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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - Dupree - 18-00495 - 1385 Stone Dr - New SFRFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Sky Meadows, Lot 14 Client: VXR Development LLC Project No.: IF18-224 Date: Engineer : SHEET INDEX SEAL: FSE August 28, 2018 STRUCTURAL CALCULATIONS BSK 08/28/2018 LATERAL GRAVITY AND TALL WALL DESIGN ONLY Design Code: 2015 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 3.8 DL =15.0 psf L/240 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 1 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Design Code: 2015 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 .................0.158 g SS .................0.452 g Design Spectral Response Accelerations: SD1 .................0.228 g SDS .................0.433 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.067 152 kips Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................26.3 psf Roof (net uplift-zone 1).................11.9 psf Roof (uplift-zone 2).................36.6 psf Roof (net uplift-zone 2).................22.2 psf Walls (zone 4).................33.0 psf Walls (zone 5).................40.0 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 ............................................................... 2 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Design Code: 2015 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 Foundation Design Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ 3 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 4 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 5 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 6 of 53 Gravity Key Plan B101 B101 B103 B103 B1 0 2 B1 0 2 B1 0 4 B1 0 4 B1 0 5 B106B107 B108 B109 B1 1 0 B1 1 0 B111 B1 1 2 B1 1 3 B114 B115 B116 B1 1 7 B1 1 8 B119B119 B120 B121 B122 B123 B124 B2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 7 of 53 Gravity Key Plan B201 B202 B202 B203 B204 B204 B2 0 5 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:FJ1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 166 lbs Span (ft) =16.5 lu (ft) =2.0 load 15 40 53 73 RLL = 444 lbs Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=610 lbs DLL < L /480 Cr =1.15 53 plf 73 plf DTOTAL < L /240 RDL = 166 lbs DL(lbs) LL(lbs) x(ft) RLL = 444 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =610 lbs Webstiffner? (Y/N) :N Pt. Load 0 0 0 Mmax = (1)2x12 Vall. (lbs) =2329 26% 1560 39% 1625 38% 1340 46% 1785 34% 1420 43% Rall. (lbs) =1641 37% 910 67% 950 64% 1185 52% 1015 60% 1200 51% Mall. (ft-lbs) =2729 93% 3160 80% 3150 81% 5375 47% 4685 54% 3545 72% DLL 0.312 L / 634 0.366 L / 541 0.365 L / 543 0.312 L / 634 0.311 L / 636 0.298 L / 665 DTOTAL 0.429 L / 461 0.503 L / 394 0.501 L / 395 0.429 L / 461 0.428 L / 462 0.409 L / 484 Nat. freq., f (Hz)10.3 10.0 9.9 10.9 10.9 11.1 Selection (A - F):B FJ1 Use:11 7/8" TJI 110 at 16'' o.c. Douglas Fir #2 Trus Joist B Roseburg D Adequate Adequate Adequate Adequate Adequate Adequate C Boise Cascade RedBuiltLouisiana-Pacific Wood Joist ASD design per NDS 2012 2540 ft-lbs 11 7/8" Red-I45 F 11 7/8" RFPI 40S EA 11 7/8" TJI 110 11 7/8" BCI 5000 1.7 9 1/2" LPI 42Plus 8 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 260 lbs Span (ft) =6.5 roof 16 35 5 175 255 RLL = 569 lbs lu (ft) =6.5 floor 0 0 0 0 0 RTL (left)=829 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 260 lbs CD =1.00 175 plf 255 plf RLL = 569 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =829 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) =47 psi 26% 56 psi 21% 26 psi 10% 12 psi 5% 55 psi 19% Fb =1070 psi 2373 psi 2388 psi 2395 psi 2868 psi fb-max (psi) =615 psi 57% 862 psi 36% 336 psi 14% 137 psi 6% 916 psi 32% E (psi) = LL deflection =0.05'' 21% 0.07'' 32% 0.02'' 10% 0.01'' 3% 0.07'' 33% TL deflection =0.07'' 21% 0.10'' 31% 0.03'' 10% 0.01'' 3% 0.11'' 32% 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) Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 280 lbs Span (ft) =3.5 roof 16 35 10 350 510 RLL = 613 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=893 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 280 lbs CD =1.00 350 plf 510 plf RLL = 613 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =893 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) =60 psi 33% 51 psi 19% 22 psi 8% 10 psi 4% 51 psi 18% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =620 psi 53% 500 psi 21% 195 psi 8% 79 psi 3% 531 psi 18% E (psi) = LL deflection =0.02'' 15% 0.01'' 10% 0.00'' 3% 0.00'' 1% 0.01'' 10% TL deflection =0.03'' 15% 0.02'' 10% 0.01'' 3% 0.00'' 1% 0.02'' 10% 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 1347 ft-lbs B101 2x8 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi Douglas Fir #2 781 ft-lbs B102 2x6 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 9 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B103 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1156 lbs Span (ft) =8.5 roof 16 35 17 595 867 RLL = 2529 lbs lu (ft) =8.5 floor 0 0 0 0 0 RTL (left)=3685 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1156 lbs CD =1.00 595 plf 867 plf RLL = 2529 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3685 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) =77 psi 43% 162 psi 61% 123 psi 46% 58 psi 22% 135 psi 47% Fb =894 psi 2333 psi 2385 psi 2394 psi 2624 psi fb-max (psi) =891 psi 100% 2227 psi 95% 1956 psi 82% 795 psi 33% 1785 psi 68% E (psi) = LL deflection =0.07'' 26% 0.20'' 72% 0.22'' 76% 0.07'' 26% 0.14'' 49% TL deflection =0.11'' 25% 0.30'' 70% 0.31'' 74% 0.11'' 25% 0.20'' 48% camber (in) =n/a 2/8''std=0.03''2/8''std=0.03''1/8''std=0.03''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 280 lbs Span (ft) =3.5 roof 16 35 10 350 510 RLL = 613 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=893 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 280 lbs CD =1.00 350 plf 510 plf RLL = 613 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =893 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) =60 psi 33% 51 psi 19% 22 psi 8% 10 psi 4% 51 psi 18% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =620 psi 53% 500 psi 21% 195 psi 8% 79 psi 3% 531 psi 18% E (psi) = LL deflection =0.02'' 15% 0.01'' 10% 0.00'' 3% 0.00'' 1% 0.01'' 10% TL deflection =0.03'' 15% 0.02'' 10% 0.01'' 3% 0.00'' 1% 0.02'' 10% 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)B104 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 B103 1.75x9.5 SCL: 26F 2.0E LVL 781 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 7830 ft-lbs 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB 10 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B105 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 440 lbs Span (ft) =5.5 roof 16 35 10 350 510 RLL = 963 lbs lu (ft) =5.5 floor 0 0 0 0 0 RTL (left)=1403 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 440 lbs CD =1.00 350 plf 510 plf RLL = 963 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1403 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) =75 psi 42% 92 psi 35% 42 psi 16% 19 psi 7% 91 psi 32% Fb =1072 psi 2377 psi 2390 psi 2396 psi 2872 psi fb-max (psi) =881 psi 82% 1234 psi 52% 482 psi 20% 196 psi 8% 1311 psi 46% E (psi) = LL deflection =0.05'' 26% 0.07'' 39% 0.02'' 12% 0.01'' 4% 0.07'' 41% TL deflection =0.07'' 25% 0.10'' 38% 0.03'' 12% 0.01'' 4% 0.11'' 39% 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:B106 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 220 lbs Span (ft) =5.5 roof 16 35 5 175 255 RLL = 481 lbs lu (ft) =5.5 floor 0 0 0 0 0 RTL (left)=701 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 220 lbs CD =1.00 175 plf 255 plf RLL = 481 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =701 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) =38 psi 21% 46 psi 17% 21 