The URL can be used to link to this page

14-0214 (PAT) Structural Calcse 4 ,�? Cs � i r�, _ '1y" t� INNOVATIVE 29970 Technology Drive, Suite 212, Murrieta, CA 92563 STRUCTURAL Phone: (951) 600-0032 IS[ ENGINEERING Fax: (951) 600-0036 www. InnovativeStructuralEng.com PROJECT4NF-ORIIIA-.-TION-.,,..,,,�... Project Name: MILLER DECK ADDITION Project Address: 78495 VIA SEVILLA, LA QUINTA, CA 92253 Latitude/Longitude: 133.7254 -116.2953 ISE Project Manager: [Brian Russell e-mail: w Applicable Building Code: 12013 California Building Code Project Description: Deck Addition GRAV17YDESIGN LOADS: DECK: Decking: 4.0 psf Framing Members: 3.0 psf Miscellaneous: 3.0 psf (Plumbing, Mechanical) DEAD: (D) 10.0. psf LIVE: (L) 40.0 psf I CITY *OF LA QU INTA BUILDING & SAF ME DEPT. APPROVED FOR CONSTRUCTION DATE BY 0 '29970 Technology Drive, Suite 212 INNOVATIVE STRUCTURAL Murrieta, CA 92563. Phone: (961) 600-0032 Is I ENGINEERING Fax: (951) 600-0036 ' Geotechnical Engineer: Geotechnical Report Number: Report Date: Allowable Bearing Pressure 1,500 pof Expansion Index. (Ell): ' V. LOW. 'Plasticity Index (PI).- NO ' Anticipated Differential Settlement: Soil Sulfate Content: NP Soil Conooivdyto Ferrous Metals: NP Allowable Passive Pressure. puf ISEISMIC DESIGN PARAMETERS: .' Soil Site Class: ' Report orAssumed D ' Short Period Spectral Acceleration, Sm 1.625 USGS Long Period Spectral Acceleration, S, 0.770 UQGS ' Occupancy Category: 11. Importance Factor, |e: . IWIND DESIGN PARAMETERS: Wind Design Speed, 3oGust: mph (ASCE 7-0) Building Wind Exposure: ^ U . Importance Factor, km: ^ ' � .� � . CITY OF LA QUINTA B[]\[[}\NG & SArcT` DEPT. | . � APPROVED ' v " � ..~ - _ � . � r�� C�� F��~~.'bi�mu// � t' � DATE"._~_______� , ^ , 2x8 2x8 Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = DESIGN SUMMARY Span =7.0ft Span =2.Oft Service loads entered. Load Factors will be applied for calculations. 0.040 ksf, Tributary Width =1.333 It rm mra mm no 3= `Maximum Bending Stress Ratio = _ _ _ _ _r 0.431: 1 Maximum Shear Stress Ratio = 0.212: 1 Wood BeamFile=W: 2x8 Section used for this span 122521ENGINEERING12252.ec6 fb : Actual = 372.14 psi fv : Actual = 30.48 psi ENERCALC, INC. 1983-2014, Build:6.14.1.21, Ver:6.14.1.21 864.00 psi Fv: Allowable = 144.00 psi Load Combination +D+L+H, LL Comb Run (L') Description : 2x DECK JOISTS +D+L+H, LL Comb Run (LL) Location of maximum on span = 3.441 ft CODE REFERENCES = 6.413 It Span # where maximum occurs = Span # 1 :Calculations per.•NDSi201-2,:.IBC 2012 ,CBC:,2O13,:ASCE,7-10• •• = Span # 1 Load Combination Set: ASCE 7-10 C FN C i Cr Material Properties 0.040 in Ratio = '2092 M Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus o1 Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Max Upward Total Deflection Fc - Prll 1,350.0 psi Eminbend - xx . 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi 0.00 0.00 Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1.20 0.80 nrn nivviiiin nsaz,3x 1.00 1.00 2x8 2x8 Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = DESIGN SUMMARY Span =7.0ft Span =2.Oft Service loads entered. Load Factors will be applied for calculations. 0.040 ksf, Tributary Width =1.333 It rm mra mm no 3= `Maximum Bending Stress Ratio = _ _ _ _ _r 0.431: 1 Maximum Shear Stress Ratio = 0.212: 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 372.14 psi fv : Actual = 30.48 psi FB: Allowable = 864.00 psi Fv: Allowable = 144.00 psi Load Combination +D+L+H, LL Comb Run (L') Load Combination +D+L+H, LL Comb Run (LL) Location of maximum on span = 3.441 ft Location of maximum on span = 6.413 It Span # where maximum occurs = Span # 1 Span # where maximum occurs. = Span # 1 Maximum Deflection C FN C i Cr Max Downward L+Lr+S Deflection 0.040 in Ratio = '2092 M Max Upward L+Lr+S Deflection -0.036 in Ratio = 1318 fv Max Downward Total Deflection 0.050 in Ratio = 1690 Max Upward Total Deflection -0.043 in Ratio =: 1118 Maximum Forces & Stresses for Load Combinations 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+H 0.00 0.00 0.00 0.00 ' Length = 7.0 It 1 0.096 0.054 0.90 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 777.60 0.05 6.96 129.60 Length = 2.0 It 2 0.037 0.054 0.90 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 777.60 0.02 6.96 129.60 +D+L+H, LL Comb Run ('L) 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00.. Length = 7.0 it 1 0:146 0.092 1.00 1.20 0.80 1.00 1.00 1.00 1.00 0.14 126.17 864.00 0.10 13.31 144.00 Length= 2.0 ft 2 0.146 0.092 1.00 1.20 0.80 1.00 1.00 1.00 1.00 0.14 126.17 864.00 0.10 13.31 144.00 +D+L+H, LL Comb Run (L7 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.431 0.197 1.00 1.20 . 0.80 1.00 1.00 1.00 1.00 0.41 372.14 864.00 0.21 28.38 144.00 Length = 2.0 ft 2 0.033 0.197 1.00 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 864.00 0.02 28.38 144.00 +D+L+H, LL Comb Run (LL) 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 l; WOOCI B@aM File= W:122521ENGINEERING12252.ec6 ENERCALC, INC. 19832014, Build:6.14.1.21, Ver.6.14.1.21 #�:KW-06008078 ,Ucenseet: Innovative Stru6tural Engineering; Inc. (ISE) Description : 2x DECK JOISTS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length ... Span #.... M,, V C d .. ,C FN /y1.00 C m . C..t CL M fb Fb V; fv F;v, Length = 7.0 It 1 0.377 0.212 1.00 1.20 0.80 1.00 1.00 1.00 0.36 325.89 864.00 0.22 30.48 144.00 Length = 2.0 ft 2 0.146 0.212 1.00 1.20 0.80 1.00 1.00 1.00 1.00 0.14 126.17 864.00 0.10 30.48 144.00 +D+Lr+H, LL Comb Run ('L) 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.069 0.039 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 1080.00 0.05 6.96 180.00 Length = 2.0 It 2 0.027 0.039 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1080.00 0.02 6.96 180.00 +D+Lr+H, LL Comb Run (L') 1.20. 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.069 0.039 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 1080.00 0.05 6.96 180.00 Length = 2.0 ft 2 0.027 0.039 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1080.00 0.02 6.96 180.00 +D+Lr+H, LL Comb Run (LL) 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.069 0.039 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 1080.00 0.05 6.96 180.00 Length = 2.0 It 2 0.027 0.039 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1080.00 0.02 6.96 180.00 +D+S+H 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.075 0.042 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 993.60 0.05 6.96 165.60 Length = 2.0 ft 2 0.029 0.042 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 993.60 0.02 6.96 165.60 +D+0.750Lr+0.750L+H, LL Comb Rt 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.094 0.060 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1080.00 0.08 10.74 180.00 Length = 2.0 ft 2 0.094 0.060 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1080.00 0.08 10.74 180.00 +D+0.750U+O.750L+H, LL Comb Rt 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.276 0.128 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.33 297.61 1080.00 0.17 23.03 180.00 Length = 2.0 ft 2 0.027 0.128 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1080.00 0.02 23.03 180.00 +D+0.750Lr+0.750L+H, LL Comb Rt 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.244 0.137 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.29 263.01 1080.00 0.18 24.60 180.00 Length = 2.0 It 2 0.094 0.137 1.25 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1080.00 0.08 24.60 180.00 +D+0.750L+0.750S+H, LL Comb Ru 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.102 0.065 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 993.60 0.08 10.74 165.60 Length = 2.0 ft 2 0.102 0.065 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 993.60 0.08 10.74 165.60 +D+O.750L+O.750S+H, LL Comb Ru 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.300 0.139 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.33 297.61 993.60 0.17 23.03 165.60 Length = 2.0 ft 2 0.029 0.139 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 993.60 0.02 23.03 165.60 +D+0.750L+0.750S+H, LL Comb Ru 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.265 0.149 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.29 263.01 993.60 0.18 24.60 165.60 Length = 2.0 It 2 0.102 0.149 1.15 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 993.60 0.08 24.60 165.60 +D+O.60W+H 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.054 0.030 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 1382.40 0.05 6.96 230.40 Length = 2.0 ft 2 0.021 0.030 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1382.40 0.02 6.96 230.40 +D+O.70E+H 1.20 0.80 1.00 1.00 1.00 1.00 0.00 .0.00 0.00 0.00 Length = 7.0 It 1 0.054 0.030 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.08 74.36 1382.40 0.05 6.96 230.40 Length = 2.0 It 2 0.021 0.030 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1382.40 0.02 6.96 230.40 +D+0.750Lr+0.750L+0.450W+H, LL 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.074 0.047 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1382.40 0.08 10.74 230.40 Length = 2.0 ft 2 0.074 0.047 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1382.40 0.08 10.74 230.40 +D+0.750Lr4O.750L+0.450W+H, LL 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.215 0.100 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.33 297.61 1382.40 0.17 23.03 230.40 Length = 2.0 It 2 0.021 0.100 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1382.40 0.02 23.03 230.40 +0+0.750Lf+0.750L+0.450W+H, LL 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.190 0.107 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.29 263.01 1382.40 0.18 24.60 230.40 Length = 2.0 ft 2 0.074 0.107 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1382.40 0.08 24.60 230.40 +D+0.750L+0.750S+0.450W+H, LL 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.074 0.047 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1382.40 0.08 10.74 230.40 Length = 2.0 It 2 0.074 0.047 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101_83�-�-1382.40�-(--�0:0810:74"`230.40 +D+0.750L+0.750S+0.450W+11, LL Length = 7.0 ft 1 0.215 0.100 1.60 1.20 1.20 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 r-• i T'! 