''4/8''std=0.24''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B16 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 300 lbs Span (ft) =8.0 roof 15 35 5 175 250 RLL = 700 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1000 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 300 lbs CD =1.00 175 plf 250 plf RLL = 700 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1000 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =59 psi 33% 70 psi 26% 33 psi 12% 15 psi 6% 50 psi 18% Fb =1077 psi 2392 psi 2396 psi 2399 psi 2775 psi fb (psi) =913 psi 85% 1280 psi 54% 500 psi 21% 203 psi 8% 783 psi 28% E (psi) = LL deflection =0.11'' 40% 0.16'' 60% 0.05'' 19% 0.02'' 6% 0.07'' 27% TL deflection =0.15'' 38% 0.23'' 57% 0.07'' 18% 0.02'' 6% 0.10'' 26% camber (in) =n/a 1/8''std=0.03''1/8''std=0.03''1/8''std=0.03''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) B16 1.75x7.25 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B15 1.75x14 SCL: 26F 2.0E LVL 2000 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1300000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi A E 3.125x16.5 GLB 5.125x13.5 GLB 8.75x12 GLB Wood Beam / Header ASD design per NDS 2015 20709 ft-lbs 12 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Location: Plate Height (ft) =10.0 Stud Height (ft) = 9.6 Gravity Loads to Wall: Le/d = 21.0 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 15 22 1100 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =35.4 (Due to Wind)wall weight 15 10 150 0.6 * w = (psf) 21.2 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1250 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 640 per stud P (lbs) = 770 P (lbs) = 1667 per stud M (lb-ft) = 328 M (lb-ft) = 246 M (lb-ft) = 0 FcE (psi) =1081 FcE (psi) =1081 FcE (psi) =1081 Fc' (psi) = 953 Fc' (psi) = 953 Fc' (psi) = 888 fc (psi) = 78 < Fc'OK fc (psi) = 93 < Fc'OK fc (psi) = 202 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 520 < Fb'OK fb (psi) = 390 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.27 < 1.0 OK CSR = 0.21 < 1.0 OK CSR = 0.05 < 1.0 OK D (in.) =0.12 = L/1003 OK D (in.) =0.09 = L/1338 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7329 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 4.80 for M < Mcap (governs) trib width capacity (ft) = 5.57 for D < L /240 Wood Stud Wall Design Design based on NDS Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) WW1 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 1 1 28'-3'' to 17'-10'' < 8'-3'' 27'-5'' to 37'-0'' 5 3 1 1 4 3 2 11 2 1 417'-10'' to 27'-5'' 6.9 7 (DF No. 2)WW1 13 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Location: Plate Height (ft) =10.0 Stud Height (ft) = 9.6 Gravity Loads to Wall: Le/d = 21.0 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 15 4 200 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =35.4 (Due to Wind)wall weight 15 10 150 0.6 * w = (psf) 21.2 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 350 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 280 per stud P (lbs) = 140 P (lbs) = 467 per stud M (lb-ft) = 328 M (lb-ft) = 246 M (lb-ft) = 0 FcE (psi) =1081 FcE (psi) =1081 FcE (psi) =1081 Fc' (psi) = 953 Fc' (psi) = 953 Fc' (psi) = 888 fc (psi) = 34 < Fc'OK fc (psi) = 17 < Fc'OK fc (psi) = 57 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 520 < Fb'OK fb (psi) = 390 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.25 < 1.0 OK CSR = 0.18 < 1.0 OK CSR = 0.00 < 1.0 OK D (in.) =0.12 = L/1003 OK D (in.) =0.09 = L/1338 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7329 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 4.80 for M < Mcap (governs) trib width capacity (ft) = 5.57 for D < L /240 1 1 1 6.9 1 1 7 1 1 17'-10'' to 27'-5'' 1 3 27'-5'' to 37'-0'' 2 4 < 8'-3'' 1 1 8'-3'' to 17'-10'' 1 2 WW2 