psi 8% 10 psi 4% 46 psi 16% Fb =1072 psi 2377 psi 2390 psi 2396 psi 2872 psi fb (psi) =440 psi 41% 617 psi 26% 241 psi 10% 98 psi 4% 656 psi 23% E (psi) = LL deflection =0.02'' 13% 0.04'' 19% 0.01'' 6% 0.00'' 2% 0.04'' 20% TL deflection =0.03'' 13% 0.05'' 19% 0.02'' 6% 0.01'' 2% 0.05'' 20% 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)B106 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 B105 2x8 Douglas Fir #2 964 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 1928 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 11 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B107 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 140 lbs Span (ft) =3.5 roof 16 35 5 175 255 RLL = 306 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=446 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 140 lbs CD =1.00 175 plf 255 plf RLL = 306 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =446 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) =30 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) =310 psi 27% 250 psi 10% 98 psi 4% 40 psi 2% 266 psi 9% E (psi) = LL deflection =0.01'' 8% 0.01'' 5% 0.00'' 2% 0.00'' 1% 0.01'' 5% TL deflection =0.01'' 7% 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:B108 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1320 lbs Span (ft) =16.5 roof 16 35 10 350 510 RLL = 2888 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=4208 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1320 lbs CD =1.00 350 plf 510 plf RLL = 2888 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4208 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)4x12 (3)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =47 psi 26% 129 psi 49% 90 psi 34% 61 psi 23% 89 psi 31% Fb =990 psi 2380 psi 2394 psi 2362 psi 2598 psi fb (psi) =940 psi 95% 2194 psi 92% 1693 psi 71% 1295 psi 55% 1688 psi 65% E (psi) = LL deflection =0.29'' 53% 0.51'' 92% 0.44'' 80% 0.38'' 70% 0.40'' 72% TL deflection =0.43'' 52% 0.74'' 89% 0.64'' 78% 0.56'' 68% 0.58'' 70% camber (in) =n/a 3/8''std=0.12''3/8''std=0.12''3/8''std=0.12''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3)B108 1.75x11.875 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x13.5 GLB 5.125x12 GLB 8.75x10.5 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B107 2x6 Douglas Fir #2 17356 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 390 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 12 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B109 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 840 lbs Span (ft) =10.5 roof 16 35 10 350 510 RLL = 1838 lbs lu (ft) =10.5 floor 0 0 0 0 0 RTL (left)=2678 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 840 lbs CD =1.00 350 plf 510 plf RLL = 1838 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2678 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)3x12 (3)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =59 psi 33% 122 psi 46% 92 psi 35% 44 psi 16% 68 psi 24% Fb =893 psi 2311 psi 2381 psi 2393 psi 2657 psi fb-max (psi) =800 psi 90% 1999 psi 86% 1755 psi 74% 714 psi 30% 1068 psi 40% E (psi) = LL deflection =0.10'' 29% 0.28'' 80% 0.30'' 84% 0.10'' 29% 0.13'' 36% TL deflection =0.15'' 28% 0.41'' 78% 0.43'' 82% 0.15'' 28% 0.19'' 35% 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: (3) Mark:B110 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 532 lbs Span (ft) =3.5 roof 16 35 19 665 969 RLL = 1164 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=1696 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 532 lbs CD =1.00 665 plf 969 plf RLL = 1164 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1696 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) =77 psi 43% 97 psi 37% 43 psi 16% 18 psi 7% 98 psi 34% Fb =1075 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =677 psi 63% 950 psi 40% 371 psi 15% 151 psi 6% 1009 psi 35% E (psi) = LL deflection =0.01'' 13% 0.02'' 19% 0.01'' 6% 0.00'' 2% 0.02'' 20% TL deflection =0.02'' 12% 0.03'' 18% 0.01'' 6% 0.00'' 2% 0.03'' 19% 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)B110 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 B109 1.75x9.5 SCL: 26F 2.0E LVL 1484 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 7028 ft-lbs 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB 13 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B111 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 4142 lbs Span (ft) =15.5 roof 16 35 17 595 867 RLL = 7246 lbs lu (ft) =2.0 floor 15 40 8.5 340 468 RTL (left)=11389 lbs LL Deflection < L /480 wall 15 0 9 0 135 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 4142 lbs CD =1.00 935 plf 1470 plf RLL = 7246 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =11389 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)6x20 (3)1.75x16 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =63 psi 37% 202 psi 76% 183 psi 69% 124 psi 47% 168 psi 59% Fb =829 psi 2366 psi 2392 psi 2318 psi 2500 psi fb-max (psi) =760 psi 92% 2306 psi 97% 2277 psi 95% 1993 psi 86% 2364 psi 95% E (psi) = LL deflection =0.14'' 35% 0.28'' 72% 0.35'' 91% 0.38'' 97% 0.34'' 87% TL deflection =0.22'' 28% 0.44'' 57% 0.55'' 71% 0.59'' 76% 0.53'' 69% camber (in) =n/a 2/8''std=0.10''3/8''std=0.10''3/8''std=0.10''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):C Use: Mark:B112 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1254 lbs Span (ft) =16.5 roof 16 35 2 70 102 RLL = 1238 lbs lu (ft) =2.0 floor 15 40 2 80 110 RTL (left)=2492 lbs LL Deflection < L /480 wall 10 0 9 0 90 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1254 lbs CD =1.00 150 plf 302 plf RLL = 1238 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2492 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)4x12 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =42 psi 23% 88 psi 33% 62 psi 23% 43 psi 16% 79 psi 28% Fb =989 psi 2383 psi 2395 psi 2399 psi 2589 psi fb (psi) =835 psi 84% 1644 psi 69% 1310 psi 55% 1044 psi 44% 1499 psi 58% E (psi) = LL deflection =0.19'' 46% 0.31'' 75% 0.28'' 68% 0.26'' 63% 0.26'' 62% TL deflection =0.38'' 46% 0.62'' 75% 0.57'' 69% 0.53'' 64% 0.52'' 62% camber (in) =n/a 4/8''std=0.12''4/8''std=0.12''4/8''std=0.12''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2)B112 1.75x11.875 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x12 GLB 5.125x10.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B111 5.125x16.5 GLB 24F-V4 10277 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 Wood Beam / Header ASD design per NDS 2015 A E 44131 ft-lbs 3.125x21 GLB 5.125x16.5 GLB 8.75x13.5 GLB 14 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B113 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 880 lbs Span (ft) =4.5 roof 16 35 16 560 816 RLL = 1260 lbs lu (ft) =4.5 floor 0 0 0 0 0 RTL (left)=2140 lbs LL Deflection < L /360 wall 15 0 9 0 135 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 880 lbs CD =1.00 560 plf 951 plf RLL = 1260 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2140 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =76 psi 42% 133 psi 50% 60 psi 23% 27 psi 10% 89 psi 31% Fb =982 psi 2381 psi 2392 psi 2397 psi 2884 psi fb-max (psi) =675 psi 69% 1541 psi 65% 601 psi 25% 245 psi 10% 1091 psi 38% E (psi) = LL deflection =0.02'' 11% 0.05'' 34% 0.02'' 11% 0.01'' 4% 0.04'' 24% TL deflection =0.03'' 12% 0.09'' 39% 0.03'' 12% 0.01'' 4% 0.06'' 27% 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:B114 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1086 lbs Span (ft) =6.0 roof 16 35 17 595 867 RLL = 1785 lbs lu (ft) =6.0 floor 15 40 0 0 0 RTL (left)=2871 lbs LL Deflection < L /360 wall 10 0 9 0 90 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1086 lbs CD =1.00 595 plf 957 plf RLL = 1785 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2871 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 