9161 t `'x0:0723.03 0-00 Length =2.0fl 2 0.021 0.100 1.60 1.20 0.80 1.00 1.00 1.00 1'.00 0.33 O.�jL�28o7,9a i t 1384: 0 138240[0:02 Q23.03T. 2� 0.40 230.40 +D+0.750L+0.750S+0.450W+H, LL 1.20 0.80 1.00 1.00 1.00 1.00 000 0:00000 tT r` � H V '10.00 Length = 7.0 ft 1 0.190 0.107 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.29'26S.01 P1382.40 018024. 60 230.40 750S+0.5250E+H,LL It 2 0.074 0.107 1.60 1.20 011 U�000,�20W00 +D+0 50L+0.Length 0.80 100 100 1.00 1.00 F0.40 GF118VG18000t 20.00 Length = 7.0 ft 1 0.074 0.047 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1382.40 0.08 10.74 230.40 Length = 2.0 ft 2 0.074 0.047 1.60 1.20 0.80 1.00 1.00 1.00 .1.00 0.11 101.83 1382.40 0.08 10.74 23'0.40 +D+0.750L+0.750S+0.5250E+H, LL 1.20 0.80 1.00 1.00 1.00 1.00 DATE _--0 00BY-0:00-0:00 = 0.00 1 1IY Wood Beam File=W:@2521ENGINEERING12252.ec6 L ENERCALC, INC. 19832014, Build:6.14.1.21, Ver.6.14A.2, r.tr:i Description: 2x DECK JOISTS Load Combination Max Stress Ratios Moment Values Shear Values « Span #,. ... M. V ,: .. . �d .. C FN.. C i ..-,Cr., , C m C; t L " M fb. F'b *2 ~ Length = 7.0 ft 1 0.215 0.100 1.60 1.20 0.80 1.00 1.00 1.00 . 1.00 0.33 297.61 1382.40 0.17 23.03 230.40 "V Length = 2.0 ft 2 0.021 0.100 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.03 28.79 1382.40 0.02 23.03 230.40 +D+0.750L+0.750S+0.5250E+4i, LL 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.190 0.107 1.60 1.20 0.80 1.00 1.00 1.00 1.00 • 0.29 263.01 1382.40 0.18 24.60 230.40 Length = 2.0 ft 2 0.074 0.107 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.11 101.83 1382.40 0.08 24.60 230.40 +0.60D+0.60W+0.60H 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.032 0.018 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.05 44.61 1382.40 0.03 4.17 230.40 Length = 2.0 ft 2 0.012 0.018 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.02 17.27 1382.40 0.01 4.17 230.40 +0.60D+0.70E+0.60H, 1.20 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 it 1 0.032 0.018 1.60 1.20 0.80 1.00 1.00 , 1.00 1.00 0.05 44.61 1382.40 0.03 4.17 230.40 Length = 2"0 ft 2 0.012 0.018 1.60 1.20 0.80 1.00 1.00 1.00 1.00 0.02 17.27 1382.40 0.01 4.17 230.40 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Dell Location in Span Load Combination Max. "+• Defl Location in Span D+L, LL Comb Run (L') 1 0.0497 3.480 0.0000 0.000 2 0.0000 3.480 D+L, LL Comb Run (L") -0.0429 2.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.237 0.400 D Only 0.051 0.091 L Only, LL Comb Run ('L) -0.015 0.122 L.Only, LL Comb Ruh (L') 0.187 0.187 L Only, LL Comb Run (LL) 0.171 0.308 D+L, LL Comb Run ('L) 0.035 0.213 D+L, LL Comb Run (L+) 0.237 0.278 D+L, LL Comb Run (LL) 0.222 0.400 1 s 6x12 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0660, L = 0.2310 kilt DESIGN SUMMARY e • :Maximum Bending Stress Ratio [Wood BeamFile=wt22521ENGINEERING12252.ec6 Section used for this span 6x12 Section used for this span fb : Actual 395.65 psi fv : Actual ENERCALC, INC. 19832014, Build:6:14.1.21, Ver.6.14.1.21 = 1,080.00psi Fv : Allowable . +D+L+H, LL Comb Run (LL') Description: DECK DROP BEAM Location of maximum on span = 11.000ft Location of maximum on span CODE REFERENCES = Span # 1 Span # where maximum occurs Maximum Deflection -.• Calculations per: NDS -2012- IBC: 20.12; CBC•,2013, ASCE 7-10 " Max Downward L+Lr+S Deflection 0.049 in Ratio = 2672 Load Combination Set: ASCE 7-10 -0.009 in Ratio = 2706 Max Downward Total Deflection Material Properties 2126 Max Upward Total Deflection -0.010 in Ratio= Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASC E7-10 Fb -Compr 1,350.0 psi Ebend-xx 1,600.Oksi 0.104 Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 1.00 Wood Grade : No.1 Fv 170.0 psi Length =1:0 ft 3 Ft 675.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 0.80 1.00 1.00 1.00 1.00 s 6x12 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0660, L = 0.2310 kilt DESIGN SUMMARY e • :Maximum Bending Stress Ratio = O.36o: 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb : Actual 395.65 psi fv : Actual FB: Allowable = 1,080.00psi Fv : Allowable Load Combination +D+L+H, LL Comb Run (LL') Load Combination Location of maximum on span = 11.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.049 in Ratio = 2672 Max Upward L+Lr+S Deflection -0.009 in Ratio = 2706 Max Downward Total Deflection 0.062 in Ratio = 2126 Max Upward Total Deflection -0.010 in Ratio= 2.370 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios = 0.312 : 1 6x12 42.38 psi = 136.00 psi +D+L+H, LL Comb Run (LL') 10.076 ft Span # 1 Segment Length Span # M y C d C FN C i Cr Cm C t CL � M tb* F'b V fti 1, .��f •a �F= q ,� �.�� J a �`E1 I .•i 1 F'v +p+H a 0 00- _ 0'00 0 00 E1?0211 L 101:25 & 10.90 ® 0.00 Length=11.0 ft 1 0.104 0.089 0.90 1.00 0.80 1.00 1.00 100 1.00 972 00� 0.46 122.40 Length = 9.0 ft 2 0.104 0.089 0.90 1.00 0.80 1.00 1.00 1.00 1.00 1.02 109.25 972.000;40 10.90 122.40 Length =1:0 ft 3 0.004 0.089 0.90 1.00 0.80 1.00 1.00 1.00 1.00 0.04 A7 972:00 �.OAO 10 90 1122.40 +D+L+H, LL Comb Run ("L) 1.00 0.80 1.00 1.00 1.00 1.00 FOR f,rONSoJ1003U�0.00��0.00 0.00 Length =11.0 ft 1 0.091 0.080 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 98.68 1080.00 0.46 10.85 136.00 Length = 9.0 ft 2 0.091 0.080 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 98.68 1080.00 0.38 10.85 )136.00 Length =1.0 ft 3 0.014 0.080 1.00 1.00 0.80 1.00 1.00 1.00 1.00 GO%t6-E 15.40 1080:OOY-0.01-10:85- 136.00 +D+L+H, LL Comb Run ('L') 1.00 0.80 1.00 1.00 1.00 1.00 0.00 O.00-0:00 0.00 Length = 11.0 ft 1 0.190 0.234 1.00 1.00 0.80 1.00 1.00 1.00 1.00 2.08 205.43 1080.00 1.34 31.87 136.00 Wood Beam File=wA22521ENGINEERING12252.k6' ENERCALC, INC. 1983-2014, Build:6.14.1.21, Ver:6.14.1.2 i i.1i:r Description : DECK DROP BEAM Load Combination Max Stress Ratios Moment Values Shear Values Length Span,# M V Cd,C C �L. Cm: C. I F'b. V tv F'v „ ... _ _Segment . , FN I.. t.; .� L:• .. .M _ ,, Length= 0 ft 2 0.199 0.234 1.00 1.00 0.80 1.00 1.00 1.00 1.00 2.17 215.28 1080.00 1.34 31.87 136.00 Length =1.0 ft 3 0.004 0.234 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1080.00 0.00 31.87 136.00 +D+L+H, LL Comb Run ('LL) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.188 0.232 1.00 1.00 0.80 1.00 1.00 1.00 1.00 2.05 202.86 1080.00 1.33 31.50 136.00 Length = 9.0 ft 2 0.194 0.232 1.00 1.00 0.80 1.00 1.00 1.00 1.00 2.12 209.74 1080.00 1.33 31.50 136.00 Length = 1.0 ft 3 0.014 0.232 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.16 15.40 1080.00 0.01 31.50 136.00 +D+L+H, LL Comb Run (L") 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.307 0.295 1.00 1.00 0.80 1.00 1.00 1.00 1.00 3.35 331.50 1080.00 1.69 40.11 136.00 Length = 9.0 ft 2 0.270 0.295 1.00 1.00 0.80 1.00 1.00 1.00 1.00 2.94 291.47 1080.00 0.61 40.11 136.00 Length =1.0 ft 3 0.004 0.295 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1080.00 0.00 40.11 136.00 +D+L+H, LL Comb Run (L'L) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.308 0.295 1.00 1.00 0.80 1.00 1.00 1.00 1.00 3.36 332.58 1080.00 1.69 40.06 136.00 Length = 9.0 ft 2 0.267 0.295 1.00 1.00 0.80 1.00 1.00 1.00 1.00 2.92 288.89 1080.00 0.59 40.06 136.00 Length = 1.0 ft 3 0.014 0.295 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.16 15.40 1080.00 0.01 40.06 136.00 +D+L+H, LL Comb Run (LL') 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.366 0.312 1.00 1.00 0.80 1.00 1.00 1.00 1.00 4.00 395.65 1080.00 1.79 42.38 136.00 Length = 9.0 ft 2 0.366 0.312 1.00 1.00 0.80 1.00 1.00 1.00 1.00 4.00 395.65 1080.00 1.56 42.38 136.00 Length =1.0 ft 3 0.004 0.312 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1080.00 0.00 42.38 136.00 +D+L+H, LL Comb Run (LLL) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.364 0.311 1.00 1.00 0.80 1.00 1.00 1.00 1.00 3.97 393.08 1080.00 1.78 42.32 136.00 Length = 9.0 ft 2 0.364 0.311 1.00 1.00 0.80 1.00 1.00 1.00 1.00 3.97 393.08 1080.00 1.54 42.32 136.00 Length =1.0 ft 3 0.014 0.311 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.16 15.40 1080.00 0.01 42.32 136.00 +D+Lr+H, LL Comb Run (-L) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length = 9.0 ft 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length = 1.0 It 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1350.00 0.00 10.90 170.00 +D+Lr+H, LL Comb Run ('L') 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length = 9.0 ft 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length =1.0 ft 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1350.00 0.00 10.90 170.00 +D+Lr+H, LL Comb Run ('LL) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length = 9.0 It 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length =1.0 It 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.91 1350.00 0.00 10.90 170.00 +D+Lr+H, LL Comb Run (L") 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length = 9.0 ft 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length =1.0 ft 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1350.00 0.00 10.90 170.00 +D+Lr+H, LL Comb Run (L'L) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length = 9.0 ft 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length =1.0 It 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1350.00 0.00 10.90 170.00 +D+Lr+H, LL Comb Run (LL7 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length = 9.0 ft 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length = 1.0 ft 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1350.00 0.00 10.90 170.00 +D+Lr+H, LL Comb Run (LLL) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.075 0.064 1.25 1.00 0.80 1.00 1.00 '1.00 1.00 1.02 101.25 1350.00 0.46 10.90 170.00 Length= 9.0 ft ' 2 0.075 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.02 101.25 1350.00 0.40 10.90 170.00 Length =1.0 ft 3 0.003 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 OA_ 4�_��P3:9i7��1-350:00 -0`00 X10.90 170.00 00 -PA CIO5 00 11242`00 i 10.901 oo Length =11.0 ft 1 Length = 9.0 ft 2 0.082 0.082 0.070 0.070 1.15 1.15 1.00 1.00 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.02 r 101.25' , 0 6 1.02 x:101;25 1242 00 �F0.40 X10 90 T' 6.40 15,6.40 Length =1.0 ft 3 0.003 0.070 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1242:00 e �0:001,0.90 156.40 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 0.80 1.00 1.00 1.00 1.00 ��.yD C OiOO V �-° 0':00 0.00 0.00 Length = 11.0 ft 1 0.074 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.00 �C99.3 2 J(1350:OOTRU0..46 Q 86 170.00 Length = 9.0 ft 2 0.074 0.064 .1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.00 99.32 1350.00 0.39 10.86 170.00 Length =1.0 ft 3 0.009 0.064 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1350.00 0.01. 