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REVIEWED BLD RESUB 1-CalculationsRESUB ENGINEERING civil & structural engineering & planning Jun 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ADDITIONAL STRUCTURAL CALCULATIONS 250 40 Ave 5 Ste 200 Edmonds, WA 98020 Phone:(425)778-8500 Fax: {425) 778-5536 Klein Residence Deck 20311 Maplewood Dr. Edmonds, WA 98026 06.16.2021 CG Project No.: 21255 C CM Description / Date " � Checked Chec�ked Date � ENGINEERING Scale 5heet No. 250 4th Ave. South project lob No. Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam DESCRIPTION: Main beam for deck CODE REFERENCES Project Title: Klein Deck Engineer: Project ID: Project Descr: Panted: 16 JUN 2021, 11:27AM Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10t 1 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - 1650 psi Ebend- xx 1700ksi Fc - PHI 1350 psi Eminbend - xx 900ksi Wood Species : SPISP Fc - Perp 650 psi Ebend- yy 1500ksi Wood Grade 24F-V4 Fv 210psi Eminbend -yy 790ksi Ft 975psi Density 26.84pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0425) L(0.255) S(0.10625) 5.125x15 Span = 22.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.250 ft, (Deck Loading) DESIGN SUMMARY di Maximum Benng Stress Ratio = 0.593 1 Maximum ShSRati ear tress o = 0.277 :1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb: Actual = 1,175.49psi fV: Actual = 58.15psi Fb: Allowable = 1,981.27psi Fv: Allowable = 210.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.250ft Location of maximum on span = 21.268ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.635 in Ratio = 424>=360 Max Upward Transient Deflection 0.000 in Rabo = 0 <360 Max Downward Total Deflection 0.106 in Ratio = 2549>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C I Cr C in C t C L Moment Values M tb Fb V Shear Values fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.50 It 1 0.094 0.044 0.90 0.971 1.00 1.00 0.85 1.00 1.00 2.69 167.93 1783.14 0.43 8.31 189.00 +D+L+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.593 0.277 1.00 0.971 1.00 1.00 0.85 1.00 1.00 18.83 1,175.49 1981.27 2.98 58.15 210.00 +D+Lr+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 It 1 0,068 0.032 1.25 0.971 1.00 1.00 0.85 1.00 1.00 2.69 167.93 2476.58 0.43 8.31 262.50 +D+S+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 It 1 0.258 0.120 1.15 0.971 1.00 1.00 0.85 1.00 1.00 9.41 587.74 2278.46 1.49 29.08 241.50 +D+0.750Lr+0.750L+H 0.971 1.00 1.00 0.85 1,00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.373 0.174 1.25 0.971 1.00 1.00 0.85 1.00 1.00 14.79 923.60 2476.58 2.34 45.69 262.50 +D+0.750L+0.750S+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.544 0.254 1.15 0.971 1.00 1.00 0.85 1.00 1.00 19.83 1,238.46 2278.46 3.14 61.27 241.50 +D+W+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.053 0.025 1.60 0.971 1.00 1.00 0.85 1.00 1.00 2.69 167.93 3170.03 0.43 8.31 336.00 Title Block Line 1 Project Title: Klein Deck You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block' selection. Printed: 16 JUN 2021, 11:27AM Wood Beam DESCRIPTION: Main beam for deck Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv, Fv +D+0,70E+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 it 1 0.053 0.025 1.60 0.971 1.00 1.00 0.85 1.00 1.00 2.69 167.93 3170.03 0.43 8.31 336.00 +D+0.750Lr+0.750L+0.750W+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.60ft 1 0,291 0.136 1.60 0.971 1.00 1.00 0.85 1.00 1.00 14.79 923.60 3170.03 2.34 45.69 336.00 +D+0.750Lr+0.150L+0.5250E+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.50 It 1 0,291 0.136 1.60 0.971 1.00 1.00 0.85 1.00 1.00 14.79 923.60 3170.03 2.34 