145 psi 55% 89 psi 33% 41 psi 15% 136 psi 48% Fb =985 psi 2366 psi 2389 psi 2396 psi 2755 psi fb (psi) =805 psi 82% 1764 psi 75% 1076 psi 45% 437 psi 18% 1685 psi 61% E (psi) = LL deflection =0.04'' 18% 0.09'' 44% 0.05'' 27% 0.02'' 9% 0.08'' 39% TL deflection =0.06'' 20% 0.14'' 47% 0.09'' 29% 0.03'' 10% 0.13'' 42% 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: (3)B114 2x10 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B113 2x10 Douglas Fir #2 4307 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 2407 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 15 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B115 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 3270 lbs Span (ft) =20.8 roof 16 35 4.5 158 230 RLL = 3868 lbs lu (ft) =2.0 floor 15 40 2.9 116 160 RTL (left)=7138 lbs LL Deflection < L /480 wall 15 0 9 0 135 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 3223 lbs CD =1.15 274 plf 524 plf RLL = 3796 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =7019 lbs Pt. Load 1295 1989 10 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)6x20 (3)1.75x16 Wood Species = Fv (psi) =196 psi 305 psi 305 psi 305 psi 328 psi fv-max @ d (psi) =44 psi 22% 142 psi 47% 118 psi 39% 74 psi 24% 115 psi 35% Fb =953 psi 2714 psi 2677 psi 2562 psi 2875 psi fb-max (psi) =778 psi 82% 2360 psi 87% 2331 psi 87% 1652 psi 64% 2420 psi 84% E (psi) = LL deflection =0.20'' 39% 0.41'' 79% 0.52'' 99% 0.40'' 77% 0.50'' 96% TL deflection =0.37'' 35% 0.75'' 72% 0.94'' 90% 0.73'' 71% 0.90'' 87% camber (in) =n/a 5/8''std=0.18''6/8''std=0.18''4/8''std=0.18''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):C Use: Mark:B116 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1666 lbs Span (ft) =15.5 roof 16 35 5 175 255 RLL = 2286 lbs lu (ft) =15.5 floor 15 40 3 120 165 RTL (left)=3953 lbs LL Deflection < L /480 wall 10 0 9 0 90 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1666 lbs CD =1.00 295 plf 510 plf RLL = 2286 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3953 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)4x12 (3)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =44 psi 25% 120 psi 45% 84 psi 32% 57 psi 22% 83 psi 29% Fb =988 psi 1961 psi 2344 psi 2377 psi 2547 psi fb (psi) =830 psi 84% 1936 psi 99% 1494 psi 64% 1143 psi 48% 1490 psi 58% E (psi) = LL deflection =0.19'' 50% 0.33'' 86% 0.29'' 74% 0.25'' 65% 0.26'' 67% TL deflection =0.33'' 43% 0.57'' 74% 0.50'' 64% 0.44'' 56% 0.45'' 58% camber (in) =n/a 3/8''std=0.10''3/8''std=0.10''3/8''std=0.10''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3)B116 1.75x11.875 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x13.5 GLB 5.125x12 GLB 8.75x10.5 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B115 5.125x16.5 GLB 24F-V4 15316 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 Wood Beam / Header ASD design per NDS 2015 A E 45177 ft-lbs 3.125x21 GLB 5.125x16.5 GLB 8.75x15 GLB 16 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B117 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1755 lbs Span (ft) =9.3 roof 16 35 5.5 193 281 RLL = 2064 lbs lu (ft) =2.0 floor 15 40 2 80 110 RTL (left)=3819 lbs LL Deflection < L /480 wall 15 0 9 0 135 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 2251 lbs CD =1.00 273 plf 526 plf RLL = 2743 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4994 lbs Pt. Load 1666 2286 6 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)4x14 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =71 psi 40% 179 psi 67% 140 psi 53% 88 psi 33% 161 psi 57% Fb =899 psi 2383 psi 2396 psi 2399 psi 2589 psi fb-max (psi) =788 psi 88% 2153 psi 90% 2334 psi 97% 1367 psi 57% 1963 psi 76% E (psi) = LL deflection =0.05'' 20% 0.13'' 55% 0.18'' 79% 0.11'' 46% 0.11'' 45% TL deflection =0.09'' 19% 0.23'' 50% 0.33'' 72% 0.19'' 42% 0.19'' 41% camber (in) =n/a 2/8''std=0.04''2/8''std=0.04''2/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B118 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1503 lbs Span (ft) =9.3 roof 16 35 10 350 510 RLL = 1989 lbs lu (ft) =2.0 floor 15 40 2 80 110 RTL (left)=3492 lbs LL Deflection < L /480 wall 15 0 9 0 135 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1503 lbs CD =1.00 430 plf 755 plf RLL = 1989 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3492 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x14 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =67 psi 37% 156 psi 59% 118 psi 44% 56 psi 21% 99 psi 35% Fb =808 psi 2387 psi 2396 psi 2399 psi 2589 psi fb (psi) =736 psi 91% 2297 psi 96% 2017 psi 84% 820 psi 34% 1178 psi 45% E (psi) = LL deflection =0.05'' 22% 0.21'' 90% 0.22'' 94% 0.07'' 32% 0.07'' 31% TL deflection =0.09'' 19% 0.36'' 79% 0.38'' 83% 0.13'' 28% 0.13'' 28% 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)B118 1.75x11.875 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 B117 1.75x11.875 SCL: 26F 2.0E LVL 8075 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 13455 ft-lbs 3.125x12 GLB 5.125x9 GLB 8.75x9 GLB 17 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B119 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 765 lbs Span (ft) =3.5 roof 16 35 17 595 867 RLL = 1811 lbs lu (ft) =3.5 floor 15 40 11 440 605 RTL (left)=2576 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 765 lbs CD =1.00 1035 plf 1472 plf RLL = 1811 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2576 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =78 psi 43% 147 psi 56% 65 psi 24% 28 psi 11% 99 psi 35% Fb =984 psi 2385 psi 2393 psi 2397 psi 2886 psi fb-max (psi) =632 psi 64% 1443 psi 60% 563 psi 24% 229 psi 10% 1022 psi 35% E (psi) = LL deflection =0.01'' 9% 0.03'' 30% 0.01'' 9% 0.00'' 3% 0.02'' 21% TL deflection =0.02'' 9% 0.05'' 28% 0.02'' 9% 0.01'' 3% 0.03'' 20% 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:B120 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 394 lbs Span (ft) =3.5 roof 16 35 0 0 0 RLL = 1050 lbs lu (ft) =3.5 floor 15 40 15 600 825 RTL (left)=1444 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 394 lbs CD =1.00 600 plf 825 plf RLL = 1050 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1444 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =97 psi 54% 83 psi 31% 36 psi 14% 16 psi 6% 55 psi 19% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2886 psi fb (psi) =1002 psi 86% 809 psi 34% 316 psi 13% 128 psi 5% 573 psi 20% E (psi) = LL deflection =0.03'' 26% 0.02'' 17% 0.01'' 5% 0.00'' 2% 0.01'' 12% TL deflection =0.04'' 24% 0.03'' 16% 0.01'' 5% 0.00'' 2% 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)B120 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 B119 2x10 Douglas Fir #2 1263 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 2254 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 18 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B121 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1097 lbs Span (ft) =9.8 roof 16 35 0 0 0 RLL = 2925 lbs lu (ft) =9.8 floor 15 40 15 600 825 RTL (left)=4022 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1097 lbs CD =1.00 600 plf 825 plf RLL = 2925 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4022 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)3x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =58 psi 32% 151 psi 57% 111 psi 42% 65 psi 24% 152 psi 53% Fb =897 psi 2294 psi 2378 psi 2393 psi 2613 psi fb-max (psi) =744 psi 83% 2049 psi 89% 1700 psi 71% 996 psi 42% 2235 psi 86% E (psi) = LL deflection =0.09'' 26% 0.22'' 69% 0.22'' 67% 0.13'' 39% 0.24'' 75% TL deflection =0.12'' 24% 0.31'' 63% 0.30'' 61% 0.18'' 36% 0.34'' 69% camber (in) =n/a 2/8''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:B122 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 450 lbs Span (ft) =4.0 roof 16 35 0 0 0 RLL = 1200 lbs lu (ft) =4.0 floor 15 40 15 600 825 RTL (left)=1650 