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Special insp field report.pdf'W L O S-O )'6 p (a o SOUND STRUCTURAL SOLUTIONS baE N 6 I N E E R S 9/12/17 o FtFM To: Todd Cliggott Sys f� Pride Ventures, LLC From: Easton Wright, EIT Re: Brackett's Corner Nz� 8000 212th St SW - Edmonds, WA Retrofit Holdown q �Z SSS# s1512023 At the First Floor along Wall Line 4 the door and window layout was revised in the field. Due to this change an STHD14 holdown is misplaced and detail AH can be used in place of this holdown. See the attached partial plan with AH callout and the revised member calculation. If you have any questions or require additional information, please call. Attached: Partial Plan Calculation 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com FIRST FLOOR SHEARWALLS & FRAMING ABOVE 1/4" =1'-0" BUILDINGS 1, 3112,14 DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS NAILING SHEAR WALL PER � PER SCHED TABLE EQ SIMPSON STRAP r FRAMING PER / TABLE --\ I L 1 5.5" MIN EQ BOLTS PER I TABLE I NEW / OR EMST FDN NOTE; CORROSION RESISTANCE SHALL BE PROVIDED FOR BETWEEN THE STRAP AND FOUNDATION AS WELL AS COMPLETELY COVERING THE STRAP AND BOLTS SPECIFIED HOLDOWN EQUIV. STRAP NAILS BOLTS STHD14 MST60 (23)-16d (3)-1/2" DIA STHD10 MST48 (17)-16d (2)-1/2" DIA STHD8 MST48 (17)-16d (2)-1/2" DIA LSTHD8 MST37 (11)-16d (1)-1/2" DIA NOTE: BOLTS USED SHALL BE EMBEDDED A MINIMUM OF4.5'INTO THE FOUNDATION, STRAPS SHALL BE INSTALLED PER SIMPSON INSTALLATION INSTRUCTIONS. NO BOLTS SHALL BE INSTALLED CLOSER THAN 5.5" FROM THE TOP OF THE FOUNDATION. ALTERNATE HOLDOWNS N.T.S. AHAA I Bracke1Cs Corne<_Novon Group1%w 170908 ao RFI - Relro Fit novmu 7W' m-enercaic inn iwtw_siouuza,ew Wood Beam ENERCALC, INC.1983-2016. Build:6.16.10.31, Ver.6.17.7.31 Licensee: SOUND STRUCTURAL SOLUTn K%V-06006655 Description : 1-21 Overturning rev 170912 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fe - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fe - Perp Fv 625.0 psi 180.0 psi Wood Grade : No.2 Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D .0 l &30 _ i D 0.09 E(2.084) ft 0.0375 S 0.0625 4x12 Span = 6.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 —» 3.250 ft, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 3.250 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load : W=1.642, E = 2.084 k @ 3.250 ft, (Uplift) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.3881 Maximum Shear Stress Ratio = 0,350 : 1 4x12 Section used for this span 4x12 384.12psi fv : Actual = 62.94 psi 990.00psi Fv : Allowable = 180.00 psi +D+L Load Combination +D+L 2.869f1 Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.024 in Ratio = 2963>=360 -0.024 in Ratio = 2963>=360 0.033 in Ratio = 2182 >=240. -0.013 in Ratio= 5658>=240. Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+" Deti Location in Span +D+0.750L+0.750S+0.5250E 1 0.0330 3.022 0.0000 0.000 Reactions Support notation : Far left is #1 Values in KIPS _Vertical Load Combination Support 1 Support 2 Overall MAXIMUM 1.995 1.826 Overall MINimum -0.096 0.055 D Only 0.572 0.382 +D+L 1.652 1.462 +D+S 0.720 0.437 t Brackett's Comer_Novion GroupWwo 170908 rut - rletro Fitt waovmlt fovo enercarc mo 1DWruy_S1J1 IV 7 c U ' Wood Beam ENERCALC, INC. 1983.2016, Build:6.16.10.31. Ver.6.17.7.31 Description : 1-21 Overturning rev 170912 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0,750L+0.750S 1.493 1.233 +D+0.60W 1.024 0.916 +D-0.60W 0.121 -0.151 +D+0.70E 1.241 1.172 +D-0.70E -0.096 -0.408 +D+0.750L+0.750S+0.450W 1.832 1,634 +D+0.750L+0,750S-0.450W 1.155 0.833 +D+0.750L+0.750S+0.5250E 1.995 1.826 +D+0.750L+0.75OS-0.5250E 0.992 0.641 +0.60D+0.60W 0.795 0.763 +0.60D-0.60W -0.108 -0.304 +0.60D+0.70E 1.012 1.020 +0.60D-0.70E -0.325 -0.561 D Only 0.572 0.382 L Only 1.080 1.080 S Only 0.148 0.055 W Only 0.753 0.889 -W -0.753 -0.889 E Only 0.955 1.129 EOnly '-1.0 -0.955 -1.129 I Brackett's Comer Novion Grouplwo 170908 RFI - Retro Fit Holdovm1170908_enercalc [ft 150709 O51c6 2023.e Wood Beam ENERCALC, INC.1983.2016, Bulld:6.16,10.31,Ver.6.17.7.31 Description : 1-21 Overslrength rev 170912 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fib - Tension Load Combination ASCE 7-10 Fb - Compr Fc - PHI Wood Species Douglas Fir - Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0.09 0.36 D V9 �W1 E(4.0071 D 0.0375 S 0 0625 4x12 Span = 6.0 f1 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 —>> 3.250 ft, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 3.250 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load: W=1.642, E = 4.007 k @ 3.250 ft, (Uplift) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.53@ 1 Maximum Shear Stress Ratio = 0.350 :1 Section used for this span 4x12 Section used for this span 4x12 fo : Actual = 848.68psi fv : Actual = 62.94 psi FIB: Allowable = 1,584.00psi Fv : Allowable = 180.00 psi Load Combination +1.089D+0.750L+0.750S+0.5250E Load Combination +D+L Location of maximum on span = 3,241 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio = 1541 >=360 Max Upward Transient Deflection -0.047 in Ratio = 1541 >=360 Max Downward Total Deflection 0.045 In Ratio = 1608>=240. Max Upward Total Deflection -0.028 In Ratio = 2533>=240. Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deti Location in Span +D+0.750L+0.750S+0.5250E 1 0.0225 1.029 E Only' -1.0-0.0467 3.088 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.457 2.373 Overall MINimum -0.108 0.055 D Only 0.572 0.382 +D+L 1.652 1.462 +D+S 0.720 0.437 Wood Beam I Bracket's Comer Novion Grouplwo 170908 RFI - Relro I'll Holdovm1170908_enercalc bib 150709_s1512023.ec6 ENERCALC, INC.1983-2016, Bulld:6.16.10.31, Ver.6A7.7.31 r;rr„55 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-21 Overstrength rev 170912 Vertical Reactions Support notation : Far left Is #1 Values in KIPS _ Load Combination Support 1 Support 2 +D+0.750L+0.750S 1.493 1.233 +D+0.60W 1.024 0.916 +D-0.60W 0.121 -0.151 +D+0.70E 1.858 1.902 +D-0.70E -0.713 -1.137 +D+0.750L+0.750S+0.450W 1.832 1.634 +D+0.750L+0.750S-0.45OW 1.155 0.833 +D+0.750L+0.750S+0.5250E 2.457 2.373 +D+0.750L+0.750S-0.5250E 0.529 0.094 +0.60D+O.60W 0.795 0.763 +O.60D-0.60W -0.108 -0.304 +0.60D+O.70E 1.629 1.749 +0.60D-0.70E -0.942 -1.290 D Only 0.572 0.382 L Only 1.080 1.080 S Only 0.148 0.055 W Only 0.753 0.889 -W -0.753 -0.889 E Only 1.837 2.170 E Only' -1.0 -1.837 -2.170 1 0 a a s B QEA 9 y� g�• 6et� �'•�; ��� ! 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