10.86 170.00 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 0.80 1.00 1.00 1.00 1.00 0.00 BY 0.00 0.00 0.00 Length =11.0 ft 1 . 0.133 0.154 1.25 1.00 0.80 1.00 1.00 1.00 1.00 1.81ATE 179.$9-1350:00' 1.11 26.26 1:7.60 Wood Beam Description : DECK DROP BEAM Load Combination Max Stress Ratios Cf, Segment Length Span # .,M _ ,..,. V _ CA Length = 9.0 ft 2 0.133 0.154 1.25 Length = 1.0 ft 3 0.003 0.154 1.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 1.00 1.00 Length =11.0 ft 1 0.131 0.153 1.25 Length = 9.0 ft 2 0.131 0.153 1.25 Length = 1.0 ft 3 0.009 0.153 1.25 +0+0.750Lr+0.750L+H, LL Comb Ri 1.00 1.00 1.00 Length = 11.0 ft 1 0.198 0.193 1.25 Length = 9.0 ft 2 0.181 0.193 1.25 Length =1.0 It 3 0.003 0.193 1.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 0.80 1.00 Length = 11.0 ft 1 0.199 0.193 1.25 Length = 9.0 ft 2 0.179 0.193 1.25 Length = 1.0 ft 3 0.009 0.193 1.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 1.00 1.00 Length =11.0 ft 1 0.239 0.203 1.25 Length = 9.0 ft 2 0.239 0.203 1.25 Length =1.0 ft 3 0.003 0.203 1.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 1.00 1.00 Length =11.0 ft 1 0.237 0.203 1.25 Length = 9.0 ft 2 0.237 0.203 1.25 Length =1.0 ft 3 0.009 0.203 1.25 +D+0.750L+0.750S+H, LL Comb Ru 1.00 0.80 1.00 Length =11.0 ft 1 0.080 0.069 1.15 Length = 9.0 ft 2 0.080 0.069 1.15 Length =1.0 ft 3 0.010 0.069 1.15 +D+0.750L+0.750S+H, LL Comb Ru 1.00 1.00 1.00 Length =11.0 ft 1 0.144 '0168 1.15 Length = 9.0 ft 2 0.144 0.168 1.15 Length =1.0 ft 3 0.003 0.168 1.15 +D+0.750L+0.750S+H, LL Comb Ru 1.00 1.00 1.00 Length =11.0 ft 1 0.143 0.166 1.15 Length = 9.0 ft 2 0.143 0.166 1.15 Length =1.0 ft 3 0.010 0.166 1.15 +D+0.750L+0.750S+H, LL Comb Ru 1.00 0.80 1.00 Length =11.0 ft 1 0.215 0.210 1.15 Length = 9.0 ft 2 0.196 0.210 1.15 Length =1.0 ft 3 0.003 0.210 1.15 +D+0.750L+0.750S+H, LL Comb Ru 1.00 1.00 1.00 Length = 11.0 ft 1 0.216 0.210 1.15 Length = 9.0 ft 2 0.195 0.210 1.15 Length =1.0 ft 3 0.010 0.210 1.15 +D+0.750L+0.750S+H, LL Comb Ru 1.00 1.00 1.00 Length =11.0 ft 1 0.259 0.221 1.15 Length = 9.0 ft 2 0.259 0.221 1.15 Length =1.0 ft 3 0.003 0.221 1.15 +D+0.750L+0.750S+H, LL Comb Ru 1.00 0.80 1.00 Length =11.0 ft 1 0.258 0.220 1.15 Length = 9.0 ft 2 0.258 0.220 1.15 Length = 1.0 ft 3 0.010 0.220 1.15 +DA.60W+H 0.80 1.00 1.00 1.00 ` Length =11.0 ft 1 0.059 0.050 1.60 Length = 9.0 ft 2 0.059 0.050 1.60 Length =1.0 ft 3 0.002 0.050 1.60 +D+0.70E+H 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.059 0.050 1.60 Length = 9.0 ft 2 0.059 0.050 1.60 Length =1.0 ft 3 0.002 0.050 1.60 4-DA.750LrA.750LA.450W+H, LL 1.00 0.80 1.00 Length =11.0 ft 1 0.057 0.050 1.60 CFN., .,C -i Cf, Cm C.t_..CL 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 - 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00. 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00. 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00. 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00' 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 File = w:t22521ENGINEERING12252.ec6 ENERCALC, INC. 1983-2014, Build:6.14.1.21, Ver:6.14.1.2 Moment Values Shear Values M tb. F'b. V. 'fv., Fly.., 1.81 179.39 1350.00 1.11 26.26 170.00 .0.04 3.97 1350.00 0.00 26.26 170.00 0.00 0.00 0.00 0.00 1.79 177.46 1350.00 1.10 25.98 170.00 1.79 177.46 1350.00 1.10 25.98 170.00 0.13 12.54 1350.00 0.01 25.98 170.00 0.00 0.00 0.00 0.00 2.70 267.22 1350.00 1.38 32.81 170.00 2.46 •243.91 1350.00 0.56 32.81 170.00 0.04 3.97 1350.00 0.00 32.81 170.00 0.00 0.00 0.00 0.00 2.71 268.03 1350.00 1.38 32.77 170.00 2.44 241.98 1350.00 0.55 32.77 170.00 0.13 .12.54 1350.00 0.01 32.77 170.00 0.00 0.00 0.00 0.00 3.25 322.05 1350.00 1.46 34.51, 170.00 3.25 322.05 1350.00 1.27 34.51 170.00 0.04 3.97 1350.00 0.00 34.51 170.00 0.00 0.00 0.00 0.00 3.23 320.12 1350.00 1.45 34.47 170.00 3.23 320.12 1350.00 1.26 34.47 170.00 0.13 12.54 1350.00 0.01 34.47 170.00 0.00 0.00 0.00 0.00 1.00 99.32 1242.00 0.46 10.86 156.40 1.00 99.32 1242.00 0.39 10.86 156.40 0.13 12.54 1242.00 0.01 10.86 156.40 0.00 0.00 0.00 0.00 1.81 179.39 1242.00 1.11 26.26 156.40 1.81 179.39 1242.00 1.11 26.26 156.40 0.04 3.97 1242.00 0.00 26.26 156.40 0.00 0.00 0.00 0.00 1.79 177.46 1242.00 1.10 25.98 156.40 1.79 177.46 1242.00 1.10 25.98 156.40 0.13 12.54 1242.00 0.01 25.98 156.40 0.00 0.00 0.00 0.00 2.70 267.22 1242.00 1.38 32.81 156.40 2.46 243.91 1242.00 0.56 32.81 156.40 0.04 3.97 1242.00 0.00 32.81 156.40 0.00 0.00 0.00 0.00 2.71 268.03 1242.00 .1.38 32.77 156.40 2.44 241.98 1242.00 0.55 32.77 156.40 0.13 12.54 1242.00 0.01 32.77 156.40 0.00 0.00 0.00 0.00 3.25 322.05 1242.00 1.46 34.51 156.40 3.25 322.05 1242.00 1.27 34.51 156.40 0.04 3.97 1242.00 0.00 34.51 156.40 0.00 0.00 0.00 0.00 3.23 320.12 1242.00 1.45 34.47 156.40 3.23 320.12 1242.00 1.26 34.47 156.40 0.13 12.54 1242.00 0.01_34.4,7 156.40 00 1: 2C 0 259 8.00 ,, ryry 0.00 10.900 001 12.1760 !_.!'l0.46� 004 SV03:' �1A728.00 " "$ SN0 .. '0. 0EF217.60 21760 �� -6;00 0 00' 0?00 0.00 1.02 101.25 1728.00 0.46 10 90 217.60 102 101 25R1728:OO40CtOt.90t� 217.60 0.04 3.97 1728.00 0.00 16.90 217.60 0.00 0.00 0.00 0.00 1.00 DA799 32 1.7.2800- B 0 46-10:86-217.60 WOOC� B@atll File=w:122521ENGINEERING12252.ec6 ENERCALC; INC. 1983-2014, Build:6.14.1.21, Ver:6.14.1.21 Description: DECK DROP BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd.-IFN ..0 i- .fir. - Cm . C.t,t,CL. M. fb F'b ,,. ,.• .V.. ... fv.,..,,,..F'v ., ,.. Length = 9.0 ft 2 0.057 0.050 1.60 1.00 0.80 1:00 1.00 1.00 1.00 1.00 99.32 1728.00 0.39 .10.86 217.60 Length =1.0 ft 3 0.007 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 10.86 217.60 +D+0.750Lr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.104 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.81 179.39 1728.00 1.11 26.26 217.60 Length = 9.0 ft 2 0.104 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.81 179.39 1728.00 1.11 26.26 217.60 Length =1.0 ft 3 0.002 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0:00 26.26 217.60 +0+0.75OLr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.103 0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.79 177.46 1728.00 1.10 25.98 217.60 Length = 9.0 It 2 0.103 0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.79 177.46 1728.00 1.10 25.98 217.60 Length =1.0 ft 3 0.007 .0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 25.98 217.60 +D+0.750Lr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 • 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.155 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.70 267.22 1728.00 1.38 32.81 217.60 Length = 9.0 ft 2 0.141 0.151 1.60 1.00 0.80 1.00 1.00 1.00 •1.00 2.46 243.91 1728.00 0.56 32.81 217.60 Length =1.0 ft 3 0.002 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 32.81 217.60 +D+0.75OLr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.155 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2,71 268.03 1728.00 1.38 32.77 217.60 Length = 9.0 ft 2 0.140 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.44 241.98 1728.00 0.55 32.77 217.60 Length =1.0 ft 3 0.007 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 32.77 217.60 +D+0.750Lr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.186 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.25 322.05 1728.00 1.46 34.51 217.60 Length = 9.0 ft 2 0.186 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.25 322.05 1728.00 1.27 34.51 217.60 Length =1.0 It 3 0.002 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 34.51 217.60 +D+0.750Lr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 • 0.00 0.00 Length =11.0 It 1 0.185 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.23 320.12 1728.00 1.45 34.47 217.60 Length = 9.0 ft 2 0.185 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.23 320.12 1728.00 1.26 34.47 217.60 Length =1.0 ft 3 0.007 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 34.47 217.60 +D+0.750L+0.750S+0.450W+H, LL - 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.057 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.00 99.32 1728.00 0.46 10.86 217.60 Length = 9.0 It 2 0.057 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.00 99.32 1728.00 0.39 10.86 217.60 Length =1.0 It 3 0.007 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 10.86 217.60 +D+0.750L+0.750S+0.450W+H, LL - 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.104 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.81 179.39 1728.00 1:11 26.26 217.60 Length = 9.0 ft 2 0.104 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.81 179.39 1728.00 1.11 26.26 217.60 Length =1.0 ft 3 0.002 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 26.26 217.60 +D+0.750L+0.750S+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 It 1 0.103 0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.79 177.46 1728.00 1.10 25.98 217.60 Length= 9.0 ft 2 0.103 0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.79 177.46 1728.00 1.10 25.98 217.60 ' Length =1.0 ft 3 0.007 0.119 1.60 1.00 0.80 1.00 1.00. 