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 =1.00 600 plf 825 plf RLL = 1200 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1650 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =55 psi 30% 99 psi 37% 44 psi 17% 20 psi 7% 66 psi 23% Fb =983 psi 2383 psi 2392 psi 2397 psi 2885 psi fb (psi) =463 psi 47% 1056 psi 44% 412 psi 17% 168 psi 7% 748 psi 26% E (psi) = LL deflection =0.01'' 8% 0.03'' 26% 0.01'' 8% 0.00'' 3% 0.02'' 18% TL deflection =0.02'' 8% 0.05'' 23% 0.01'' 7% 0.00'' 2% 0.03'' 16% 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)B122 2x10 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 B121 1.75x9.5 SCL: 26F 2.0E LVL 1650 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 9803 ft-lbs 3.125x10.5 GLB 5.125x9 GLB 8.75x9 GLB 19 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B123 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 236 lbs Span (ft) =3.5 roof 16 35 0 0 0 RLL = 630 lbs lu (ft) =3.5 floor 15 40 9 360 495 RTL (left)=866 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 236 lbs CD =1.00 360 plf 495 plf RLL = 630 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =866 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) =58 psi 32% 50 psi 19% 22 psi 8% 9 psi 4% 50 psi 17% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb-max (psi) =601 psi 52% 485 psi 20% 189 psi 8% 77 psi 3% 515 psi 18% E (psi) = LL deflection =0.02'' 16% 0.01'' 10% 0.00'' 3% 0.00'' 1% 0.01'' 11% TL deflection =0.03'' 14% 0.02'' 9% 0.01'' 3% 0.00'' 1% 0.02'' 10% 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:B124 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 225 lbs Span (ft) =4.0 roof 16 35 0 0 0 RLL = 900 lbs lu (ft) =4.0 floor 25 100 4.5 450 563 RTL (left)=1125 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 =1.00 450 plf 563 plf RLL = 900 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1125 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =54 psi 30% 68 psi 25% 30 psi 11% 13 psi 5% 45 psi 16% Fb =1074 psi 2383 psi 2392 psi 2397 psi 2885 psi fb (psi) =514 psi 48% 720 psi 30% 281 psi 12% 114 psi 5% 510 psi 18% E (psi) = LL deflection =0.02'' 13% 0.03'' 19% 0.01'' 6% 0.00'' 2% 0.02'' 13% TL deflection =0.02'' 11% 0.03'' 16% 0.01'' 5% 0.00'' 2% 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)B124 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 B123 2x6 Douglas Fir #2 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 Wood Beam / Header ASD design per NDS 2015 A E 758 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 20 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B201 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 832 lbs Span (ft) =6.5 roof 16 35 16 560 816 RLL = 1820 lbs lu (ft) =6.5 floor 15 40 0 0 0 RTL (left)=2652 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 832 lbs CD =1.00 560 plf 816 plf RLL = 1820 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2652 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =73 psi 41% 137 psi 52% 84 psi 32% 39 psi 15% 128 psi 45% Fb =985 psi 2363 psi 2388 psi 2395 psi 2753 psi fb-max (psi) =806 psi 82% 1765 psi 75% 1076 psi 45% 438 psi 18% 1687 psi 61% E (psi) = LL deflection =0.05'' 22% 0.11'' 52% 0.07'' 32% 0.02'' 11% 0.10'' 47% TL deflection =0.07'' 21% 0.17'' 51% 0.10'' 31% 0.03'' 11% 0.15'' 45% 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: (3) Mark:B202 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1088 lbs Span (ft) =8.5 roof 16 35 16 560 816 RLL = 2380 lbs lu (ft) =8.5 floor 15 40 0 0 0 RTL (left)=3468 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1088 lbs CD =1.00 560 plf 816 plf RLL = 2380 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3468 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x14 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =65 psi 36% 152 psi 57% 115 psi 44% 54 psi 21% 127 psi 45% Fb =802 psi 2333 psi 2385 psi 2394 psi 2624 psi fb (psi) =672 psi 84% 2096 psi 90% 1841 psi 77% 749 psi 31% 1680 psi 64% E (psi) = LL deflection =0.05'' 17% 0.19'' 68% 0.20'' 72% 0.07'' 24% 0.13'' 46% TL deflection =0.07'' 16% 0.28'' 66% 0.30'' 70% 0.10'' 24% 0.19'' 45% camber (in) =n/a 2/8''std=0.03''2/8''std=0.03''1/8''std=0.03''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2)B202 1.75x9.5 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 B201 2x10 Douglas Fir #2 7370 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 4310 ft-lbs 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB 21 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Mark:B203 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 704 lbs Span (ft) =5.5 roof 16 35 16 560 816 RLL = 1540 lbs lu (ft) =5.5 floor 15 40 0 0 0 RTL (left)=2244 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 704 lbs CD =1.00 560 plf 816 plf RLL = 1540 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2244 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =87 psi 48% 147 psi 55% 68 psi 26% 31 psi 12% 146 psi 51% Fb =979 psi 2377 psi 2390 psi 2396 psi 2872 psi fb-max (psi) =865 psi 88% 1975 psi 83% 771 psi 32% 313 psi 13% 2098 psi 73% E (psi) = LL deflection =0.04'' 20% 0.11'' 62% 0.04'' 19% 0.01'' 7% 0.12'' 65% TL deflection =0.05'' 19% 0.17'' 60% 0.05'' 19% 0.02'' 6% 0.17'' 63% 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:B204 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 264 lbs Span (ft) =5.5 roof 16 35 6 210 306 RLL = 578 lbs lu (ft) =5.5 floor 15 40 0 0 0 RTL (left)=842 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 264 lbs CD =1.00 210 plf 306 plf RLL = 578 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =842 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) =64 psi 35% 55 psi 21% 25 psi 10% 12 psi 4% 55 psi 19% Fb =1164 psi 2377 psi 2390 psi 2396 psi 2872 psi fb (psi) =918 psi 79% 741 psi 31% 289 psi 12% 118 psi 5% 787 psi 27% E (psi) = LL deflection =0.06'' 35% 0.04'' 23% 0.01'' 7% 0.00'' 2% 0.04'' 24% TL deflection =0.09'' 34% 0.06'' 23% 0.02'' 7% 0.01'' 2% 0.06'' 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)B204 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 B203 2x10 Douglas Fir #2 1157 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 3086 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 22 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Location: Plate Height (ft) =9.0 Stud Height (ft) = 8.6 Gravity Loads to Wall: Le/d = 18.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 17 867 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =40 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 24.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 867 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) = 363 per stud P (lbs) = 595 P (lbs) = 1156 per stud M (lb-ft) = 298 M (lb-ft) = 223 M (lb-ft) = 0 FcE (psi) =1346 FcE (psi) =1346 FcE (psi) =1346 Fc' (psi) = 1137 Fc' (psi) = 1137 Fc' (psi) = 1032 fc (psi) = 44 < Fc'OK fc (psi) = 72 < Fc'OK fc (psi) = 140 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 472 < Fb'OK fb (psi) = 354 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.23 < 1.0 OK CSR = 0.18 < 1.0 OK CSR = 0.02 < 1.0 OK D (in.) =0.08 = L/1234 OK D (in.) =0.06 = L/1646 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) = 8510 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.29 for M < Mcap (governs) trib width capacity (ft) = 6.86 for D < L /240 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 9'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 8 1 29'-2'' to 19'-9'' < 9'-2'' 30'-4'' to 40'-11'' 4 3 2 2 4 2 1 11 1 2 319'-9'' to 30'-4'' 16 10 (DF No. 2)Typical 9'-0" Plate 23 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Location: Plate Height (ft) =19.5 Stud Height (ft) = 19.1 Gravity Loads to Wall: Le/d = 41.7 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 17 867 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =28.5 