Loading...
Specifications (9) ®C= ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Stairs Hillsboro, OR 97124-3043 Location 12345 SE Hall Boulevard, Tigard, OR 503-846-1131 MATERIALS SPECIFICATIONS Framing Lumber: (NDS-12) MATERIALS: Fb psi Fc psi Fv psi E psi Dimension Lumber(Grades as Noted on Plans): Hem. Fir No. 2, 2"to 4"thick 850 1300 150 1.30E+06 Hem Fir No. 1, 2"to 4"thick 975 1350 150 1.50E+06 Doug Fir Larch No. 1, 5X5+ 1050 750 140 1.30E+06 Doug Fir Larch No. 2, 5X5+ 675 500 140 1.10E+06 Plates, Blocking: Hem Fir Standard Grade 550 1300 150 1.20E+06 Solid Posts: 4X4 &4X6: Hem Fir No. 2 850 1300 150 1.30E+06 6X6: Hem Fir No. 1 1050 750 140 1.30E+06 Pressure Treated Deck Lumber: Hem. Fir No. 2, 2"to 4"thick 850 1300 150 1.30E+06 Statement of Special Inspections: THIS PROJECT MAY BE CONSIDERED "CONSTRUCTION OF A MINOR NATURE" AND NEED NOT REQUIRE SPECIAL INSPECTION BY IBC 2012 SECTION 1704.2 EXCEPTION 1. Job# 1 71 18 By SAO Date 8/10/17 Sheet# D2 . r 't ,, ;,,I�,,,,,`\CASCA bE `- ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Stairs Hillsboro, OR 97124-3043 Location 12345 SW hall Blvd. Tigard, OR 503-846-1131 Worksheet for Beam Gravity Loads Beam Stringer Joists Beam (N.) Beam (S.) Rim Joist Rim Load Beam Length (ft) 11 8 8.5 8.5 8 3 Unbraced Length Lu (ft) 1 1 8.5 8.5 8 3 Left End Trib. Width 1 (ft) 1.75 1 2.1 4 0.5 1.5 Right End Trib. Width 1 (ft) 1.75 1 2.1 4 0.5 1.5 Trib. DL(psf) for 1 0 12.6 12.6 12.6 12.6 0 Trib. LL (psf)for 1 81.528662 100 100 100 100 100 Left End Trib. Width 2 (ft) 0 0 4 0 0 0 Right End Trib. Width 2 (ft) 0 0 4 0 0 0 Trib. DL (psf)for 2 0 0 12.6 0 0 0 Trib. LL (psf)for 2 0 0 100 0 0 0 Uniform DL(plf) 90.1 0 12.70 12.70 0 90.1 Uniform LL (plf) 0 0 0 0 0 0 Point DL(Ib) 0 0 0 496 135 0 Point LL (Ib) 0 0 0 785 225 0 Point Dist. from Left(ft) 5.5 4 4.25 3 2.2 1.5 Member Description 4X12 2X8 6X10 6X10 4X8 - Timber Grade HF#1 HF#1 HF#1B HF#16 HF#1 HF#1 Load Duration Factor CD 0.68 0.782 1 1 0.68 1 Left DL. Reaction (Ib) 496 50 381 589 123 135 Left LL. Reaction (Ib) 785 400 2,593 2,208 363 225 Left Total Reaction (lb) 1,280 450 2,973 2,797 486 360 Right DL. Reaction (Ib) 496 50 381 443 62 135 Right LL. Reaction (Ib) 785 400 2,593 1,977 262 225 Right Total Reaction (Ib) 1,280 450 2,973 2,420 324 360 DL Moment(lb-ft) 1,363 101 809 1,532 266 101 Total Moment(lb-ft) 3,521 901 6,318 6,668 1,025 270 Size Factor CFb/Cv 1.10 1.20 1.00 1.00 1.30 1.00 Shear Stress Fv(psi) 150 150 140 140 150 150 Bending Stress Fb(psi) 975 975 1050 1050 975 975 Elastic Modulus E (psi) 1.5E+6 1.5E+6 1.3E+6 1.3E+6 1.5E+6 1.5E+6 Slenderness Rb(<50) 4.765 8.925 7.821 7.821 10.270 0.000 Beam Stabilty CL 0.9987 0.9939 0.9937 0.9937 