1.00 1.00 0.13 12.54 1728.00. 0.01 25.98 217.60 +D+0.750L+0.750S+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.155 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.70 267.22 1728.00 1.38 32.81 217.60 Length = 9.0 ft 2 0.141 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.46 243.91 1728.00 0.56 32.81 217.60 Length =1.0 ft 3 0.002 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 32.81 217.60 +D+0.750L+0.750S+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.155 0.151 1.60 1.00 0.80 1.00 1.00 -1.00 1.00 2.71 268.03 1728.00 1.38 32.77 217.60 Length = 9.0 ft 2 0.140 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.44 241.98 1728.00 0.55 32.77 217.60 Length =1.0 It 3 0.007 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 32.77 217.60 +D+0.750L+0.750S+0.450W+H, LL - .1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.186 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.25 322.05 1728.00 1.46 34.51 217.60 Length = 9.0 ft 2 0.186 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.25 322.05 1728.00 1.27 34.51 217.60 Length =1.0 ft ' 3 0.002 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 34.51 217.60 +D+0.750L+0.750S+0.450W+H, LL, 1.00 0.80 1.00 1.00 1.00 1.00 -0:00-0:00-0:00-0,00 Length =11.0 It 1 0.185 0.158 1.60 • 1.00 0.80 1.00 1.00 1.00 1.00 3.23 C l320>12 �-1, 8:00LA 1 45 U34d47 17.60 Length = 9.0 ft 2 0.185 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.33 32012 1,728 00 1a 26 34.4 217.60 Length = 1.0 ft 3 0.007 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 t 013 S J 14 21541 N 17.28:00 SAFfo Y34A7_ P 21:7.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0 0•.00 G0.00 a NO!00 o 0.00 Length = 11.0 ft 1 0.057 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.00 99.92 1728! 0A6E 10:86 217.60 Length = 9.0 ft 2 0.057 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 100 F99.32a C YMOSTROV,93TV6J 217.60 Length =1.0 It 3 0.007 0.050 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0'13 12.54 1728.00 0.01 10.86 217.60 +0+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.104 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.�81DAT079.39 1728.00 sir 1.11 26.26 217.6 DATE - BY Wood BeamFile=w:122521ENGINEERING12252.ec6 ENERCALC, INC. 1983-2014, Build:6.14.1.21, Ver.6.14.1.2 i Description : DECK DROP BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length.. .,. Span # ; M �. Cd . C FN �,i .. . Cr ; . C m , C. t =.: C.L - ':M tb F'b V fv. . ., F,v.. . Length = 9.0 ft 2 0.104 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.81 179.39 1728.00 1.11 26.26 217.60 Length = 1.0 ft 3 0.002 0.121 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 26.26 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 ft 1 0.103 0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.79 177.46 1728.00 1.10 25.98 217.60 Length = 9.0 ft 2 0.103 0.119 1.60 1.00 0.80 1.00 1.00 1.00 1.00 1.79 177.46 1728.00 1.10 25.98 217.60 Length = 1.0 ft 3 0.007 0.119 1.60 1.00 0.80 1.00 1.00 1.00 . 1.00 0.13 12.54 1728.00 0.01 25.98 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.155 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.70 267.22 1728.00 1.38 32.81 217.60 Length = 9.0 ft 2 0.141 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00, 2.46 243.91 1728.00 0.56 32.81 217.60 Length =1.0 ft 3 0.002 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 32.81 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.155 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.71 268.03 1728.00 1.38 32.77 217.60 Length = 9.0 ft 2 0.140 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 2.44 241.98 1728.00 0.55 32.77 217.60 Length = 1.0 ft 3 0.007 0.151 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 32.77 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.186 0.159 .1.60 1.00 0.80 1.00 1.00 1.00 '1.00 3.25 322.05 1728.00 1.46 34.51 217.60 Length = 9.0 ft 2 0.186 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.25 322.05 1728.00 1.27 34.51 217.60 Length = 1.0 ft 3 0.002 0.159 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.04 3.97 1728.00 0.00 34.51 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.185 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.23 320.12 1728.00 1.45 34.47 217.60 Length = 9.0 ft 2 0.185 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 3.23 320.12 1728.00 1.26 34.47 217.60 Length = 1.0 ft 3 0.007 0.158 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.13 12.54 1728.00 0.01 34.47 217.60 +0.60D+0.60W+0.60H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 • 0.035 0.030 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.61 60.75 1728.00 0.28 6.54 217.60 Length = 9.0 ft 2 0.035 0.030 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.61 60.75 1728.00 0.24 6.54 217.60 Length =1.0 ft 3 0.001 0.030 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.02 2.38 172.8.00 0.00 6.54 217.60 +0.60D+0.70E+0.60H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.035 0.030 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.61 60.75 '1728.00 0.28 6.54 217.60 Length = 9.0 ft 2 0.035 0.030 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.61 60.75 1728.00 0.24 6.54 217.60 Length = 1.0 ft 3 0.001 0.030 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.02 2.38 1728.00 0.00 6.54 217.60 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L, LL Comb Run (L'L) 1 0.0621 5.17E 0.0000 0.000 D+L, LL Comb Run ('L') 2 0.0263 4.916 D+L, LL Comb Run (L"L) -0.0131 1.891 . 3 0.0000 4.916 D+L, LL Comb Run ('L') -0.0101 1.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.446 3.915 1.501 D Only 0.348 1.004 0.332 L Only, LL Comb Run (-L) 0.002 0.018 0.247 L Only, LL Comb Run ('L') -0.096 1.252 0.923 L Only, LL Comb Run ("LL) -0.093 1.234 1.169 L Only, LL Comb Run (L'7 1.096 1.659 -0.214 L Only, LL Comb Run (L'L) 1.098 1.641 0.033 L Only, LL Comb Run (LL7 1.000 2.911 0.709 L Only, LL Comb Run (LLL) 1.002 2.893 0.956 D+L, LL Comb Run (-L) 0.350 0.986 0.578 D+L, LL Comb Run ("L') 0.252 2.256 1.254 _ -® D+L, LL Comb Run ('LL) D+L, LL Comb Run (L") 0.255 1.444 2.238 2.662 1.501 0.118 'p 4 ,- ® W if 01r �1 NI "�� D+L,LLComb Run (L'L) 1.446 2.644 0.365 BUILDING j'�'�=�1( ��T. D+L, LL Comb Run (LL') D+L, LL Comb Run (LLL) 1.348 1.350 3.915 3.896 1.041 1.287 �` q v FOR CONSTRUCTION DATE - BY LWood Column File= w.i22521ENGINEERING12252.et6 ENERCALC, INC. 19832014, Build:6.14.1.21, Ver:6.14.1.2 i r.rt:r Description : INTERIOR POST Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE' 7-10' Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall.Column Height 10.0 It Wood Member Type Sawn ( U<_( -d li>: non.-sieodev calculatior)s ' Exact Widthin Allow Stress Modification Factors Wood Species Douglas Fir - Larch 5.50 Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb - Tension 1,350.0 psi Fv 170.0 psi Area 30.250 in"2 Cf or Cv for Compression 1.0 IX 76.255 in'14 Cf or Cv for Tension 1.0 Fb - Compr 1,350.0 psi Ft 675.0 psi Fc - Prll 925.0 psi Density 32.210 pcf ly 76.255 in^4 Cm : Wet Use Factor 1.0 Fc -Perp 625.0 psi Ct :Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf Buili-up columns 1.0 %us 15 3.1 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr. Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns X -X (width) axis: Unbraced Length for X -X Axis buckling = 10.0 ft, K =1.0 Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 10.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors'will be applied for calculations. Column self weight included : 67.663 lbs' Dead Load Factor AXIAL LOADS. . Axial Load at 10.0 ft, D = 1.0, L = 2.910 k BENDING LOADS ... EQ: Lat. Point Load at 8.0 ft creating Mx -x, E = 0.260 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1981 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y -Y 0.2080 k Bottom along Y -Y 0.0520 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.04484 in at . 