at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Wood Stud Wall Design Design based on NDS WW2 LL(psf) 35 14 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Wood Posts/Studs Design based on NDS 2015 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.50 1.71 1.44 1.23 0.92 - - - * 2x4 DF#2 3.28 3.04 2.02 1.69 1.43 1.06 - - - 4x4 DF#2 7.66 7.08 4.71 3.93 3.33 2.47 - - - * 2x6 DF#2 5.16 9.30 6.92 5.96 5.15 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 5.22 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 12.01 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 5.78 6x8 DF#1 25.78 32.82 25.96 22.76 19.93 15.41 12.15 9.77 8.01 6x10 DF#1 32.66 41.58 32.88 28.83 25.25 19.52 15.39 12.38 10.15 8x8 DF#2 35.16 41.50 38.77 37.01 35.03 30.58 26.08 22.03 18.62 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72 6x8 DF#1 25.78 30.05 24.58 21.83 19.30 15.10 11.98 9.68 7.95 6x10 DF#1 32.66 38.06 31.13 27.65 24.44 19.13 15.18 12.26 10.07 8x8 DF#2 35.16 36.59 34.61 33.34 31.87 28.46 24.76 21.23 18.13 * assumes post is continuously braced in weak direction. 206_Wood Post 15 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Key Plan Area =1 Risk Category =II Seismic Design Category =D Importance Factor IE =1.00 Site Class =D Seismic Force Resisting System (Table 12.2-1) = Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =54.1%S1 =17.2% Fa = 1.37 Fv = 2.11 SMS =0.740g SM1 =0.363g SDS = 0.493g SD1 =0.242g TL =6 CS =0.076 T = 0.152 T0 =0.098 Ct =0.020 Cs-max =0.244 Ta =0.152 TS =0.491 x =0.750 Cs-min =0.022 Tmax =0.213 Sa =0.493 CS (controls)=0.076 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =5.2 [per ASCE 7-10 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-10 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 15 68.2 1023 1.000 5.2 5.2 Totals: 68 1023 1.0 5.2 Transverse Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 15 62.2 62.2 4.7 6.1 12.3 6.1 Longitudinal Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 15 61.5 61.5 4.7 6.1 12.1 6.1 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance 16 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Level =Roof Area =1 Total Seismic Weight = 68.2 Long. Wall Length (ft) =90 0 Area (ft^2) =2521 0 Trans. Wall Length (ft) =80 0 Dead Load (psf) =15 0 Plate Height (ft) =10 12 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =15 15 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 6.8 0.0 Weight (k) = 55.5 0.0 Trans. Weight (k) = 6.0 0.0 Transverse Weight (k) =62.2 Longitudinal Weight (k) =61.5 Seismic Weights Walls Roof / Floor 17 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Occupancy: Occupancy Group =R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 6.00 / 12 26.6 deg Building length (L) 71.8 ft Least width (B) 69.9 ft Mean Roof Ht (h) 18.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf 18 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads : Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.882 Kh case 2 0.882 Type of roof Hip Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 18.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 69.9 ft h/B = 0.26 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.90 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =18.0 ft G =0.87 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 G = 0.000 19 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao ≥ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3 Constant = 0.00256 20 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.88 Edge Strip (a) =7.0 ft Base pressure (qh) =25.4 psf End Zone (2a) =14.0 ft GCpi = +/-0.18 Zone 2 length =35.