45.69 336.00 +D+0,750L+0.750S+0.750W+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 it 1 0.391 0.182 1.60 0.971 1.00 1.00 0.85 1.00 1.00 19,83 1,238.46 3170.03 3.14 61.27 336.00 +D+0.750L+0.750S+0.5250E+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0,391 0.182 1.60 0.971 1.00 1.00 0.85 1.00 1.00 19.83 1,238A6 3170.03 3,14 61.27 336.00 +0.60D+W+H 0.971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.032 0,015 1.60 0.971 1.00 1.00 0.85 1.00 1.00 1.61 100.76 3170.03 0.26 4.98 336.00 +0.600+0.70E+H 0,971 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.50 it 1 0.032 0.015 1.60 0.971 1.00 1.00 0.85 1.00 1.00 1.61 100.76 3170.03 0.26 4.98 336.00 Overall Maximum Deflections Load Combination Span Max. "Dail Location in Span Load Combination Max.'+• Defl Location in Span L Only 1 0.6354 11.332 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.526 3.526 Overall MINimum 2.630 2.630 D Only 0.478 0.478 +D+L+H 3.347 3,347 +D+Lr+H 0.478 0.478 +D+S+H 1.673 1.673 +D+0.750Lr+0.750L+H 2.630 2.630 +D+0.750L+0,7508+H 3.526 3.526 +D+W+H 0,478 0.478 +D+0.70E+H 0.478 0.478 +O+0.750Lr+0.750L+0,750W+H 2.630 2.630 +D+0.750Lr+0.750L+0.5250E+H 2.630 2.630 +D+0.750L+0.750S+0,750W+H 3.526 3.526 +D+0.750L+0.750S+0.5250E+H 3.526 3.526 +0.60D+W+H 0.287 0.287 +0.60D+0.70E+H 0.287 0,287 D Only 0.478 0A78 L Only 2.869 2.869 S Only 1.195 1.195 D Only 0.478 0.478 +D+L+H 3.347 3.347 +D+Lf+H 0.478 0.478 +D+S+H 1.673 1A73 +D+0.750Lt+0.750L+H 2.630 2.630 +D+0.750L+0.750S+H 3.526 3526 +D+W+H 0.478 0.478 +D+0.70E+H 0.478 0.478 +D+0.750Lr+0,750L+0.750W+H 2.630 2.630 �0%1 Simpson Strong -Tie" Wood Construction Connectors SIMPSON Tie QO Column.• • H SS, SS SS SS SS SSA SS SS SS SS SS SS SS SS SS SS R These products are wettable with additional corrosion For stainless -steel protection. For more Information, see p. 15. ® fasteners, see p. 21. Model N0' Beam Width (In.) Dimensions (in.) No. of Y4" x 2'h" SDS Screws Allowable Loads (DF/SP) Cade Ref. l CCOO/ECCOO Model No. (NO Legs) Will W2 L H CCO ECCO Beam Post Uplift Down Uplift Down CCD ECCQ CCO ECCO (160) (100) (160) (100) CC03-4SDS2.5 3% 3Y4 3% 11 8'h 7 16 14 14 5.370 16,980 3,465 6,125 CC003-SD52.5 CCQ3-6SDS2.5 3% 31/4 5'h 11 BY+ 7 16 14 14 5,370 21,485 3.465 10,740 ECCo03-SOS2.5 CC044SD$2.5 3% 3% 3% 11 81h 7 16 14 14 5,370 19,020 3.765 7,655 CCQ46SDS2.5 31h 3% 5% 11 81h 7 16 14 14 6,785 24,065 3,785 12,030 CCO04-SDS2.5 ECC004-SDS2.5 CCQ48SDS2.5 31/e 3% 71h 11 8'h 7 16 14 14 6,785 24.065 3,785 1 16,405 CCQ4.62-3.62SDS 41h 4% 3% 11 Btz 7 16 14 14 5,370 23,390 3,785 1 9,845 CC04.62-4.62SDS 4% 4% 4% 11 BYe 7 16 14 14 5,370 30,070 3,785 12,655 CC004.62-SDS2.5 CCOQ4.62-SDS2. CC04.62-5.50SDS 4'h 4% 51h 11 81h 7 16 14 14 6,785 30,940 3,785 15,470 CC05-4SDS2.5 515 515 5% 5Y. 3% 5'h 11 _ 11 81h 81h 7 _ 7 16 _ 16 _14 14 14 14 5,370 6,785 26,635 28.190 4.040 5,355 11,210 17.615 CC005-SDS2.5 ECC005SOS2.5 CC05-6SDS2.5 CCQ5-8SDS2.5 5% 5Y4 Ph 11 8% 7 16 14 14 6,785 35.235 5,355 24,025 CC064SDS2.5 51/4. 51h 5% 3% 11 8% 7 16 14 14 5,370 28,585 3,785 12,030 CCQ66SDS2.5 61/4. 51h 516 51% 11 8'h 7 16 14 14 6,785 33,275 3,785 18,905 CC006-SOS2.5 CC068SOS2.5 51/4. 