5.705 It above base Applied Axial 3.978 k for load combination : E Only Applied Mx 0.0 k -ft Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base Fc: Allowable 663.90 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.01770 :1 Bending Compression Tension Load Combination +D+0.70E+H Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 10.0 It Applied Design Shear 7.220 psi Allowable Shear 272.0 psi Load Combination Results A Maximum Axial + Bending Stress Ratios C JW i ()FMAimum S eh ar 1RatiosT�-1 Load Combination C D Stress Ratio Status Location I ,„Str�ess„Ratio, rStatusf Location L7UYLll91 V''U V'r�w +D+H 0.900 0.05647 PASS 0, ft 0.0 PASS v 10.0 ftl +D+L+H 1:000 0.1981 PASS 0.10 ft AP PO;�O�0`PA�S-SD 10.0 ft +D+Lr+H 1.250 0.04774 PASS 0.0 ft 0 0 PASS 10.0 ft +D+S+H 1.150 0.04954 PASS 010 ft FOR CCo�o TR RA ICN 1j +D+0.750Lr+0.750L+H 1.250 0.1453 PASS 0.0 ft 0.0 PASS 1+D+0.750L+0.750S+H 1.150 0.1508 PASS 0.0 ft 0.0 PASS 1+D+0.60W+H 1.600 0.04371 PASS. 0.;0#)ATE 0.0 BYPASS 1+D+0.70E+H 1:600 0.06228 PASS 7.98` ft -0-01770 PASS 1 +D+0.750Lr+0.750L+0.450W+H 1.600 0.1330 PASS 0.0'ft 0-0'_PA 10.0 ft 6Xs 5.50 in Loads are total entered value. Arrows do not reflect absolute direction. Gi-TY O% L-A QUINTA . . BUILDING & SAFE- Y DEPT.., A RSD: FCi� CONSfiBUCT19N + DATE BY ' Wood ColumnFile=w122521ENGINEERING12252.ec6 EN 1111, INC. 1983.2014, Build:6.14.1.21, Ver:6.14.1.2i Description: INTERIOR POST Load Combination Results Maximum Axial'+ Bendin4`Stress'Ratios' "` "Maximum SF6ar Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.600 0.1330 PASS • 0.0 ft 0.0 -PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H • 1.600 0.1330 PASS 0.0 ft 0.01327 PASS 10.0 ft +0.60D+0.60W+0.60H 1.600 0.02622 PASS 0.0 ft 0.0 PASS ' 10.0 ft +0.60D+0.70E+0.60H 1.600 0_.06019 PASS 7.987 ft 0.01770 PASS 10.0 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. ` X -X Axis Reaction ' Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k' - 1.068 k L Only k k 2.910 k E Only k 0.052 0.208 k k D+L k k 3.978 k . D+E k 0.052 0.208 k 1.068 k D+L+E k 0.052 0.208 k 3.978 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft _ E Only 0.0000 in 0.000 ft 0.045 in 5.705 It D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.045 in 5.705 ft D+L+E 0.0000 in 0.000 ft 0.045 in 5.705 ft Sketches 6Xs 5.50 in Loads are total entered value. Arrows do not reflect absolute direction. Gi-TY O% L-A QUINTA . . BUILDING & SAFE- Y DEPT.., A RSD: FCi� CONSfiBUCT19N + DATE BY �WOOCJ BeamFile=W:122521ENGINEERING12252.ec6 ENERCALC, INC. 1983.2014, Build:6.14.1.21, Ver:6.14.1.21 Description: BRACE DESIGN CODE REFERENCES Calculations per NDS,2012, IBC 2012, CBC 2013, ASCE 7-10. Load Combination Set: ASCE 7-10 Material Properties ; . 'Maximum Bending Stress Ratio = r �WOOCJ BeamFile=W:122521ENGINEERING12252.ec6 ENERCALC, INC. 1983.2014, Build:6.14.1.21, Ver:6.14.1.21 Description: BRACE DESIGN CODE REFERENCES Calculations per NDS,2012, IBC 2012, CBC 2013, ASCE 7-10. Load Combination Set: ASCE 7-10 Material Properties ; . 'Maximum Bending Stress Ratio = _ 0.200r. 1 Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 1,350.0 psi Ebend-xx 1,600.Oksi . Location of maximum on span = Fc - Prll 92 5. 0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 0.111 in Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Ratio= 1390 Applied Loads Beam self weight calculated and added to loads Load for Span Number 2 Point Load: E = 0.560 k @ 2.0 ft, (EQ) DESIGN SQh1h1ARY 'Maximum Bending Stress Ratio = _ 0.200r. 1 Section used for this span 6x6 fb : Actual = 345.14 psi FB: Allowable = 1,728.00 psi Load Combination +D+0.70E+H Location of maximum on span = 8.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Max Downward L+Lr+S Deflection Maximum Shear Stress Ratio _ = 0.092 : 1 Section used for this span 6x6 fv : Actual = 19.96 psi Fv : Allowable = 217.60 psi Load Combination +D+0.70E+H Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 1 t s Max Downward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.111 in Ratio= 430 Max Upward Total Deflection -0.069 in Ratio= 1390 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values�Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL �-',�M fti,,,r7 I Fwb �I IIY�JTA F, +D+H Length =8.0ft 1 0.021 0.010 0.90 1.00 0.80 1.00 1.00 1.00 1.00j I I Yk__ I "10100"'` -OAo V 0:00 D005LDIN.59& 7,-2?00 ET. Yo)3��1�28 0.00 122.40 Length = 2.0 ft 2 0.006 0.010 0.90 1.00 0.80 1.00 1.00 1.00 1.00! 0.01 5.86��'; 972'00 0:01 1.28 Ea., 122.40 +D+L+H, LL Comb Run ('L) 1.00 0.80 1.00 1.00 1.00 1.00 AP `P R (oAOV 0 0.00 0.00 OR U C70.01 `5 Length = 2.0 ft 2 0.005 0.009 1.00 1.00 0.80 1.00 1.00 1.00 100 0.011- 867 1080.00 1.28 1136.00 +D+L+H, LL Comb Run (LI 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.019 0.009 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1080:00- 0.03 1.28 136.00 Length = 2.0 ft 2 0.005 0.009 1.00 1.00 0.80 1.00 1.00 1.00 1.00 D.U-01= 5-86--1080P'OU 0.01 1.28 136.00 +D+L+H, LL Comb Run (LL) 1.00 0.80 1.00 1.00 1.00 1.00 0`00 0.00 0.00 0.00 .,.>, ,•,:.r^s...,,,:.r.:.... .. -,-" ... :... _:. .... .-v.rc-_u,>a.. } ;..., x:...f -.... ... ..... n. o..>,.. , .....>c >.. .... ... a ..... .. r ,.. w:. - a.�.. ,...., .. i.,.. .,. ,i. .. r... �1!13Wood Beam M-1ATMI Description BRACE DESIGN Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L File= W:%2252\ENGINEERING\2252.ec6 ENERCALC, INC. 1983-2014, Build:6.14.1.21,Ver:6.14.1.2-, M -rim 191TIM11-11:11 Moment Values Shear Values M fb F'b V fv Fv Length = 8.0 ft' 0.00 0.009 1.00 1.00 0.80 1.00 1.00 11.00 1.00 0.05 20.59 1080.00 0.03 1.28 136.00 Length = 2.0 ft 2 0.005 0.009 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1080.00 0.01 1.28 136.00 +D+Lr+H, LL Comb Run (*L) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.015 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1350.00 0.03 1.28 170.00 Length = 2.0 ft 2 0.004 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1350.00 0.01 1.28 170.00 +D+Lr+H, LL Comb Run (L*) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.,00 0.00 0.00 Length = 8.0 ft 1 0.015 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1350.00 0.03 1.28 170.00 Length = 2.0 ft 2 0.004 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1350.00 0.01 1.28 170.00 +D+Lr+H, LL Comb Run (LL) 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.015 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1350.00 0.03 1.28 170.00 Length = 2.0 ft 2 0.004 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1350.00 0.01 1.28 170.00 +D+S+H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 6.00 Length = 8.0 It 11 0.017 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1242.00 0.03 1.28 156.40 Length = 2.0 It 2 0.005 0.008 1.15 1.00 0.80 1.00 1.00 1.00 UO .0.01 5.86 1242.00 0.01 1,28 156.40 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.015 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1350.00 0.03 1.28 170.00 Length = 2.0 ft 2 0.004 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1350.00 0.01 1.28 170.00 +D+0.750Lr+0.750L+H, LL Comb Rt 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.015 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1350.00 0.03 1.28 170.00 Length = 2.0 ft 2 0.004. 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1350.00 0.01 1.28 170.00 +D+0.750Lr+0:750L+H, LL Comb Ri 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.015 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1350.00 0.03 1.28 170.00 Length = 2.0 ft 2 0.004 0.008 1.25 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1350.00 0.01 1.28 170.00 +D+0.750L+0.750S+H, LL Comb Ru 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.017 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1242.00 0.03 1.28 156.40 Length = 2.0 It 2 0.,005 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1242.00 0.01 1.28 156.40 +D+0.750L+0.750S+H, LL Comb Ru 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.017 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1242.00 0.03 1.28 156.40 Length = 2.0 It 2 0.005 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1242.00 0.01 1.28 156.40 +D+0.750L+0.750S+H, LL Comb Ru 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.017 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1242.00 0.03 1.28 156.40 Length = 2.0 ft 2 0.005 0.008 1.15 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1242.00 0.01 1.28 156.40 +D+0.60W+H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.012 0.006 1.60 1.00 0.80 1.00 1.00 1.00 11.00 0.05 20.59 1728.00 0.03 1.28 217.60 Length = 2.0 ft 2 0.003 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1728.00 0.01 1.28 217.60 +D+0.70E+H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.200 0.092 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.80 345.14 1728.00 0.40 19.96 217.60 Length = 2.0 ft 2 0.200 0.092 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.80 345.14 1728.00 0.40 19.96 217.60 +D+0.750Lr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.012 '0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1728.00 0.03 1.28 217.60 Length = 2.0 ft 2 0.003 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1728.00 0.01 1.28 217.60 +D+0.750Lr+OJ50L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.012 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1728.00 0.03 1.28 217.60 Length = 2.0 ft 2 0.003 0.006 1.60 .1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1728.00 0.01 ' 1.28 217.60 +D+0.750Lr+0.750L+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.012 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.05 20.59 1728.00 0.03 1.28 217.60 Length = 2.0 ft 2 0.003 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.01 5.86 1728.00 0.01 1.28 217.60 +D+0.750L+0.750S+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 1.00 000 0.00-0:00 0.00 Length = 8.0 ft 1 Length = 2.0 ft 2 0.012 0.003 0.006 0.006 1.60 1.60 1.00 1.00 0.80 0.80 1.00 1.00 1.00 1 - 00 1.00 1.00 1.00 0.05---20.-59-1728 00 1.0-0 , 11 1-5.1�611172QAOU I 0 0:03' 1.28 A 1.28 217.60 217.60 +D+0.750L+0.750S+0.450W+H, LL 1.00 0.80 1.00 1.00 1.00 r, 1-0:0 1.006_,; �1-003UROOING26595111728:00 r A ;:09-y 0.00 IDO-O-O)T. ' 0.00 Length = 8.0 ft 1 H12 0.006 1.60 1.00 0.80 1.00 1-00 1-00 0.03 118 217.60 Length = 2.0 ft 2 0.003 0.006 1.60 1.00 0.80 1.00 1.00 1.00 0-61 5-86 0.01 I -T '28-66 ED 1. A 217.60 +D+0.750L+0.750S+0.450W+H, LL, 1.00 0.80 1.00 1 .00 1 .00 1.00 00 000 APPI 6' - Z 006 0.00 Length = 8.0 ft 1 0.012 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0:05) C 075�9ST1 R C f NACTIC 0.03 1.28 A 217.60 Length = 2.0 ft 2 0.003 0.006 1.60 1.00 0.80 1.00 1.00 1.00 1100 0-' .91 5.86 1728.00 001 129, 21760 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 1100 0.00 0�00 0�00 0�00 Length = 8.0 ft 1 0.151 0.069 1.60 1.00 0.80 1.00 1.00 1.00 1!00 0.60 260.32 ' 1Z,28'00,0 0 217.60 Length = 2.0 ft 2 0.151 0.069 1.60 1.00 0.80 1.00 1 00 1 00 1 OODATO:60-260-3-2--1728 00 030---15:1 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 do 0.00 0.00 0.00 0.00 ......... .... ..... . CITY OF LA QUIN A BU LDING & SAFETY DEPT. 1424,P P R 0 "VE D FOR CONSTRUCTION DATE BY - File =W:122521ENGINEERING12252.ec6- Wood Beam ENERCALC, INC. 19832014, Build:6.14.1.21, Ver:6.14.1.2 t r.rr:rDim Description : BRACE DESIGN 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 F'b V fv F'v Length = 8.0 It 1 6.151. 