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 17.1 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 867 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) = 181 per stud P (lbs) = 298 P (lbs) = 578 per stud M (lb-ft) = 521 M (lb-ft) = 391 M (lb-ft) = 0 FcE (psi) =274 FcE (psi) =274 FcE (psi) =274 Fc' (psi) = 267 Fc' (psi) = 267 Fc' (psi) = 264 fc (psi) = 22 < Fc'OK fc (psi) = 36 < Fc'OK fc (psi) = 70 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 827 < Fb'OK fb (psi) = 620 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.42 < 1.0 OK CSR = 0.35 < 1.0 OK CSR = 0.07 < 1.0 OK D (in.) =0.72 = L/317 OK D (in.) =0.54 = L/423 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) = 2179 (axial compression governs)Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 trib width capacity (ft) = 1.51 for M < Mcap trib width capacity (ft) = 0.88 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2015 Tall Wall LL(psf) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Tall Wall at 8'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 1'-1'' 1 1 1'-1'' to 2'-10'' 1 2 2'-10'' to 4'-7'' 1 3 4'-7'' to 6'-4'' 2 4 0 1 1 8 2 5 0 1 1 24 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 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 Post25 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 26 of 53 1.1 E=4.33W=9.07 2.1 E=5.10W=10.5 3.1 E=0.78W=1.46 A . 1 E = 5 . 1 0 W = 7 . 9 5 B . 1 E = 5 . 1 0 W = 7 . 9 5 Lateral Key Plan FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 27 of 53 1.2 E=3.10W=3.85 2.2 E=3.10W=3.85 A . 2 E = 3 . 1 0 W = 2 . 7 5 B . 2 E = 3 . 1 0 W = 2 . 7 5 Lateral Key Plan FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Key Plan Area =1 Risk Category =II Seismic Design Category =D [per ASCE 7-10 tables 11.6-1 and 11.6-2] 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 =45.2%S1 =15.8%[per USGS Earthquake Ground Motion Tool] Fa = 1.44 Fv = 2.17 [per ASCE 7-10 table 11.4-1 & 11.4-2] SMS =0.650g SM1 =0.343g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.433g SD1 =0.228g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.067 T = 0.205 T0 =0.105 Ct =0.020 Cs-max =0.171 Ta =0.205 TS =0.527 x =0.750 Cs-min =0.019 Tmax =0.287 Sa =0.433 CS (controls)=0.067 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =10.2 [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 22.3 58.5 1304 0.607 6.2 6.2 Main 9 93.8 844 0.393 4.0 10.2 Totals: 152 2148 1.0 10.2 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 22.3 48.9 48.9 5.2 4.2 8.5 5.2 Main 9 77.8 126.7 8.4 6.7 13.5 6.7 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 22.3 49.5 49.5 5.2 4.3 8.6 5.2 Main Main 77.3 126.8 8.4 6.7 13.4 6.7 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-10 [see ASCE 7-10 table 1.5-2] [ASCE 7-10 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance 28 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Level =Roof Area =1 Total Seismic Weight = 58.5 Long. Wall Length (ft) =72 72 Area (ft^2) =1735 0 Trans. Wall Length (ft) =85 64 Dead Load (psf) =16 0 Plate Height (ft) =9 9 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0.5 0.5 % Live / Snow Load =20% 0% Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 5.4 3.6 Weight (k) = 39.9 0.0 Trans. Weight (k) = 6.4 3.2 Transverse Weight (k) =48.9 Longitudinal Weight (k) =49.5 Level =Main Area =1 Total Seismic Weight = 93.8 Long. Wall Length (ft) =120 150 Area (ft^2) =1701 1481 Trans. Wall Length (ft) =116 145 Dead Load (psf) =16 15 Plate Height (ft) =9 9 Live Load (psf) =35 40 Above Plate Height (ft) =1 1 % Live Load =20% 0% Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 9.0 7.5 Weight (k) = 39.1 22.2 Trans. Weight (k) = 8.7 7.3 Transverse Weight (k) =77.8 Longitudinal Weight (k) =77.3 Seismic Weights Walls Roof / Floor Walls Floor 29 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 www.struware.com Code Search Code:ASCE 7 - 10 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) 4.00 / 12 18.4 deg Building length (L) 60.0 ft Least width (B) 58.0 ft Mean Roof Ht (h) 22.3 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf 30 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Wind Loads :ASCE 7- 10 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 0.922 Kh case 2 0.922 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 = 22.3 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 58.0 ft h/B = 0.38 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) = 0zmin =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 =0.91 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =22.3 ft G =0.88 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 31 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.92 Edge Strip (a) =5.8 ft Base pressure (qh) =26.5 psf End Zone (2a) =11.6 ft GCpi = +/-0.18 Zone 2 length =29.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.52 0.70 0.34 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -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 8.9 -7.2 -16.7 2 -13.5 -23.1 -13.5 -23.1 3 -7.7 -17.2 -5.0 -14.6 4 -6.2 -15.8 -7.2 -16.7 5 15.4 5.8 6 -2.9 -12.5 1E 25.5 15.9 -8.0 -17.5 2E -23.6 -33.2 -23.6 -33.2 3E -13.1 -22.6 -9.3 -18.8 4E -11.6 -21.2 -8.0 -17.5 5E 21.0 11.4 6E -6.6 -16.2 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =18.6 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 24.7 psf Roof -5.9 psf ** End Zone: Wall 37.1 psf Roof -10.5 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 18.3 psf End Zone: Wall 27.6 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 18.4 deg 32 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 33 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.92 h = 22.3 ft Base pressure (qh) =26.5 psf a = 5.8 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 18.4 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 -28.7 -26.8 -26.0 -26.3 -26.0 Negative Zone 2 -1.88 -1.53 -1.38 -49.9 -40.6 -36.6 -38.3 -36.6 Negative Zone 3 -1.88 -1.53 -1.38 -49.9 -40.6 -36.6 -38.3 -36.6 Positive All Zones 0.68 0.54 0.48 18.0 16.0 16.0 16.0 16.0 Overhang Zone 2 -2.20 -2.20 -2.20 -58.4 -58.4 -58.4 -58.4 -58.4 Overhang Zone 3 -2.20 -2.20 -2.20 -58.4 -58.4 -58.4 -58.4 -58.4 Negative zone 3 = zone 2, since hip roof with angle <= 25 degrees 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 4.8 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 16 sf 144 sf Negative Zone 4 -1.28 -1.10 -0.98 -34.0 -29.3 -26.0 -33.0 -28.5 Negative Zone 5 -1.58 -1.23 -0.98 -41.9 -32.6 -26.0 -40.0 -31.1 Positive Zone 4 & 5 1.18 1.00 0.88 31.3 26.6 23.4 30.4 25.9 34 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90'35 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=60 Bldg/Area Width, W (ft)=58 Edge Strip (a) (ft)=5.8 End Zone (2a) (ft)= 11.6 Transverse Direction (normal to L): Roof Type (receiving wind) =Hip Use Only End Zone Pressures =N Interior Pressure (psf) =24.7 Roof Interior Pressure (psf) =5.9 End Zone Pressure (psf) =37.1 Roof End Zone Pressure (psf) =10.5 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =25.3 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 9 0.5 140 216 103 170 10.2 Main 9 1 247 371 160 295 17.7 Total: 464 27.9 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Hip Use Only End Zone Pressures =N Interior Pressure (psf) =18.3 Roof Interior Pressure (psf) =5.9 End Zone Pressure (psf) =27.6 Roof End Zone Pressure (psf) =10.5 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =25.3 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 9 0.5 108 168 103 132 7.6 Main 9 1 183 276 160 219 12.7 Total: 351 20.3 Wind Lateral Load Vertical Distribution for MWFRS <=60' [ASCE 7-10 table 1.5-1] [see ASCE 7-10 table 1.5-2] [see ASCE 7-10 Hazard Maps, figures 26.5-1] [see ASCE 7-10 section 26.7.3] 36 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Line Designation:1.1.1 Lateral Force (ASD):2008 lb