0.9921 1.0000 Allowable Shear Fv'(psi) 102.0 117.3 140.0 140.0 102.0 150.0 Allowable Bending Fb' (psi) 728.4 909.3 1,043.3 1,043.3 855.1 975.0 Member Shear fv(psi) 48.8 62.1 85.4 80.3 28.7 16.4 Member Bending fb(psi) 572.3 822.6 916.4 967.1 401.1 1.4 Dead Load Deflection (in) 0.048 0.016 0.021 0.039 0.018 0.0 Total Load Deflection (in) 0.123 0.145 0.161 0.17 0.071 0.0 Max DL/LL Defl. Ratio 1749 744 727 780 1831 - Total Load Deflection Ratio 1072 661 634 601 1356 - Total Stress Ratio 0.79 0.9 0.88 0.93 0.47 0.11 Beam Callout 4X12 2X8 6X10 6X10 4X8 - Left Support/Hanger - LUS26 6x6 6x6 Rim Beam Right Support/Hanger LSSU410 Beam (N) 6x6 6x6 Rim Beam - Job# 171 18 By SAO Date 8/10/17 Sheet# RI . w 4 � \CASCADE `� ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Stairs Hillsboro, OR 97124-3043 Location 12345 SW hall Blvd. Tigard, OR 503-846-1131 Worksheet for Wood Ledgers 2X10 Ledger Fasteners: Simpson 1/4"X3"SDS screws Main Member: 2X Rim Board Side Member: 2X10 DF P.T. Ledger Uniform Load From: ITrib. (ft) IDL (psf) ILL (psf) DL (plf) LL (plf) TL (plf) Floor Load 0.5 11.6 100 6 50 56 Uniform Load Total 6 50 56 Fastener Spacing (in) 6 Fastener Shear Load (Ib) 28 Eccentricity of Load (in) 2.25 Resisting moment arm (in) 2.75 Fastener Tension (Ib) 22.8 Check Shear in Fasteners: Allowable Shear(Ib) 280 Load Duration Factor CD 1 Wet Service Factor CM 0.7 Adjusted Allowable Shear(Ib) 196 Stress Ratio 0.14 Check Withdrawl of Fasteners: Allowable Withdrawl (lb/in)) 179 Penetration (in) 1.5 Load Duration Factor CD 1 Wet Service Factor CM 0.7 Adjusted Allowable Withdrawl (Ib) 187.95 Stress Ratio 0.12 Check Withdrawl for Out-of-Plane Load: Out-of-Plane Load (plf) 44 Fastener Tension (Ib) 22.0 Allowable Withdrawl (lb/in)) 179 Penetration (in) 1.5 Load Duration Factor CD 1.6 Wet Service Factor CM 0.7 Adjusted Allowable Withdrawl (Ib) 300.72 Stress Ratio 0.07 Use 2X10 DF P.T. Ledger with Simpson 1/4"X3"SDS screws at 6 in. O.C. Job# 17118 By SAO Date 8/10/17 Sheet# R3 . ,,,,���, , CASCA bE �` �f ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Stags Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd. Tigard, OR 503-846-1131 Worksheet for Wood Columns AF&PA NDS 2005, Design Provisions Chapter 3 6x6 Post Below Beam/Stair Point Load From: Trib. (ft2) DL (psf) LL(psf) DL (Ib) LL (Ib) TL (Ib) Joists 23.8 12.6 100 300 2,380 2,680 Staircase head 991 785 1,776 Point Load Total 1,291 3,165 4,456 Geometry Member Description 6X6 Column Unbraced Length (ft) 7.7 Timber Grade HF#2P Effective Length Factor k 1 Load Duration Factor CD 0.728 Beam Unbraced Length Lu (ft) 7.7 Loads Compression Load P (Ib) 4,456 Uniform (Beam) Load (plf) 0 Rep. Member Factor