0.069 1.60 1.00 0.80 1.00 ''1.00 1.00 1.00 0.60 260.32 1728..00 0.30 15.10 217.60 Length = 2.0 It 2 0.151 0.069 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.60 260.32 1728.00 0.30 15.10 217.60 +D+0.750L+0.750S+0.5250E+H, LL 1.00 0.80 1.00 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.151 0.069 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.60 26b.32 1728.00 0.30 15.10 217.60 Length = 2.0 ft 2 0.151 0.069 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.60 260.32 1728.00 0.30 15.10 217.60 +0.60D+0.60W+0.60H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.007 0.004 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.03 • 12.35 1728.00 0.02 0.77 217.60 Length = 2.0 ft 2 0.002 0.004 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.01 3.51 1728.00 0.01 0.77 217.60 +0.60D+0.70E+0.60H 1.00 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.0 It ' 1 0.198 0.091 1.60 1.00 0.80 1.00 1.00 ' 1.00 1.00 0.79. 342.80 1728.00 0.40 19.75 217.60. Length = 2.0 It .2 0.198 0.091 1.60 1.00 0.80 1.00 1.00 1.00 1.00 0.79 '342.80 1728.00 0.40 19.75 217.60 Overall Maximum Deflections " Unfactored Loads Load Combination Span Max. "' Deft Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 E Only -0.0691 4.648 E Only 2 0.1112 2.000 0.0000 4.648 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.140 0.742 D Only 0.025 0.042 E Only -0.140 0.700 D+E -0.115 0.742 CITY OF LA QUIN A BU LDING & SAFETY DEPT. 1424,P P R 0 "VE D FOR CONSTRUCTION DATE BY - `- INNOVATIVE STRUCTURAL ENGINEERING == 29970 TECHNOLOGY DR SUITE 212 f<<: MURRIETA, CA 92563 _-„ TEL: (951) 600-0032 ' FAX: (951) 600-0036 www.InnovativeStructuraIEng.com Vo,e ol��- o !� ix iOs-a c.e S �_ ►: �, off. rc, e of (LAj r a 10��10 2u) fl �e INNOVATIVE STRUCTURAL =. ENGINEERING - 29970 TECHNOLOGY DR r n_ SUITE 212 MURRIETA. CA 92563 ' TEL: (951) 600-0032 FAX: (951) 600-0036 wwvo. innovativeStructuralEng.com JOB SHEET NO. CALCULATED BY: SCALE: OF _ CITY OF LA QU Y NTA BUILDING & SAFETY Y DEPT. APPROVED FOR CONSTRUCTION, DATE BY INNOVATIVE 2997o Technology Drive, Suite 212 . - IS[ STRUCTURAL Murrieta, CA 92563 ENGINEERIIJG (951) 600-0032, (951) 600-0036 Fax 'Sheet EQ -ANALYSIS Date , Y� xx xx XX Horizontal Earthquake:Load Analysis - 2013 California.Buildirig Code /;ASCE 7 -10'- - Short Peftcl:Spectral -10- - ShortPeftcl:Spectral Response'Acceleration, Ss is Period Spectral Response Acceleration, S1= Soil Site Class = Risk Category of Building or Structure = Site Coefficient, Fa = Site Coefficient, Fv = Sms = Fa*Ss = Smi = Fv*S1= Sds = 2/3*Sms = Sdi = 2/3*Sm1= Seismic Design Category = i.615' "'" Pei'L)SGS'-'2oo8-�Data"�°" 0.770 Per L ISGS - 2oo8 Data D Per Geotech Engineer -11 Table 1.5-1 s.00 - Table 11.4-1 - 1.50 Table 11.4-2 1.63 Equation 11.4-1 1.16 Equation 11.4-2 s.o8 Equation 11.4-3 0.77 Equation 11.4-4 E Table 11.6-1 & 2 Building Structure - Seismic Equivalent Lateral Force Procedure - Section 12.8 Impotance Factor, le = Response Modification Factor, R = Ci = X= Approximate Fundamental Period, Ta = C, (h„)'= Long Period Transition Period, Ti = Average Height of Roof, h„ = Cs = Sds / (R/le) = Cs = Sds / Ta(R/le) = Cs = Sd1 TL/ TaZ(R/le) _ Cs = 0.044 Sds le = Cs = o.5 Si / (R/le) _ Seismic Base Shear, V = Cs W= Redundancy Factor„o = (Strength Level) 1.oEh = pQe = (ASD Level) 0.7Eh = pQe = 1.00 Table 1.5-2 1.25 • Light Framed Shear Walls 0.02 Table 12.8-2 0.75 Table sz.8-z 0.11, s, Equation 12.8-7 12 Figure 22-(12-16) 10.00 ft o.87 Equation 12.8-2 5.48 Equation 12.8-3 584.39 Equation 12.8-4 0.05 Equation 12.8-5 0.31 Equation 12.8-6 o.87 W, Equation s2.8-1 1.30 Section 12.3.4.2 :i27 ` '.; W, Equation 12.4-3 0.789 W, Equation 12.4-3 Table 12.2-1 MAX; T < TL MAX; T > TL MIN > o.os MIN; S,>o.6 F CITY CS CITY LA CSUINTA BUILDING & SAFETY DEPT". �� D FOR CONSTRUCTION . DATE BY w Sheet. EQ -ANALYSIS IS[INNOVATIVE 2997o Technology Drive, Suite 212 ,Date xx STRUCTURAL Murrieta, CA 92563 # xx ENGI!lEERING (951) 600 0032, (951) 600-0036 Fax: A xx Horizontal Earthquake Load Analysis'- 20.13 California Building Code / ASCE 7-10 .:Vertical-Distriibution of Seismic Forces-- Section Building Weight Summary Projected Horizontal Plan Weight, Roof Weight = Top Floor Wall Weight = Floor Weight = Mid Floor Wall Weight = 10.0 psf psf (2nd Floor Upper Half) psf psf 0.0 0.0 .0.0 k= I 1.o CITY ®F LA (),UINTA, BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY. 1 -Story Building Vertical Distribution of Forces --Buildirjganfo Distribution 1.o E (Strength) 0:7 IE (ASD): ;. Level Wi (psf) hi (ft) Wi hik �Wi i Fx. Fx Fx Fx 1 10.0 10.0 100.0 100.0 1.127 W '1.27,- - psf 0.789 W 7:89psf Base 10.0 0.0 0.0 100.0 1.127 W 11.27 psf 0.789 W 7.89 psf k= I 1.o CITY ®F LA (),UINTA, BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY. INNOVATIVE 29970 Technology Drive, Suite 212 IS[STRUCTURAL Murrieta, CA 92563 ._ • ENGMEERING (951) 600-0032, (95i) 600-0036 Fax xy.1'Sheet.':=', W -ANALYSIS Table 1.5-1 xx mph, Fig. 26.5-iA, B, C XX ?rR'� xx y' r ` - Wind Load Analysis - 2013 California Building Code /ASCE, 7-0 • Chapter 27 AII,Buildings - Directional Procedure `Residential Building with Sloped Roof Building Risk Category = ! Basic Wind Speed, V Building Enclosure Classification = ' Factor +/- GCpi = + Building Flexibility = Gust Factor, G = • Directionality Factor, Kd = Exposure Category= Topographic Factor, Kzt = t Velocity Pressure Coefficients, Kz, Kh = • Building Width, B = Building Length, L = LIB = Approximate Roof Area, A = Roof Pitch = o.3 :12 h/L = II Table 1.5-1 110 mph, Fig. 26.5-iA, B, C Enclosed Section 26.2 o.18- Table 26.11-1 Rigid, n1 >:i Hz , o.85 Section 26.9.4 o.85 Table 26.6-1, MWFRS D Section 26.7 - 1.o Section 26.8.2 - FLAT 1.03 Table 26.&1, MWFRS s 22.0 ft 90 ft ,0.4 198.0 1.2• : sf - degrees 1 -Story Building Wind Analysis Surface• '� ' xi f►t �'ktizxt"r�'� Level ", ,- Height (ft) jQ/Kh `#'(psf) ; -` Ridge Height io 1.03 27.12 ' Mean Roof 10 1.03 27.i2 1st Level 9.33 1.03 27.12 ,: r Velocity Pressure, g2 = 0:00256KzKztKdV2 - =qh _ Pressure on Building By Component (Roof Loads Normal to Roof Surface) Surface• '� ' xi f►t �'ktizxt"r�'� LevelP (ft).`.(PS�,� ¢ qh ror , g Fa,x v ,q tExterrial"' "Pressure; r� # (GC ) ( sf); +Internal Pressu e�='i �- , li(+/ GC i Net Pfessure PSf), (p fl: ^r.: p�). Windward Roof - (-Cp) io o.00 qh 27.12 0.00 0.0 0.00- 0.00 Windward Roof - (+Cp) 10 0.00 qh 1 27.11 0.00 10.0. -0.00 6.00 Leeward Roof 10 -0,04 h 27.12 -o.83 4.9 4•o6 -5.71 Windward Wall 9 o.8 qz 27.12 18.44 4.9 23.32 13.56 Leeward Wall, 9 -0.50 h 27.12 -11.53 - 4.9 -6.64 -i6.41 . J IS[INNOVATIVE 2997o Technology Drive, Suite�212 STRUCTURAL Murrieta, CA 92563 ENGIIIEERING (951) 600-0032, (951) 600-0036 Fax "..Sheet: W -ANALYSIS Date:. xx # xx xx Chapter 27 - All Buildings - Directional Procedure - Residential Building with Sloped Roof . Wind Loading -Horizontal Components +Internal -Internal Design_ .Min... Surface Level (ft) WIND LOAD NORMAL TO RIDGE AT SLOPED ROOF Level 1.oW (Strength) o.6W (ASD) ` 1st Flr (psf) (psfl. psf. Windward Roof 10 0.00 0.00 -o.o8 8 Leeward Roof io o.o8 -0.12 Windward Wall 9 0.00 0.00 0.00 16 Leeward Wall 9 0.00 0.00 WIND LOAD NORMAL TO RIDGE AT SLOPED ROOF Level 1.oW (Strength) o.6W (ASD) ` 1st Flr 8o plf 48 plf 49 plf ROOF WIND'& WIND LOAD NORMAL TO GABLE END <X:��,.�., . `ROOF „•�` WIND .t Level: l.oW (Strength), o. 6W (ASD) 1st Flr 82 plf 49 plf CITY .T. 0 F. LA Q �✓ I i TA BUILDING & SAFB rY DEP APPROVED 10 FOR CONST DATE BY. — t - , ., .._ .... _.............. .-.. _ INNOVATIVE 29970 Technology Drive, Suite 212 IS[ STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax W 1 �?�,� � Date• -- -- ' WOOD CANMEVERED COLUMN -' TYPICAL WOOD COLUMN ®DECK - Total Length of Shear Wall 5egmente = `. -12 r. 5elamic Loadi2 ' Load = 7.89 p5f x 22 ft x 9 ft/2 = 781 Jb6 ' Load _ 0.00 p5f x 0 ft x O • ft/2 = 0 lbs + Load = 0.00 psf x 0 ft x 0, ft/2 = 0 lbs . ' Load = 0.00 p5f x 0 ft x 0 ` ft / 2 = 0 lbs Load = 0.00. p5f x O ft x O, 'ft/2 = 0 lbs Load = 0.00 p5f x 0 : ft x +: 0; • ft = 0 lbs Total 5eirmic toad PER COLUMN 4 260 •' _-_ lbs Load = 49 plf x 22, ft /2 = 539 Ib5 Load'= 0' plf x 0. ft /2 = 0 lbs , I Load = 0, plf x . ,-.C) ' ft /2 0 Ib5 -� Load = G plf x 0 ft = 0 lbs Y Total.Wind load PER COLUMN = 180 s lbs ^sren . CITY OF U UNTA BUILDING & S.- ..l'Y DEPT. APP( } FOR CONM '6,6"nON w r . DATE L L "INNOVATIVE, STRUCTURAL ax -ENGINEERING < , _. .. .%. 41 7: 29970TECHNOLOGY DR _j w cv) Zo SI, FOUNDATION PLAN S HEETkINDEX L -7 - STRUCTURAL PLANS 'S2 DECK FRAMING PLAN W.< < MU.RRIETA, CA 92563 TEL: 600-0032 .Y(r-Lr)Z. ..W_j0):D i -;i, - (951) 00 .' . .. o 4. FAX: (951) 600-0036 SCS STRUCTURAL COVER SHEET A imeocrmnia rrl•'OF 0 www.InnovativeStructu,ra,lEng.com co No 5627 x /30/14 x1n FOP OF CAx-\ DATE: 2/24/2014 JOB NO.: 14-2252 .SHEET # SCS -. q. _-SN1 STRUCTURAL GENERAL NOTES PLANS L L "INNOVATIVE, STRUCTURAL ax -ENGINEERING 1% fir -- SDI STRUCTURAL DETAILS • ROi* IF THE APP 'WILL BE CHARGED 7 FOR CARD- ARE NOT I IN PLANS ANDJOB ,THE SITE FOR11 S V CHEDUL' ANSPECTION.• #NO EXC EPTIONSI DECK ADDITION 78495 VIA SEVILLA DEBRIS CONTAINER I i -I . 