51h 51h 7'h 11 8'h 7 16 14 14 6,785 37,815 3,785 25,780 ECCOQ6-SCS2.5 CCQ6-7.13SDS2.5 51/4, 51h 5'h Ph 11 B'h 7 16 14 14 6,785 37,815 3,785 24,490 CCQ74SDS2.5 6% 6% 3% 11 816 7 16 14 14 5,370 33,490 4,040 15,355 IBC, FL, LA CCO76SDS2.5 6% 6% 5% 11 8% 7 16 14 14 6,785 37,125 5.355 24.130 CC007-SDS2.5 CCQ775DS2S 6% 67% 67h 11 81h 7 16 14 14 6,785 48,265 5,355 29.615 ECCOQ7-SDS2.5 CCQ7850S2.5 BY. 67h 716 11 816 7 16 14 14 1 6,785 48.265 5,355 32,905 CCQ7.1-4SDS2.5 7 7'h 3% 11 8'h 7 16 14 14 5,370 34,730 4,040 18.375 CCQ7.1.6SDS2.5 7 714 51h 11 8% 7 16 14 14 6.785 38,500 5,355 28,875 CCOO7.12-SDS2.5 CC07.1-7.1SDS2.5 7 7% 714 11 81h 7 16 14 14 6.785 57.750 5,355 36.750 ECCOQZ72-SDS2.5 CCQ7.1-85052.5 7 7% Ph 11 81h 7 16 14 14 6,785 52,500 5,355 39,375 CCQ84SDS2.5 7% 7% 3% 11 8% 7 16 14 14 6,785 37.210 5.355 16,405 CCQ86SDS2.5 716 7% 5% 11 alit 7 16 14 14 6,785 41,250 5,355 25,780 CCOQ8-SDS2.5 ECCOQB-SDS2b CCO88SD52.5 7'h lYz 7Ys 11 alit 7 18 14 14 6,785 51,565 5,355 35,155 CCQ94SDS2.5 3% 11 8'h 7 16 14 14 6,785 47.545 5,355 19,905 CCO96SDS2.5 5'h 11 816 7 16 14 14 6,785 48,125 5,355 31,280 CC009-SD82.5 ECCOQ9-SDS2.5 CCQ98SDS2.5 BY. 49Y491h 71h 11 81h 7 16 14 14 6,785 62,565 5,355 42,655 CCO106SDS2.5 5% 11 alit 7 16 14 14 6,785 52.250 5,355 32,655 CCOQ1-SDS2.5 ECC0010-SDS2.5 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Downloads shall be reduced where limited by capacity of the post. 3. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 4. Spliced conditions must be detailed by the Designer to transfer tension bads between spliced members by means other than the column cap. 5. Column sides are assumed to be aligned in the same vertical plane as the beam sides. C004.62 models assume a minimum 31h'-wide post. 6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strandaA eneens known as the narrow face. Values in the tables reflect Installation into the wide face. See technical bulletin T-C-BCLCLM at strongtil for load reductions resulting from narrow -face installations. 7. Beam depth must be a minimum of 7'. 8. For SV4 engineered lumber, use 5 fY models. 9. CCOQ and ECCOD welded to a steel column will achieve maximum bad listed as CCO and ECCO. The steel column width shall match the beam width. Weld by Designer. (n CL co U 10 C m rA d) V) t0 m 1 89 CCQ/ECCQ - Column Caps Nep� - Thls p oduct is pretereble to similar connectors because ti o/ (a) easier Installation, @) higher loads, (c) lower installed I cost, or a combination ut these reatures. Column caps provide a strong connection for column-beamM combinations. This design uses Strong -Drive® SDS Heavy -Duty ° Connector screws to provide faster installation and provides a of the column compared to bolts. The SDS greater net section area screws provide for a lower profile compared to standard through bolts. ' Material: C003, ECCO3, CCQ4, CCQ4.62, ECC04, ECCQ4.62, • . �. CCQ6, ECC06 — 7 gauge; all others — 3 gauge Finish: Simpson Strong -Tie gray paint; available in HDG and stainless steel; CCOO and ECCOO — no coating Installation: • Install Yi x 21fz' Strong -Drive SDS Heavy -Dory Connector ECC046SDS2.5 screws, which are provided with the column cap. (Lag screws will rat achieve the same load.) Install stainless -steel Strong -Drive screws with stainless -steel connectors. • CCOQ and ECCOQ column caps only (no straps) may be ordered for field -welding to pipe or other columns. Dimensions ° are same as COD and ECCQ. Weld by Designer. , • For rough -cut lumber sizes, provide dimensions. An SINp 0 optional W2 dimension may be specified with any column (Note that the W2 dimension on straps rotated size given. go- is limited by the W1 dimension.) Options: • For end conditions, specify ECCQ. • Straps may be rotated 9o° where W1 z W2 and for CCQ5-6. I (KCCOQ4-SDS2.5 • Other custom column caps are available. Contact I v (no coating) Simpson Strong -Tie. Codes: See p.12 for Code Reference Key Chart L.. Inverted CC044SDS2.5 Post -to -Beam Installation 88 Typical CCQ46SDS2.5 Installation SIMPSON S ngTie 6 CCQ46SDS2.5 ° o ° ° S41P� e 0 ° e ° Optional CCO with Straps Rotated 90' o � v , ma min Weld by Designer CCOO Installation on Steel Column