Cr(Walls) 1 Additional Bending (Ib-ft) 255.2741 Total Bending M (Ib-ft) 255.2741 Section Properties Member Width b (in) 5.5 Section Modulus Sx(in3) I 27.72917 Member Depth d (in) 5.5 Moment of Inertia lx(in4) 76.25521 Member Area A(in2) 30.25 Min Modulus Emin (psi) 400000 Compression Calculation Bending Calculation Comp. Stress Fc (psi) 575 Bending Stress Fb(psi) 575 Comp. Size Factor CFc 1 Bending Size Factor CFb 1 Adjusted Comp. Fc'(psi) 418.6 Adjusted Bending Fb'(psi) 418.6 Mystery Code Factor c 0.8 Effective Beam Lue (ft) 0 Column Slenderness Rc (<50) 16.800 Beam Slenderness Rb(<50) 0.000 Column Euler Buckling FcE (psi) 1165.0 Beam Euler Buckling FbE (psi) 0.0 FcEf 2.3644 FbEf 0.0000 Column Stabilty Cp 0.9113 Beam Stabilty CL 1.0000 Allowable Comp. Fc' (psi) 381.5 Allowable Bending Fb'(psi) 418.6 (Member Comp. fc (psi) 147.3 Member Bending fb (psi) 110.5 I Allowable Plate Bearing (psi) I 405 'Interaction Factor I 0.451 Use 6X6 HF#2P Post • Job# 171 18 By SAO Date 8/10/17 Sheet# WI . , ' A, CA5CAbE /.,6:th..ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite.A Project Tigard Terrace Stairs Hillsboro, OR 97124-3043 Location 12345 SW hall Blvd. Tigard, OR 503-846-1131 Worksheet for Wood Columns AF&PA NDS 2005, Design Provisions Chapter 3 4x4 Post Below Stair Stringer Point Load From: Trib. (ft2) DL (psf) LL (psf) DL(lb) LL (Ib) TL (Ib) Staircase 712 1,132 1,844 Point Load Total 712 1,132 1,844 Geometry Member Description 4X4 Column Unbraced Length (ft) 8.4 Timber Grade HF#1 Effective Length Factor k 1 Load Duration Factor CD 0.728 Beam Unbraced Length Lu (ft) 8.4 Loads Compression Load P (Ib) 1,844 Uniform (Beam) Load (plf) 0 Rep. Member Factor Cr(Walls) 1 Additional Bending (lb-ft) 67.23893 Total Bending M (Ib-ft) 67.23893 Section Properties Member Width b(in) 3.5 Section Modulus Sx(in3) 7.145833 Member Depth d (in) 3.5 Moment of Inertia lx(in4) 12.50521 Member Area A(in2) 12.25 Min Modulus Emin (psi) 550000 Compression Calculation Bending Calculation • Comp. Stress Fc (psi) 1350 Bending Stress Fb(psi) 975 Comp. Size Factor CFc 1.15 Bending Size Factor CFb 1.5 Adjusted Comp. Fc' (psi) 1130.22 Adjusted Bending Fb' (psi) 1064.7 Mystery Code Factor c 0.8 Effective Beam Lue (ft) 0 Column Slenderness Rc (<50) 28.800 Beam Slenderness Rb(<50) 0.000 Column Euler Buckling FcE (psi) 545.1 Beam Euler Buckling FbE (psi) 0.0 FcEf 0.9264 FbEf 0.0000 Column Stabilty C, 0.4210 Beam Stabilty CL 1.0000 Allowable Comp.Fc' (psi) 475.9 Allowable Bending Fb' (psi) 1064.7 Member Comp. fc (psi) 150.6 Member Bending fb(psi) 1 112.9 Allowable Plate Bearing (psi) 405 Interaction Factor 1 0.247 Use 4X4 HF#1 Post Job# 171 18 By SAO Date 8/10/17 Sheet# W3 .