11 .. ., . - e, I "AN ADEQUATELY SIZED DE I LA QUINTA, CA 92253 z ITE DURING ALL IS REQUIRED ON THE JOB'S AND MUST BE PHASES OF CONSTRUCTION EMPTIED AS NECESSARY. FAILURE TO DO SO_ MAY CAUSE THE CITY TO HA']E THE CONTAINER, DUMPED AT THE EXPENSE OF THE OWNERY CHRIS AND BRIDGET -MILLER 1 -7CONTRACTOR." •78405 VIA SEIVILLA, -LA QUINTAI, 192253 - `, T' •; `' - v,: Construction'is NOT PERMITTF0 Q1 on -th6 following Code Holidays: 1.M. BY Ne'w Years Day Dr., Nlartin Luther King Jr. Day Pre q id64,s bay" -norial'Day' me'l. 0 Indepenclence Day Labor. Day V ,Veteran's Day., r 7 Thinksgiving D' ay, Christmas Day.- - r 'A INNOVATIVE, �CONSTRUtTION HOUR STRUCTURAL-.,.•-. S 6ctober I st - April 30 E H 1 N't t R1N 9 Monda Satfi-iday:. riday: 7 00'a.m. to 5:30 p.m. 8:00 a.m. to 5:60 pm. Sunday: None Go Z vernmcnt Code Iffolidays: "None- -_,May.lst-Septernbcr'30t Monday -Friday: 6:00:j. t •i, Ray: %8:00,2.M M. o 7:00 p.m. % 'Sata 'Non ..to 5:00 P.M. Ilk e.. vvcrRMcLn1t Code Hou d -,,9Ys: ''None CITYOF LA QUINTA BUILDING & SAFETY DEPT. APPROVED, FOR CONSTRUCTION DATE By PROjECT, DESIGN,CRITERIA, 8:1,L DIG C_ E:I 2013 C,`jc0RN-A -EkILDING CODE -3 OS, -.54 5_n, LOGATION E �3 OCCUPANCY LATE. 09Y: GEOTECHNriCAL PARAMETERS: SOILS ENGINEER RE -ORT N1zj.%1.BEw DATE: ALLOWABLE SOIL BEAPING PRESS'JPE: ALLOWABLE PASSIVE PRESSURE: I'M PSP . PCE A r PS AN WALL: "SUEDOS i� = TIC PAiCTICN rCIEFFICIE. T. EXIANS!C41 NDFI' 7 PLA.SlT*' I\ E1'.. - LATERAL SPREADING PO'ENT:AL: I. CI -r= FEf,1r.Nr!,._ SETIIW.E.�Vr T,L=F;AE;L=u,%q Is OOFIR MOVE—TE rr.� S-VE;iE CON C,;T PROMID D T HE = 10 SPECT - AL A,-- I� PERIOD SPE: i^,.SL ACC -1 EPA"ON. SI:I SEISMIC I-Ar=00— I . — e, - D Sc,S AC 1.vLPORTAE = =ACT—. tp I WIND DESiGN PAnAMET99S. L 2 ,cSNSS,;D-w3 -S— , Tc; A _,EzE. IIANDWPORIL 'EAD ROXCIF LNE 5ND"' `,"'c 1 DECK . 10 7: 29970TECHNOLOGY DR _j w cv) Zo SI, FOUNDATION PLAN 2 SUITE 212 STRUCTURAL PLANS 'S2 DECK FRAMING PLAN W.< < MU.RRIETA, CA 92563 TEL: 600-0032 .Y(r-Lr)Z. ..W_j0):D i -;i, - (951) 00 .' . .. - - I STRUCTURAL DETAILS FAX: (951) 600-0036 A imeocrmnia rrl•'OF 0 www.InnovativeStructu,ra,lEng.com co No 5627 1% fir -- SDI STRUCTURAL DETAILS • ROi* IF THE APP 'WILL BE CHARGED 7 FOR CARD- ARE NOT I IN PLANS ANDJOB ,THE SITE FOR11 S V CHEDUL' ANSPECTION.• #NO EXC EPTIONSI DECK ADDITION 78495 VIA SEVILLA DEBRIS CONTAINER I i -I . 11 .. ., . - e, I "AN ADEQUATELY SIZED DE I LA QUINTA, CA 92253 z ITE DURING ALL IS REQUIRED ON THE JOB'S AND MUST BE PHASES OF CONSTRUCTION EMPTIED AS NECESSARY. FAILURE TO DO SO_ MAY CAUSE THE CITY TO HA']E THE CONTAINER, DUMPED AT THE EXPENSE OF THE OWNERY CHRIS AND BRIDGET -MILLER 1 -7CONTRACTOR." •78405 VIA SEIVILLA, -LA QUINTAI, 192253 - `, T' •; `' - v,: Construction'is NOT PERMITTF0 Q1 on -th6 following Code Holidays: 1.M. BY Ne'w Years Day Dr., Nlartin Luther King Jr. Day Pre q id64,s bay" -norial'Day' me'l. 0 Indepenclence Day Labor. Day V ,Veteran's Day., r 7 Thinksgiving D' ay, Christmas Day.- - r 'A INNOVATIVE, �CONSTRUtTION HOUR STRUCTURAL-.,.•-. S 6ctober I st - April 30 E H 1 N't t R1N 9 Monda Satfi-iday:. riday: 7 00'a.m. to 5:30 p.m. 8:00 a.m. to 5:60 pm. Sunday: None Go Z vernmcnt Code Iffolidays: "None- -_,May.lst-Septernbcr'30t Monday -Friday: 6:00:j. t •i, Ray: %8:00,2.M M. o 7:00 p.m. % 'Sata 'Non ..to 5:00 P.M. Ilk e.. vvcrRMcLn1t Code Hou d -,,9Ys: ''None CITYOF LA QUINTA BUILDING & SAFETY DEPT. APPROVED, FOR CONSTRUCTION DATE By PROjECT, DESIGN,CRITERIA, 8:1,L DIG C_ E:I 2013 C,`jc0RN-A -EkILDING CODE -3 OS, -.54 5_n, LOGATION E �3 OCCUPANCY LATE. 09Y: GEOTECHNriCAL PARAMETERS: SOILS ENGINEER RE -ORT N1zj.%1.BEw DATE: ALLOWABLE SOIL BEAPING PRESS'JPE: ALLOWABLE PASSIVE PRESSURE: I'M PSP . PCE A r PS AN WALL: "SUEDOS i� = TIC PAiCTICN rCIEFFICIE. T. EXIANS!C41 NDFI' 7 PLA.SlT*' I\ E1'.. - LATERAL SPREADING PO'ENT:AL: I. CI -r= FEf,1r.Nr!,._ SETIIW.E.�Vr T,L=F;AE;L=u,%q Is OOFIR MOVE—TE rr.� S-VE;iE CON C,;T PROMID D T HE = 10 SPECT - AL A,-- I� PERIOD SPE: i^,.SL ACC -1 EPA"ON. SI:I SEISMIC I-Ar=00— I . — e, - D Sc,S AC 1.vLPORTAE = =ACT—. tp I WIND DESiGN PAnAMET99S. L 2 ,cSNSS,;D-w3 -S— , Tc; A _,EzE. IIANDWPORIL 'EAD ROXCIF LNE 5ND"' `,"'c 1 DECK . 10 7: w _j w cv) Zo 2 D Z Lw5;cy)_ W'. W.< < < .Y(r-Lr)Z. ..W_j0):D z < 00 cr A Y_ 9 2c co No 5627 x /30/14 x1n FOP OF CAx-\ DATE: 2/24/2014 JOB NO.: 14-2252 .SHEET # SCS -. L PLA eWASHERS A NON 51! PLATE APP'_ICA" 1 BOLT SIZE �' . PLATE WASHER SIZE - T i•U a A j' 2'. 2- T3' , • } 524. 2 CONCRETE EXPOSURE REQUIREMENTS'. • f< AG 318 TABLE < 2 1 -,EXPOSURE CATEGORIES AND CLASSES CATEGORY' „'SEVERTIY*.- CLASS ,4,•yFJ !�CO•.'DRIO\-1 .hip.;;. ... NOT APPLICABLE FO CASTES NOT EXPOSED TO FREEZING ArvO THAWING CYCLES WALL WALL PANELS. SLABS. JOINTS: �_.�, OTHER.%'FMBERS . rr _ 1. �." �.."^" 3• ., ''_ _ •r ^. ...t '.._ '� T .. _ '.... .- t.� - .. -, w ... � V y:' a3. • �r''�•.�s .,. _ ,. THAV.NO CYCLES AND OCCASIONAL - F' ! I j, - ' ,TE.L.E.. :._L.L.-. •='_•,. -..,.WOOD ,...:... . ,.n�..N,...':_.._.� ,WOD FRAMING (CONT.) .., - ._.,.y-a.d._.., .: _. ..,_:.« F-�..--..,. ..._.. CONCRETE_ CONT.)S+w ....�C.._,._Y<.F,,..,..Lr.-..r,•,_ .�.__ _REIN FO CINGSTEELzc. .-.\,i..aNOTES_ .r `. GENERAL '..Ti..._, oYT .'O rL.:._.NqSc. z.-: .:,;,• . �- 'c-'. INNOVATIVE r.. .. CONCRETE EXPOSED TO PREEZNG.AND -!_' VERY SEVEREF3 ]. INSPECT10N5. TESTING h CUALrTV ASSURANCE:- REFER TO SHEET SNI FOR OEPJTV S'•ECT4L INSPECTION. (ESTING:STRUCTURALUBSERVA:rIONREOUIREVENISA%.INIM'JMCFOVE CON!P RESSION TESTA,- 7 DAYS .AND 2 TESTS A'1 20 DAYS FOR ALL CONCRETE SAMPLES. •1•' -i E\._:EER) AOR, AND.HE CAVEMING CG__WTHORr'Y On AROYAL, - • - .FAFSrON FLa,`ICR_--TEP`ANE PHASES OF :v'ORK ,:EpU:R!NO ERECTI(i I FA_LVS ACCOROWG i0 EI�°'CiL.! PRODFDURE, ISM: AATVRE O�REN IL`_5 AN�,.•MLO SHANKM. TONT A'TZE RESCUE 1.'REVFORLNCST _L W`, NQIL:.S,0., Y•D�Qr. vEPEY..' 15 RCA0 COhSIRl_ON •� S. SAA ERMNAriTVG PT IVALLS,L-:y;MA 5 SEAMS AND FOUND TONS: EXTENG BARS 1'O' - WIT..EN 2• AT CONCRETE POURED AGAINSt EARTH) OF FAR FACE OF WALL. COLUMN. WATER SOLUBLE D/7'G - _ SULFATE (SO,) N DISSOLVED SULFATE � L PLA eWASHERS A NON 51! PLATE APP'_ICA" 1 BOLT SIZE �' . PLATE WASHER SIZE - T i•U a A j' 2'. 2- T3' , • } 524. 2 CONCRETE EXPOSURE REQUIREMENTS'. • f< AG 318 TABLE < 2 1 -,EXPOSURE CATEGORIES AND CLASSES CATEGORY' „'SEVERTIY*.- CLASS ,4,•yFJ !�CO•.'DRIO\-1 .hip.;;. ... NOT APPLICABLE FO CASTES NOT EXPOSED TO FREEZING ArvO THAWING CYCLES WALL WALL PANELS. SLABS. JOINTS: - OTHER.%'FMBERS CONCRETE EXPOSED TO FREEING AND CONCRETE NOT EXPOSED TO EARTH OR WCP.THER' - .' 'N10DC-PAFE F1 THAV.NO CYCLES AND OCCASIONAL - F' ! I j, - --EXPOSURE TO VCISTURE SEVER_ F2 CI:NCRETE EXFGSED TO FREEZING AND THAVANG CYCLES ANON CONTINUOUS NG AND FREEZING G TH'A', ENGINEc =KEGS. TC'JNEIOPiNG SHOP ORP.v+'IN'.:5. =;X'!SIRMCI N! SEOJENCE ANDOR xMif!5!CN eAC"v-C4TAO,!5. CCr:'!RnCTOR Y!4u n_Tnv.A TM:CTI:Wl' ENG".!EER L: LASED F: Si^.RED:. C.LLFCPl.w'O-.:RFOTa.10EWJ!. S✓SM!T ca\TAGT w! a 5rr =_ 1 �. z t2, HOT AND COLO WrAT�RC-GNC I-TINL: - CONCRETE EXPOSED TO PREEZNG.AND • ' VERY SEVEREF3 ]. INSPECT10N5. TESTING h CUALrTV ASSURANCE:- REFER TO SHEET SNI FOR OEPJTV S'•ECT4L INSPECTION. (ESTING:STRUCTURALUBSERVA:rIONREOUIREVENISA%.INIM'JMCFOVE CON!P RESSION TESTA,- 7 DAYS .AND 2 TESTS A'1 20 DAYS FOR ALL CONCRETE SAMPLES. THAWING AND IN COTNTiN'LIOUS CONTACT W. POSTURE AND EXPOSED TO DECING -i E\._:EER) AOR, AND.HE CAVEMING CG__WTHORr'Y On AROYAL, - • - .FAFSrON FLa,`ICR_--TEP`ANE PHASES OF :v'ORK ,:EpU:R!NO ERECTI(i I FA_LVS ACCOROWG i0 EI�°'CiL.! PRODFDURE, ISM: AATVRE O�REN IL`_5 AN�,.•MLO SHANKM. TONT A'TZE RESCUE - CHEMICALS S. NiIIViA!U\< - STEEL INCLUGN N - SLAB. CLEARANCES BET\`IEEN P4:lA!.icL E 'G DISTANCE • S. SAA ERMNAriTVG PT IVALLS,L-:y;MA 5 SEAMS AND FOUND TONS: EXTENG BARS 1'O' - WIT..EN 2• AT CONCRETE POURED AGAINSt EARTH) OF FAR FACE OF WALL. COLUMN. WATER SOLUBLE D/7'G - _ SULFATE (SO,) N DISSOLVED SULFATE • B. ANCHOR BOLT S. COWRS. I:NS-RTC: SHALL BE PED IN PLACE PRIOR TO POURNG . - ,M! H '-R I- R -R . \OR 5 c R A• C:ELc SCREATE .AT COLUMNS. Pic S.Ai PILASTERS ONl Y..O OI:NCLEC SOL. PERCENT BY (SO4 IN WATER, PPM Q 11J _ • CCNCPTETE. LYEGHT NOT APPLICABLE SO 50. < 0.10 SO• < 150 S, MODERATE S1 150 < c 1500 0.10 < SO. <O.YJ SO. SEAWATER - SU:F.STc ' SEVERE S2 ' 0 0.2<SO. C0 < 2.0 15 < SO• <l0.OJ0 u _ VERY SEVERE S.3 SO- r 2.'Y) 50. > 10,000 P NOT .W "'UCA_5LE PO N CANT( AGT 1::!• WATER LVHERE LOW LITY IS NOT REOU'IRED REQUIRED LOWPERMEBA RFOUREU P1 IN CONTACT W/% .ATER WHERE f.OW PERMEABILITY IS REOJIREO PERMEABILITY 1 1 jj�� I L�f I NOT APPLICABLE - CO CONCRE CRY OR PROTECTED FROM MOISTURE NXOOERATE 01 CONCREiEAxPXOSED;0MOSIURE BJr NOT TO EXTERNAL SOURCES OF - C CORROSION ' CONCRETE EXPOSED TO MOISTURE AND NOF C: E AEINFOFCEM\T iW EXT ERNAL SOJRCE OF CHLORIDES I SEVERE C2 P-•ROMDEIGNGCHEMICAUS.SP.LT, • BRACKISH WATER, SEAWATER, OR SPRAY PRO _M Ir SE SOURCES RERAR CLEAR COVER FOR CAST -IN-PLACE CONCRErE T . ;V .. _Z+c.•CONOITION :S•a _. t" .COVER f`y _- SLAB ON GRACE CENTER OF SLAB OR 2' NSN CONCRETE AGAINST 3 PERMANENTLY EXPOSED TO EARTH: , 3 CONCRETE EXPOSED TO EARTH OR WEATHER: _ O "iEA1?L`iRARv EN5VPE CON--.;- LOADS UO NOf EY.CEEO !^!D'CnTEO CESNN LA^r WALL WALL PANELS. SLABS. JOINTS: - OTHER.%'FMBERS E`C- UT:ON O. vnORK - - '' i• • i CONCRETE NOT EXPOSED TO EARTH OR WCP.THER' - .' - - SLAMS WALLS. JOINTS: } SEAM. COLON+NS PRVLARY -- RENPO::EMENT: I j, 6EAM, CGLUMNS TIES. STIRRUPS, SPIFRP.LS .APPROVED CURING CO\LROL'NDS .Y,PY BE USED IN LIEU OF MOST CURING. ONLY I. A. ALL BRAS V.N.O' +V T.V. 58:5. GRADE 90 • • -� RFytA1?P_v+YD . Y 11"4,.I:T-C: (STRUC:UR,>; E.NOP!EER: N CASE OF 0`30 ?•.VCES _ JAI No a. EARS TO BE WELDED' AS TM .4103, GRA -1E 60 _- vA•C.,iCC1T!GVAL R%-0NRCMENTS FOR 3ARS.EXCL`JJIN'G TIES IN Dl1GTILE MOAAENT 2 ��' °•'TFhT'�O!'!TRTCTL`OCJM:IRSINDCT.tE0E5CN.0?N: FORD S�t!:"'ULN RS I:STROCTURAL•�OMPLFTED STATE. TIE„ x H -OT INOX:ATE .METHOD OCONSRiUCt% 4. PWM? _Y NOIcS;STING PRATES ANO BOUNDARY ELEMENTS IU SH._ -. WALLS: NO ADDITIONAL `• PROR TO FRO-.,EPEC.