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -0.45 -0.27 -0.63 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 18.5 9.4 -6.9 -16.0 2 2.1 -7.1 -12.9 -22.1 3 -6.8 -15.9 -4.8 -14.0 4 -5.3 -14.5 -6.9 -16.0 5 14.7 5.6 6 -2.8 -11.9 1E 23.0 13.9 -7.6 -16.8 2E -0.3 -9.4 -22.6 -31.7 3E -10.3 -19.4 -8.9 -18.0 4E -9.0 -18.1 -7.6 -16.8 5E 20.1 10.9 6E -6.3 -15.5 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.8 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 23.9 psf Roof 8.8 psf End Zone: Wall 32.1 psf Roof 10.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 17.5 psf End Zone: Wall 26.4 psf θ = 26.6 deg 21 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.88 h = 18.0 ft Base pressure (qh) =25.4 psf a = 7.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 26.6 deg Type of roof = Hip Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.08 -1.01 -0.98 -27.4 -25.6 -24.9 -25.2 -24.9 Negative Zone 2 -1.88 -1.53 -1.38 -47.7 -38.9 -35.0 -36.6 -35.0 Negative Zone 3 -2.78 -2.36 -2.18 -70.6 -59.9 -55.3 -57.2 -55.3 Positive All Zones 0.68 0.54 0.48 17.3 16.0 16.0 16.0 16.0 Overhang Zone 2 -2.20 -2.20 -2.20 -55.8 -55.8 -55.8 -55.8 -55.8 Overhang Zone 3 -3.70 -2.86 -2.50 -93.9 -72.6 -63.5 -67.3 -63.5 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.6 psf) Parapet qp = 0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 20 sf CASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0 CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 33 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -32.5 -28.0 -24.9 -30.1 -26.7 Negative Zone 5 -1.58 -1.23 -0.98 -40.1 -31.1 -24.9 -35.4 -28.4 Positive Zone 4 & 5 1.18 1.00 0.88 30.0 25.5 22.3 27.6 24.1 22 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=71.75 Bldg/Area Width, W (ft)=69.9 Edge Strip (a) (ft)=7 End Zone (2a) (ft)= 14 Transverse Direction (normal to L): Roof Type (receiving wind) =Hip Use Only End Zone Pressures =N Interior Pressure (psf) =23.9 Roof Interior Pressure (psf) =8.8 End Zone Pressure (psf) =32.1 Roof End Zone Pressure (psf) =10.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =26.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 1.5 219 281 162 243 17.5 Total: 243 17.5 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =17.5 Roof Interior Pressure (psf) =0.0 End Zone Pressure (psf) =26.4 Roof End Zone Pressure (psf) =0.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =26.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 1.5 241 363 220 290 20.2 Total: 290 20.2 Wind Lateral Load Vertical Distribution for MWFRS <=60' 23 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Shear Line :A VSEISMIC =3,200 lbs SDS = 0.541g E = 0.70 x V = 2,240 lbs S.D.C. =D WWIND =6,500 lbs F = 0.60 x W = 3,900 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)7.0 Floor DL (psf) =0 height (ft)10.0 Wall DL (psf) =15 roof trib. (ft)12.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 1.4 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2240 shear (plf)320 allowable shear (plf)380 suggested shearwall type 6 Mot (ft-lbs)22400 DL factor A =1.08 A x wDL (plf)355 End Post Compression(lbs)4683 DL factor B 0.52 B x wDL (plf)173 End Post Uplift for Anchor Holdowns (lbs)2873 End Post Uplift for Straps (lbs)2713 Wind F (lbs)3900 shear (plf)557 allowable shear (plf)686 suggested shearwall type 7 Mot (ft-lbs)39000 wDL (plf)330 End Post Compression(lbs)6721 DL factor C 0.60 C x wDL (plf)198 End Post Uplift for Anchor Holdowns (lbs)5384 End Post Uplift for Straps (lbs)5085 Maximum End Post Compression (lbs)6721 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)5384 Recommended Anchor Holdown HDU5 Anchor at Midwall SSTB24 Anchor at Corner SSTB24 Anchor at Endwall SSTB24 Controlling Strap Holdown Uplift (lbs)5085 Recommended Strap Holdown at Midwall STHD14 Recommended Strap Holdown at Corner STHD14 Recommended Strap Holdown at Endwall -- Line A SW7 Wood Stud Shear Walls Wood Framing: Douglas-Fir OR Southern Pine 24 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Shear Line :B VSEISMIC =2,900 lbs SDS = 0.541g E = 0.70 x V = 2,030 lbs S.D.C. =D WWIND =5,400 lbs F = 0.60 x W = 3,240 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)30.0 Floor DL (psf) =0 height (ft)10.0 Wall DL (psf) =15 roof trib. (ft)20.