Total Wall MOT:18072 ft*lb Seismic:No Total Wall MR :25472 ft*lb opening height:6.00 ft Uplift At Pier #1:0 lb opening width:6.00 ft umax:0 plf OK Total Wall Length: 16.00 ft Uplift At Pier #2:0 lb Wall Height:9.00 ft umax:0 plf OK Pier #1 Wall Length:5.00 ft OK Compression:2085 lb H/L: 1.80 OK Uplift:174 lb Pier #2 Wall Length:5.00 ft OK H/L: 1.80 OK Wall Type:6 Roof DL:16 psf Capacity:532 plf Trib. Width:4 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.43 rho :1.0 Lateral Force: 1004 lb Lateral Force: 1004 lb Shear, V :201 plf OK Shear, V :201 plf OK Full Height Full Height MOT:9036 ft*lb MOT:9036 ft*lb MR :2487.5 ft*lb MR :2487.5 ft*lb Uplift:1509 lb Uplift:1509 lb umax:503 plf OK umax:503 plf OK Pier Height Pier Height MOT:6024 ft*lb MOT:6024 ft*lb MR :1925 ft*lb MR :1925 ft*lb Uplift:974 lb Uplift:974 lb umax:325 plf umax:325 plf Horiz. Strap Force:377 lb Check Dbl Top PL Horiz. Strap Force:377 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No PIER #1 PIER #2 ASD - ANSI / AF&PA SDPWS-2015 WALL DATA TOTAL WALL SEGMENT 37 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Line Designation:1.1.2 Lateral Force (ASD):1428 lb Total Wall MOT:12852 ft*lb Seismic:No Total Wall MR :126750 ft*lb opening height:6.00 ft Uplift At Pier #1:0 lb opening width:18.00 ft umax:0 plf OK Total Wall Length: 26.00 ft Uplift At Pier #2:0 lb Wall Height:9.00 ft umax:0 plf OK Pier #1 Wall Length:4.00 ft OK Compression:3419 lb H/L: 2.25 OK, Reduce Capacity Uplift:0 lb Pier #2 Wall Length:4.00 ft OK H/L: 2.25 OK, Reduce Capacity Wall Type:6 Roof DL:16 psf Capacity:532 plf Trib. Width:15 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.43 rho :1.0 Lateral Force: 714 lb Lateral Force: 714 lb Shear, V :179 plf OK Shear, V :179 plf OK Full Height Full Height MOT:6426 ft*lb MOT:6426 ft*lb MR :3000 ft*lb MR :3000 ft*lb Uplift:1157 lb Uplift:1157 lb umax:386 plf OK umax:386 plf OK Pier Height Pier Height MOT:4284 ft*lb MOT:4284 ft*lb MR :2640 ft*lb MR :2640 ft*lb Uplift:675 lb Uplift:675 lb umax:225 plf umax:225 plf Horiz. Strap Force:494 lb Check Dbl Top PL Horiz. Strap Force:494 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No PIER #1 PIER #2 Shear Transfer Around Opening ASD - ANSI / AF&PA SDPWS-2015 WALL DATA TOTAL WALL SEGMENT 38 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Line Designation:2.1.1 Lateral Force (ASD):6300 lb Total Wall MOT:56700 ft*lb Seismic:No Total Wall MR :27088.875 ft*lb opening height:3.50 ft Uplift At Pier #1:0 lb opening width:5.00 ft umax:0 plf OK Total Wall Length: 16.50 ft Uplift At Pier #2:577 lb Wall Height:9.00 ft umax:105 plf OK Pier #1 Wall Length:7.00 ft OK Compression:4421 lb H/L: 0.50 OK Uplift:2451 lb Pier #2 Wall Length:4.50 ft OK H/L: 0.78 OK Wall Type:7 Roof DL:16 psf Capacity:686 plf Trib. Width:4 ft Wall Weight:15 psf Holdown Strap:STHD14 DL factor: 0.60 Capacity: 3500 lb OK sDS:0.43 rho :1.0 Lateral Force: 3835 lb Lateral Force: 2465 lb Shear, V :548 plf OK Shear, V :548 plf OK Full Height Full Height MOT:34513 ft*lb MOT:22187 ft*lb MR :4875.5 ft*lb MR :2014.875 ft*lb Uplift:4513 lb Uplift:4662 lb umax:820 plf umax:848 plf Pier Height Pier Height MOT:13422 ft*lb MOT:8628 ft*lb MR :2854 ft*lb MR :1180 ft*lb Uplift:1673 lb Uplift:1760 lb umax:304 plf OK umax:320 plf OK Horiz. Strap Force:1162 lb OK Horiz. Strap Force:747 lb OK Provide Horiz. Straps:Yes Provide Horiz. Straps:Yes PIER #1 PIER #2 Shear Transfer Around Opening ASD - ANSI / AF&PA SDPWS-2015 WALL DATA TOTAL WALL SEGMENT 39 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Line Designation:1.2.2 Lateral Force (ASD):1686 lb Total Wall MOT:15174 ft*lb Seismic:No Total Wall MR :193984.875 ft*lb opening height:6.00 ft Uplift At Pier #1:0 lb opening width:18.00 ft umax:0 plf OK Total Wall Length: 31.50 ft Uplift At Pier #2:0 lb Wall Height:9.00 ft umax:0 plf OK Pier #1 Wall Length:9.00 ft OK Compression:4177 lb H/L: 1.00 OK Uplift:0 lb Pier #2 Wall Length:4.50 ft OK H/L: 2.00 OK Wall Type:5 Roof DL:16 psf Capacity:364 plf Trib. Width:16 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.43 rho :1.0 Lateral Force: 1124 lb Lateral Force: 562 lb Shear, V :125 plf OK Shear, V :125 plf OK Full Height Full Height MOT:10116 ft*lb MOT:5058 ft*lb MR :15835.5 ft*lb MR :3958.875 ft*lb Uplift:68 lb Uplift:596 lb umax:23 plf OK umax:199 plf OK Pier Height Pier Height MOT:6744 ft*lb MOT:3372 ft*lb MR :14013 ft*lb MR :3503 ft*lb Uplift:-185 lb Uplift:282 lb umax:-62 plf umax:94 plf Horiz. Strap Force:642 lb Check Dbl Top PL Horiz. Strap Force:321 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No PIER #1 TOTAL WALL SEGMENTWALL DATA ASD - ANSI / AF&PA SDPWS-2015 Shear Transfer Around Opening PIER #2 40 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :1.1 VSEISMIC =4,330 lbs SDS = 0.433g E = 0.70 x V = 3,031 lbs S.D.C. =D WWIND =9,070 lbs F = 0.60 x W = 5,442 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)5.0 5.0 4.0 4.0 5.0 5.0 Floor DL (psf) =15 height (ft)9.0 9.0 9.0 9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)4.0 4.0 15.0 15.0 4.0 4.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete Concrete aspect ratio 1.8 1.8 2.3 2.3 1.8 1.8 aspect ratio factor 2w/l 1.00 1.00 0.89 0.89 1.00 1.00 Seismic F (lbs)559 559 398 398 559 559 shear (plf)112 112 99 99 112 112 allowable shear (plf)156 156 231 231 156 156 suggested shearwall type 4 4 5 5 4 4 Mot (ft-lbs)5031 5031 3578 3578 5031 5031 DL factor A =1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (plf)211 211 398 398 211 211 End Post Compression(lbs)1753 1753 2003 2003 1753 1753 DL factor B 0.54 0.54 0.54 0.54 0.54 0.54 B x wDL (plf)107 107 202 202 107 107 End Post Uplift for Anchor Holdowns (lbs)859 859 neglect neglect 859 859 End Post Uplift for Straps (lbs)791 791 neglect neglect 791 791 Wind F (lbs)1004 1004 714 714 1004 1004 shear (plf)201 201 178 178 201 201 allowable shear (plf)218 218 324 324 218 218 suggested shearwall type 4 4 5 5 4 4 Mot (ft-lbs)9033 9033 6423 6423 9033 9033 wDL (plf)199 199 375 375 199 199 End Post Compression(lbs)2384 2384 2458 2458 2384 2384 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)119 119 225 225 119 119 End Post Uplift for Anchor Holdowns (lbs)1741 1741 1403 1403 1741 1741 End Post Uplift for Straps (lbs)1603 1603 1263 1263 1603 1603 Maximum End Post Compression (lbs)2384 2384 2458 2458 2384 2384 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1741 1741 1403 1403 1741 1741 Recommended Anchor Holdown HTT4 HTT4 LTT20B LTT20B HTT4 HTT4 Anchor at Midwall SSTB16 SSTB16 1/2" Anchor 1/2" Anchor SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 1/2" Anchor 1/2" Anchor SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 1/2" Anchor 1/2" Anchor SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)1603 1603 1263 1263 1603 1603 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Line 1, Use:SW4 SW4 SW5 SW5 SW4 SW4 Wood Framing: Douglas-Fir OR Southern Pine Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) 41 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :2.1 VSEISMIC =5,100 lbs SDS = 0.433g E = 0.70 x V = 3,570 lbs S.D.C. =D WWIND =10,500 lbs F = 0.60 x W = 6,300 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)7.0 4.5 Floor DL (psf) =15 height (ft)9.0 9.0 Wall DL (psf) =15 roof trib. (ft)4.0 4.