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.3 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2030 shear (plf)68 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)20300 DL factor A =1.08 A x wDL (plf)484 End Post Compression(lbs)2174 DL factor B 0.52 B x wDL (plf)236 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)3240 shear (plf)108 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)32400 wDL (plf)450 End Post Compression(lbs)2444 DL factor C 0.60 C x wDL (plf)270 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)2444 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line B SW4 Wood Stud Shear Walls Wood Framing: Douglas-Fir OR Southern Pine 25 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Shear Line :1 VSEISMIC =3,300 lbs SDS = 0.541g E = 0.70 x V = 2,310 lbs S.D.C. =D WWIND =6,100 lbs F = 0.60 x W = 3,660 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)2.5 3.0 2.8 Floor DL (psf) =0 height (ft)8.3 8.3 8.3 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 3.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 3.3 2.8 3.0 aspect ratio factor 2w/l 0.61 0.73 0.67 Seismic F (lbs)633 911 766 shear (plf)253 304 278 allowable shear (plf)297 356 327 suggested shearwall type 7 7 7 Mot (ft-lbs)5221 7519 6318 DL factor A =1.08 1.08 1.08 A x wDL (plf)182 182 182 End Post Compression(lbs)3087 3510 3296 DL factor B 0.52 0.52 0.52 B x wDL (plf)88 88 88 End Post Uplift for Anchor Holdowns (lbs)2652 3012 2830 End Post Uplift for Straps (lbs)2210 2601 2405 Wind F (lbs)1003 1444 1213 shear (plf)401 481 441 allowable shear (plf)416 499 457 suggested shearwall type 7 7 7 Mot (ft-lbs)8273 11913 10010 wDL (plf)169 169 169 End Post Compression(lbs)3771 4472 4122 DL factor C 0.60 0.60 0.60 C x wDL (plf)101 101 101 End Post Uplift for Anchor Holdowns (lbs)4260 4840 4547 End Post Uplift for Straps (lbs)3550 4180 3865 Maximum End Post Compression (lbs)3771 4472 4122 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)4260 4840 4547 Recommended Anchor Holdown HTT5 HTT5 HTT5 Anchor at Midwall SSTB16 SSTB20 SSTB20 Anchor at Corner SSTB20 SSTB24 SSTB24 Anchor at Endwall SSTB20 SSTB24 SSTB24 Controlling Strap Holdown Uplift (lbs)3550 4180 3865 Recommended Strap Holdown at Midwall STHD10 STHD10 STHD10 Recommended Strap Holdown at Corner STHD14 STHD14 STHD14 Recommended Strap Holdown at Endwall STHD14 STHD14 STHD14 Line 1, Use:SW7 SW7 SW7 Wood Stud Shear Walls Wood Framing: Douglas-Fir OR Southern Pine 26 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence Shear Line :2 VSEISMIC =2,800 lbs SDS = 0.541g E = 0.70 x V = 1,960 lbs S.D.C. =D WWIND =4,800 lbs F = 0.60 x W = 2,880 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)13.2 Floor DL (psf) =0 height (ft)10.0 Wall DL (psf) =15 roof trib. (ft)30.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.8 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1960 shear (plf)148 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)19600 DL factor A =1.08 A x wDL (plf)645 End Post Compression(lbs)3591 DL factor B 0.52 B x wDL (plf)315 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2880 shear (plf)218 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)28800 wDL (plf)600 End Post Compression(lbs)4033 DL factor C 0.60 C x wDL (plf)360 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)4033 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW4 Wood Stud Shear Walls Wood Framing: Douglas-Fir OR Southern Pine 27 of 27 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DBP FSE03/22/21IF21-116Nichols Residence