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 1.3 2.0 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)2173 1397 shear (plf)310 310 allowable shear (plf)380 380 suggested shearwall type 6 6 Mot (ft-lbs)19557 12573 DL factor A =1.06 1.06 A x wDL (plf)211 211 End Post Compression(lbs)3763 3796 DL factor B 0.54 0.54 B x wDL (plf)107 107 End Post Uplift for Anchor Holdowns (lbs)2670 2980 End Post Uplift for Straps (lbs)2522 2717 Wind F (lbs)3835 2465 shear (plf)548 548 allowable shear (plf)686 686 suggested shearwall type 7 7 Mot (ft-lbs)34513 22187 wDL (plf)199 199 End Post Compression(lbs)5662 5585 DL factor C 0.60 0.60 C x wDL (plf)119 119 End Post Uplift for Anchor Holdowns (lbs)4971 5431 End Post Uplift for Straps (lbs)4695 4952 Maximum End Post Compression (lbs)5662 5585 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)4971 5431 Recommended Anchor Holdown HTT5 HDU5 Anchor at Midwall SSTB20 SSTB24 Anchor at Corner SSTB24 SSTB24 Anchor at Endwall SSTB24 SSTB24 Controlling Strap Holdown Uplift (lbs)4695 4952 Recommended Strap Holdown at Midwall STHD14 STHD14 Recommended Strap Holdown at Corner STHD14 STHD14 Recommended Strap Holdown at Endwall -- -- Line 2, Use:SW7 SW7 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 42 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :3.1 VSEISMIC =780 lbs SDS = 0.433g E = 0.70 x V = 546 lbs S.D.C. =D WWIND =1,460 lbs F = 0.60 x W = 876 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)2.7 2.7 2.7 2.7 Floor DL (psf) =15 height (ft)9.0 9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)4.0 4.0 4.0 4.0 floor trib. (ft)0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 Wall Thickness (in)6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete aspect ratio 3.4 3.4 3.4 3.4 aspect ratio factor 2w/l 0.59 0.59 0.59 0.59 Seismic F (lbs)137 137 137 137 shear (plf)51 51 51 51 allowable shear (plf)154 154 154 154 suggested shearwall type 5 5 5 5 Mot (ft-lbs)1229 1229 1229 1229 DL factor A =1.06 1.06 1.06 1.06 A x wDL (plf)211 211 211 211 End Post Compression(lbs)971 971 971 971 DL factor B 0.54 0.54 0.54 0.54 B x wDL (plf)107 107 107 107 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect Wind F (lbs)219 219 219 219 shear (plf)82 82 82 82 allowable shear (plf)215 215 215 215 suggested shearwall type 5 5 5 5 Mot (ft-lbs)1971 1971 1971 1971 wDL (plf)199 199 199 199 End Post Compression(lbs)1073 1073 1073 1073 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)119 119 119 119 End Post Uplift for Anchor Holdowns (lbs)780 780 780 780 End Post Uplift for Straps (lbs)659 659 659 659 Maximum End Post Compression (lbs)1073 1073 1073 1073 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)780 780 780 780 Recommended Anchor Holdown LTT20B LTT20B LTT20B LTT20B Anchor at Midwall 1/2" Anchor 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Corner 1/2" Anchor 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Endwall 1/2" Anchor 1/2" Anchor 1/2" Anchor 1/2" Anchor Controlling Strap Holdown Uplift (lbs)659 659 659 659 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 Line 3, Use:SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 43 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :A.1 VSEISMIC =5,100 lbs SDS = 0.433g E = 0.70 x V = 3,570 lbs S.D.C. =D WWIND =7,950 lbs F = 0.60 x W = 4,770 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)38.0 Floor DL (psf) =15 height (ft)9.0 Wall DL (psf) =15 roof trib. (ft)4.0 floor trib. (ft)1.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.2 aspect ratio factor 2w/l 1.00 Seismic F (lbs)3570 shear (plf)94 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)32130 DL factor A =1.06 A x wDL (plf)227 End Post Compression(lbs)1552 DL factor B 0.54 B x wDL (plf)115 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)4770 shear (plf)126 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)42930 wDL (plf)214 End Post Compression(lbs)1780 DL factor C 0.60 C x wDL (plf)128 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)1780 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 A.1 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 44 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :B.1 VSEISMIC =5,100 lbs SDS = 0.433g E = 0.70 x V = 3,570 lbs S.D.C. =D WWIND =7,950 lbs F = 0.60 x W = 4,770 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.0 Floor DL (psf) =15 height (ft)9.0 Wall DL (psf) =15 roof trib. (ft)11.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.4 aspect ratio factor 2w/l 1.00 Seismic F (lbs)3570 shear (plf)149 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)32130 DL factor A =1.06 A x wDL (plf)330 End Post Compression(lbs)2391 DL factor B 0.54 B x wDL (plf)168 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)4770 shear (plf)199 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)42930 wDL (plf)311 End Post Compression(lbs)2741 DL factor C 0.60 C x wDL (plf)187 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)2741 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.1 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 45 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :1.2 VSEISMIC =3,100 lbs SDS = 0.433g E = 0.70 x V = 2,170 lbs S.D.C. =D WWIND =3,850 lbs F = 0.60 x W = 2,310 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)5.0 9.0 4.5 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)16.0 16.0 16.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)3 3 3 Wall Thickness (in)6 6 6 Shearwall Anchored Into:Wood Wood Wood aspect ratio 1.8 1.0 2.0 aspect ratio factor 2w/l 1.00 1.00 1.00 Seismic F (lbs)586 1056 528 shear (plf)117 117 117 allowable shear (plf)156 156 156 suggested shearwall type 4 4 4 Mot (ft-lbs)5278 9501 4751 DL factor A =1.06 1.06 1.06 A x wDL (plf)415 415 415 End Post Compression(lbs)2262 2400 2170 DL factor B 0.54 0.54 0.54 B x wDL (plf)211 211 211 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 663 End Post Uplift for Straps (lbs)neglect neglect 643 Wind F (lbs)624 1124 562 shear (plf)125 125 125 allowable shear (plf)218 218 218 suggested shearwall type 4 4 4 Mot (ft-lbs)5619 10114 5057 wDL (plf)391 391 391 End Post Compression(lbs)2164 2335 2071 DL factor C 0.60 0.60 0.60 C x wDL (plf)235 235 235 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 682 End Post Uplift for Straps (lbs)neglect neglect 662 Maximum End Post Compression (lbs)2262 2400 2170 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 682 Recommended Anchor Holdown LTT20B Anchor at Midwall 1/2" Anchor Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 662 Recommended Strap Holdown at Midwall MSTC28 Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1, Use:SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 46 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :2.2 VSEISMIC =3,100 lbs SDS = 0.433g E = 0.70 x V = 2,170 lbs S.D.C. =D WWIND =3,850 lbs F = 0.60 x W = 2,310 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)3.5 4.0 4.9 4.9 9.3 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)4.0 4.0 4.0 4.0 4.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood aspect ratio 2.6 2.3 1.8 1.8 1.0 aspect ratio factor 2w/l 0.78 0.89 1.00 1.00 1.00 Seismic F (lbs)232 303 419 419 796 shear (plf)66 76 85 85 85 allowable shear (plf)202 231 156 156 156 suggested shearwall type 5 5 4 4 4 Mot (ft-lbs)2089 2729 3774 3774 7164 DL factor A =1.06 1.06 1.06 1.06 1.06 A x wDL (plf)211 211 211 211 211 End Post Compression(lbs)1176 1309 1474 1474 1501 DL factor B 0.54 0.54 0.54 0.54 0.54 B x wDL (plf)107 107 107 107 107 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect neglect Wind F (lbs)247 323 446 446 847 shear (plf)71 81 91 91 91 allowable shear (plf)283 324 218 218 218 suggested shearwall type 5 5 4 4 4 Mot (ft-lbs)2224 2905 4017 4017 7626 wDL (plf)199 199 199 199 199 End Post Compression(lbs)1033 1173 1352 1352 1440 DL factor C 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)119 119 119 119 119 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect neglect Maximum End Post Compression (lbs)1176 1309 1474 1474 1501 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW5 SW5 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 47 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :A.2 VSEISMIC =3,100 lbs SDS = 0.433g E = 0.70 x V = 2,170 lbs S.D.C. =D WWIND =2,750 lbs F = 0.60 x W = 1,650 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)15.0 17.5 Floor DL (psf) =0 height (ft)9.0 9.0 Wall DL (psf) =15 roof trib. (ft)4.0 4.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Wall Thickness (in)6 6 Shearwall Anchored Into:Wood Wood aspect ratio 0.6 0.5 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)1002 1168 shear (plf)67 67 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)9014 10516 DL factor A =1.06 1.06 A x wDL (plf)211 211 End Post Compression(lbs)1288 1280 DL factor B 0.54 0.54 B x wDL (plf)107 107 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)762 888 shear (plf)51 51 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)6854 7996 wDL (plf)199 199 End Post Compression(lbs)1066 1064 DL factor C 0.60 0.60 C x wDL (plf)119 119 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)1288 1280 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line A.2 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 48 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Shear Line :B.2 VSEISMIC =3,100 lbs SDS = 0.433g E = 0.70 x V = 2,170 lbs S.D.C. =D WWIND =2,750 lbs F = 0.60 x W = 1,650 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)30.0 Floor DL (psf) =0 height (ft)9.0 Wall DL (psf) =15 roof trib. (ft)4.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Wood aspect ratio 0.3 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2170 shear (plf)72 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)19530 DL factor A =1.06 A x wDL (plf)211 End Post Compression(lbs)1312 DL factor B 0.54 B x wDL (plf)107 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)1650 shear (plf)55 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)14850 wDL (plf)199 End Post Compression(lbs)1098 DL factor C 0.60 C x wDL (plf)119 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)1312 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.2 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 49 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10 LONG AND SHALL BE EMBEDDED 7 INCHES INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM L WITHIN 9 INCHES OF EACH END OF EACH PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2X PLATE TOP PLATE AT ALL SHEAR WALLS AND EXTERIOR WALLS. UNLESS NOTED OTHERWISE, LAP SPLICE TOP PLATE A MINIMUM OF 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (24-16d NAILS TOTAL BETWEEN SPLICE JOINTS). 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES, EXCEPT TYPE "4". EDGE NAIL SHEATHING AT BLOCKED EDGES. TYPE / MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT TO: Allowable Seismic Allowable Wind 4 7/16" APA RATED SHEATHING 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C.CONCRETE: 1/2" DIA. A.B. AT 60" O.C. 156 218 (UNBLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 72" O.C. WOOD: 16d STAGGERED AT 6" O.C. 5 7/16" APA RATED SHEATHING 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 36" O.C. 260 364 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 6 7/16" APA RATED SHEATHING 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 24" O.C. 380 532 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 32" O.C. WOOD: 16d STAGGERED AT 4" O.C. 7 7/16" APA RATED SHEATHING 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 18" O.C. 490 686 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 26" O.C. WOOD: 16d STAGGERED AT 3" O.C. 8 7/16" APA RATED SHEATHING 8d COMMON AT 2" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 8" O.C. 600 840 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 14" O.C. 3X OR (2)2X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X4 1/2 SCREWS AT 8" O.C. 9 15/32" APA RATED SHEATHING 10d COMMON AT 2" O.C. 10d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 12" O.C. 770 1078 ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 20" O.C. 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 6" O.C. 10 SW7 EACH SIDE 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 16" O.C. 980 1372 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 4.5" O.C. 11 SW8 EACH SIDE 8d COMMON AT 2" O.C. 8d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 13" O.C. 1200 1680 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 4" O.C. 12 SW9 EACH SIDE 10d COMMON AT 2" O.C. 10d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 10" O.C. 1540 2156 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 3" O.C. SHEAR WALL TYPES Douglas-Fir OR Southern Pine 50 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft)P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 16 35 17 0.27 0.60 1.28 floor 15 40 10 0.15 0.40 0.82 wall 15 0 19 0.29 0.00 0.34 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.71 1.00 2.44 Footing Dimensions Width (in) =16 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =8 Allowable qu (psf) = 2150.764 stemwall height(in) =22 qmax (psf) =1830 OK Pmax (kips) =11.0 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.2304 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.33 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.06 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 832 d (in)= 4.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 13.3 F16 Use: 16'' wide x 8''thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: F16 51 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =4.14 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.25 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 17.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =6 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=6 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >114 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:59 >16 OK q min (psf) =1386 q max (psf) =1386 OK qu-max (psf) =1985 qu at edge of base (psf) =1985 qu-min (psf) =1985 qu at edge of base (psf) =1985 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.25 Bar size =#4 p =0.0006 Fy (psi) = 60000 Mu (k-ft) = 1.55 area of bar = 0.20 Min p =0.0008 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.05 Spacing (in) = 35 Use p =0.0008 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 24.8 OK Check Development Length L' short (ft) = 1.25 Bar size =#4 p =0.0003 Fy (psi) = 60000 Mu (k-ft) = 0.78 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.03 Spacing (in) = 70 Use p =0.0005 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.3 OK 3' Square Ftg Use: w/ 2 #4 3' Square Ftg Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way 52 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.48 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =5.62 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.88 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 21.1 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3.5 Long Direction (in) =6 Punching Vc (psi) = 170 Short (ft) =3.5 Short Direction (in)=6 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >135 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:59 >19 OK q min (psf) =1223 q max (psf) =1223 OK qu-max (psf) =1725 qu at edge of base (psf) =1725 qu-min (psf) =1725 qu at edge of base (psf) =1725 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.50 Bar size =#4 p =0.0008 Fy (psi) = 60000 Mu (k-ft) = 1.94 area of bar = 0.20 Min p =0.0011 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.06 Spacing (in) = 28 Use p =0.0011 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 27.8 OK Check Development Length L' short (ft) = 1.50 Bar size =#4 p =0.0004 Fy (psi) = 60000 Mu (k-ft) = 0.97 area of bar = 0.20 Min p =0.0006 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.03 Spacing (in) = 56 Use p =0.0006 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 27.3 OK 3'-6" Square Ftg Use: w/ 2 #4 3'-6" Square Ftg Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.5 feet long x 3.5 feet wide x 10'' thick Footing Each Way 53 of 53 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE08/28/18IF18-224Sky Meadows, Lot 14