\O wT1.tOFiKIc OESIGN I iTENT T 1__•ITCH:TCT;ST-1, ,,CTUR,L EWS.NEEV. e!EGJEiES- REOUIREMENTSIFASTMA7,)G. GRADE WBARS U5ED. A5.1815.ORAOESCEARSAR FURTHER -1 -AR F:CAAOtI G F, •• - PERMIT'EOPROVI:DEDACTUAL YIELD STREN'G-HBASED ON MILL TESTSG0,SNOT � ` • .. ENGINEERING EXCEED SPE,'•IRCD y!EL'J $TRENCaTI l BY 1•G?E i HAN 18,QA PSI (RETESTS SO ALL hG• .l. 1 v!:.T\^.NS 1'ODfff.TTICNC e.VO SIASTr}UTONS i0 4P.+ROVFD STRJrlU0.4 O0.AV.'INOS. MJSi SE EXCEED THIS VALUE BYMORE IIAN AN.ADOITiO-AL 3,000 PSIl AND RATIO OF ACTUAL • ACCEPTED.Yw'RIrIN09v °RC:-T!iECTiSTRUCTLRA,___NEENT MIO AP+R(:l'EO Br COvcWVo:O CCCz •1 ' ULTIMATE TENS!LE STRESS TO ACTUAL TENSILE YIELD STRENGTH ISNOT LESS THAN. ATHC .JRITY. ,NO OEVATAJN, MODIFICATION OR SUBST -11 wEl OC ACCEPTED `! :1 S, DP.A•IANG 1.25. �" a A - A , 29970 TECHNOLOGY DR A. .-T¢, DECO:RES OF CONSFRVCTONCNDRA.:TOR IS FE- 'ONSBLE FDR PROCEDURES OF 2. WIRE AND SPIRAL RENPORCING' r :ONSTOAJ'i W^AL'PLv,IG1IT; N.rOOt Al_ STATE 10 LOCI O, .•FS STE VISITS �UITE 212 -'..4 SVOCTH•+`UE!DSO V,"RF F4E.JC%..WF ,,ASTM ARS$. FY -65 KSI, FLAT SHEETS ONLY '-NSLO:0v.O SSU VAA_ORSERNA-,N)BYA_H.TE (STRLCMAA!- E`ONEEV W.NoT CONSTITUTE MURRIETA, CA 92563 " OO NOT USE ROLLED VESH. oP SPACES:T FCOT MINWUV,). OF LAPS IN - 9J?EPi!SG`!S OF -ETH 05 OF G?NaTRUCTi1N .� ADJACENT SHEETS i0 AVOID GOM1hUCIS LAPS.. ' e'• 1 a ! B. C rORMEU \•/IRE STIRRUPS (D•: PND LA GET? ONLY(: ASTM A49J, FY:65 KSI. r _A °POT`T!CV DE UTi^CS. LOCATE EYJSI0.G U•ILRIES.Q L'LUU,NO nJ.SC NOT SCOL4Y ON 1. `"b' TEL: /95 I ` 600-0032 ' AN EY ,ANOFROTEC: *HEMFWMDMA. O'-i°C-,OPBEARSEP'E\;,MOF �/ \ i/ . SPIRAL REINFORCING: ASTM A82. GRACE 60 " • r>_Pe4R DR r>_PLpCEP.:ENT OF UTILITIES IN:AN:4NCTIOI V,'IM E CJTION OF WORK - FAUX: (95 1) 600-0036 , 3 SHOT ORN.MN-GS AG 315. PART B. SHOW REINFORCING STEEL PLACEMENT,.Ncu a:VG - i SIC. A: XONS. JTEC• aTgLCTUFe. ADNAGENT S'WK.VTRES eQ;,.::EAT F"eR0-"ERTIES STREET S. SILc-i ".)tlluUilTicS.SPP..�\v,CLEARANCES. SPLICE LOCATIONS, LAP LENGTHS, AND - A:RJ UTILITIESDW:VD EA^.AVAiUT`!UTLVRKI UCGnO SOR:NO, iNCEAA TN?I OkTSOESAHD ---__---' _----- --- _- _-- ---__-_-- - _ _ - ._-- _-- R A OPRxED r, -SPATS R=L° AFD PRQ F:, - vivfw-InnnvativeStnjcturn1Fnn cnm "AGI 315 TABLE 4.3.1 = FLFCVIHEMENTS FOR C YQCREfE BY EXPOSURE CLA55 `^tk' - NOTIFYAPCHrTEECT(STRLr-TURALEVGNEER)PR!ORTOOEVELOP!NGSF!DPORAWiNGS!c _u rw.U_> _.cH,oue.UrcRE— FOR: � NW�1 �,� ,�..." 5L -�.: , nom: }"Y•f MIN It ' ~ AOORIONA_ MINIMUW REOUIREMEMS -F �.. S. VIBRATION: VIBRATION OF CCNCRE'E SHALL BE IN ACCORDANCE WAH GENERAL PRCV!S!ONS CU-. LINED IN PORTLAND CEMENT ASSOCIATION SPECIFICATION ST2L°°, INSLLFFICIFNT CLEAR DISTANCES BETWEEN REINFORCING STEEL AND OTHER CONCESP:ON IS ENCOUNT*- RED . NOTIFY SPECIAL INSPECTOR OF ADJUS rMEN'IS MADE FORM Pf1PRTG,IED •"' O. PROTECTION OF S:r -_TUAE: 'W VIP NECESSAfIl NAEASLRES TO.'WTECT STRUCTURE OURS G•' _ O "iEA1?L`iRARv EN5VPE CON--.;- LOADS UO NOf EY.CEEO !^!D'CnTEO CESNN LA^r • - MATERIALS P GUSTING: LYJNCPRETE SHALL BE NTAI VED AT ITV A MOST CONDR'IQU FOR A MIVI.YIU`,1 OF. MN C YNTRACT DOCUME\ATS :VH:CH ARE INDICATED ON ACCEPTED SHOP DRAWINGS THAT FAOLITATE FIELD PLACE.V:ENT OF REINFORCING STEEL AND CONCRETE E`C- UT:ON O. vnORK - - '' i• • i 0-,= OTHERNfSE - ' LOA'Jv4LV SND::.A-FECTE09_T6-CONiRA-O9 MADIS OF^.+ESE DES:GHI LOAD LA.Frs,' 1 FIVE DAYS AFTER ITS PLACEMENT. FOR CONCRETE OTHER THAN SLAB ON GRACE.- - A SPLICE LOCATIONS: SPLIOP__ 05 BARS AND LARGER ONLY AT LOCATIONS INDICATED. IF • =OrrrR,.L'iOR PROPOSED REV!SONS. WHERE A aE•nSOP! C+ SrRI'CURAL L:_CKIN OR - _ _ _ _ 11 FOWNVORK: FORMWORK TOLERANCE SHALL IN ACCORDANCE `.NIT!+. THE C.B.C. AND F.G.I.a STANDARDS.- i .APPROVED CURING CO\LROL'NDS .Y,PY BE USED IN LIEU OF MOST CURING. ONLY I. .ADDITIONAL SPLICE LOCATIONS ARE PROPOSED, PROMPTLY NOTIFY ARCHITECT `-ONNECTION 15?HC!'CSE✓ BY CONrFAC;OR TO,K%;C GGATE C-S!ANCTUN- U POZZOLAN OR APPROVED BY THE ENGNEER OR ARCHITECT.STRL�;URpl. ENGINEc =KEGS. TC'JNEIOPiNG SHOP ORP.v+'IN'.:5. =;X'!SIRMCI N! SEOJENCE ANDOR xMif!5!CN eAC"v-C4TAO,!5. CCr:'!RnCTOR Y!4u n_Tnv.A TM:CTI:Wl' ENG".!EER L: LASED F: Si^.RED:. C.LLFCPl.w'O-.:RFOTa.10EWJ!. S✓SM!T SLAG. 1 �. z t2, HOT AND COLO WrAT�RC-GNC I-TINL: A. SF`ICES IN `NALLS: T_OC.4 E SPLICES IN HiJRIZONT4L BARS Ai tVELL-Sr A0(U:RED ST.4A!PED.eh'> SXiNED DESgr! LRA•N9vGS P.NO CICU%,ULATKNtS `O i!E?RC-ECT (ST!,1:C1uM_ P T O.S<l ]. INSPECT10N5. TESTING h CUALrTV ASSURANCE:- REFER TO SHEET SNI FOR OEPJTV S'•ECT4L INSPECTION. (ESTING:STRUCTURALUBSERVA:rIONREOUIREVENISA%.INIM'JMCFOVE CON!P RESSION TESTA,- 7 DAYS .AND 2 TESTS A'1 20 DAYS FOR ALL CONCRETE SAMPLES. LOCATIONS, DO NOT SPLICE VERTICAL BATS EXCEPT AT HORIZONTAL SUPPORTS SUCH AS FLOOR AND ROOF CLULR!.iRAGMS. I � •" c -i E\._:EER) AOR, AND.HE CAVEMING CG__WTHORr'Y On AROYAL, - • - .FAFSrON FLa,`ICR_--TEP`ANE PHASES OF :v'ORK ,:EpU:R!NO ERECTI(i I FA_LVS ACCOROWG i0 EI�°'CiL.! PRODFDURE, ISM: AATVRE O�REN IL`_5 AN�,.•MLO SHANKM. TONT A'TZE RESCUE - TAKE TEST AT.A FREQUENCY OF ONCE EVERY 150 CU. YDS OR S.Ml SO. FT MIMMUNI S. NiIIViA!U\< - STEEL INCLUGN N - SLAB. CLEARANCES BET\`IEEN P4:lA!.icL E 'G DISTANCE +?FLT ABLE SACT. a:cJLArroNS. M,vNTAw CERT!c'EO Cqa=SOF ERECTX;N a!:V•.'S 4 = v - S. SAA ERMNAriTVG PT IVALLS,L-:y;MA 5 SEAMS AND FOUND TONS: EXTENG BARS 1'O' - WIT..EN 2• AT CONCRETE POURED AGAINSt EARTH) OF FAR FACE OF WALL. COLUMN. ST.1E53_S +R;na!e•`.LOIMtIA. A1n!E4!nL5 FOR T:.t E,RE TK, JF ._ N:iAI STEEL S,Cr+AS TENOR RAPY BRAONG A:D OU a CABLES AS MAF BE n!ECCSS W A: NO 4DQTCNAL COST. REAt,,s D/7'G D'JR:NG COA:SIRUG;TCN. - . • \ • _ -' BETtYEEN SETS OF SPL!UEO BARS: 1. OR 1 -3. V.M!CHEVER IS GREATER. I L_ OR !jab B. ANCHOR BOLT S. COWRS. I:NS-RTC: SHALL BE PED IN PLACE PRIOR TO POURNG . - ,M! H '-R I- R -R . \OR 5 c R A• C:ELc SCREATE .AT COLUMNS. Pic S.Ai PILASTERS ONl Y..O OI:NCLEC _ S•IOR;YO BAACWr .. TEMPORARY x ERECT a„NEICi!IER _ PO SL OaiS. '_`C -SIGN !f!D ERECTS RP:i. BRAC -NI. Q 11J _ • CCNCPTETE. BARS. MNI.\'l1AI CLEAR C]ET .yVf.FS BFi1:\'E'-N UNITS OF BUNDLED BARS 41T:i BE SAME A•`!O OTHE9 iE.w'CP.:P.y uU JRis Ktrc,.L- STR!xTt,?iE HAS NOT.4TTa,NED OESGrv! aTq<NC^I AND 2. FOR SEAWATER E% OSURA C REIT TYPES OF PORTLAND 1,E =N-5 V,TH TRCALCUM Q / ) 1 i /A POUR PRIOR .W -SINGLE BARS EXCEPT BAR OL4.VIETER IS DERIVED FROM ECUIV.ALE\T TOTAL AF(EA OF A> REC OPED FOR SAFE ERECTA 1.EN'wRE FLWR,POOF. AND WALL MEN! -RS APE SECJREIY RE.SPEC TII L ` -1 ,:M0,NT, . THE SPE.: LIC S. A;RCE OF T`.c FOZ.ZOt-1 ^R SLA.^, iO:OF USED , 9. CONM1STRUCTION AND JOINTS: LOCATIONS SHALL BE APPROVED BY ENGINEER TO POURING CONCRETE BUNDLE. - - SH _0 -NO BRA^.EIC DURING CATISTRL'CTION. FACI.ESrC.R 10 AT ELEVATED BE -1.1 :D SLABS S:UFFOAFNIO CONORFTE_ OR MASCNRY WALLS LXURNO AND ARER-4 -GUAR UNTI WALL Mx" _F>. NE.,ESSARY. N'Cv.•ELOING ORRE FOHLNO SrECL INCtU0-ACh w'E_D+.G IS 'E.-vJ ii3UU`!LESS O:HERw.SE 4COEY!EGN LVO BY ARL!iECT;SiRt,'.,Ti:ri:,Lu•G.:'ccR? ACCCRD:+:\CE l!'. HAS M C:0:7. AVD MEET!fdG THE CRITER.4 ;N! a 5 I. "AGI 315 TABLE 4.3.1 = FLFCVIHEMENTS FOR C YQCREfE BY EXPOSURE CLA55 `^tk' - CONSTRUCTION PROVIpE DO:YELS UATC-RING ene_NS DESIGN STRENOI+. . ,�..." 5L -�.: , nom: }"Y•f MIN It ' ~ AOORIONA_ MINIMUW REOUIREMEMS -F �.. CIO 10. FLY ASH: THE MA%(MVM G'OME!vT OF FLY ASH OR POZZOLAN$ CONFORMING TO ASTM • 8. DOWELS AT !GLINTS: • UNU AND OI:AM!TY NPORCING $TEFL INTERRUPTED AT CONSTRUCTION JOINTS. UNLESS DETAILED _ O "iEA1?L`iRARv EN5VPE CON--.;- LOADS UO NOf EY.CEEO !^!D'CnTEO CESNN LA^r • - MATERIALS FO N;A 25'X1 NA NA w /'� A C816 IN CONCRETE SI'I.M1LL BE 259 AND SHALL BE GOVERNED BY AGI 318 -OB TABLE 4,2.3. 0-,= OTHERNfSE - ' LOA'Jv4LV SND::.A-FECTE09_T6-CONiRA-O9 MADIS OF^.+ESE DES:GHI LOAD LA.Frs,' CHLORIDE ' ASPM 0150 A.STI! C595 ASTM 01157 ADA@XTURE LO _ _ _ 11 FOWNVORK: FORMWORK TOLERANCE SHALL IN ACCORDANCE `.NIT!+. THE C.B.C. AND F.G.I.a STANDARDS.- v 7. PLACEMEN -0F BARS 'N WALLS: PLACE VERTICAL SA.RS CLOSEST TO WALL SURFACES AT R A FABS..^°TON SHT"JE:IT PT!D ERECPa OF STR:J�i:JRAL STEEL EVS;RE S �RE.SSES COCUMI.NO w OT;P:YC Fa ENNT,,>`ID ERE'=T-ON pF STRUCnJnAL STEE!°•L- jnCAi:ON SHS(,• S2 O,A5 A>,X) y, P(HS) IS(<JO) ..S NO! - ;HS) P -11W TTED U POZZOLAN OR CURTA;NS CONTAINING VERTICAL AND ROF82OVTAL BARS OF THE SA.tE SIZE. IN -CURT PJV$Vfn4JH VERTICAL AND HORIZONTAL BARS ARE OF DIFFERENT SIZES OR LE55 T+A; I pE'7.Y A, ID ALLOY: ARI_E STFtEU Gl AC,T:ES CY.'UA!- A+E\:BcPS 00 NOT -•HAIR POZZOLAN CA SLAG. 1 �. z t2, HOT AND COLO WrAT�RC-GNC I-TINL: , • SPACING. PLACE LAYER W':TH WIST STEEL AREA CLOSEST TO NEAP, WALL SURRACE. -,;LL GES✓]N ANO LU.'JCAR:RrhOGP•`G1rvOF>,!EMBERS aIE'TO F.+3RCa.:I(y-!. SH9.MENT.0. _BECTON CONI: ACTOR !S:E>PON53LE FY COr:!Tr.1LLi:'-R E9ECitt,:! ScWSVCE. • - P T O.S<l J O A. - HCT tVEATHE-R CCNCPETINC: vVH.EN AIR TFMPER4TVRE ROSE$ AB.^VE 90' f- AND FALLS GONTRANCTCR SHALL FOLLOW' HOT - EI�°'CiL.! PRODFDURE, ISM: AATVRE O�REN IL`_5 AN�,.•MLO SHANKM. TONT A'TZE RESCUE ^E_ l,.L'JENO TON ExQ_. i WHEN E\QOSE71 V _ EF10:-CrE:^. P'?NT=nS AY C' R4!NACe GSPROM UCT'JRE or; _!_R CON'rEN T IN CONCRET E. :::::::::� W HtA',IOiT'Y BELOW 2$.TlIE WEATHER _ NI,R-IIF `L ACCO DANCE v`ATH --7Y ^ T PR r^^4.?E CO _ 0 CCC OA L 4G 3:5 P _.OMRAC OR SHALL BE E _O S. SAA ERMNAriTVG PT IVALLS,L-:y;MA 5 SEAMS AND FOUND TONS: EXTENG BARS 1'O' - WIT..EN 2• AT CONCRETE POURED AGAINSt EARTH) OF FAR FACE OF WALL. COLUMN. ST.1E53_S +R;na!e•`.LOIMtIA. A1n!E4!nL5 FOR T:.t E,RE TK, JF ._ N:iAI STEEL S,Cr+AS TENOR RAPY BRAONG A:D OU a CABLES AS MAF BE n!ECCSS W A: NO 4DQTCNAL COST. REAt,,s D/7'G - R_NFOR E PRESTRESSED _ TO USE AGC, SPTIA S. 011 !ER PRECA J: ONS ACCEP ABLE TO.AACHITE„T Vfn'EN HATE - - -- (3• BEAM OR FOUNDATION AND PROVIDE STANDARD AC100-DEGREE HOOK UNLESS CErAiLED THESE MPTEPwis uuL[SS APPRDVEO I`I vURR-\9 BY Ox^!ER, DO;,ICT T Ori u\':.::! ICS 1 NPK;A1 TO - NONE _ - Q 11J - F ORATION A' R PER R FOOT P R O LDWE T 10 ECJ _SO EXCEEDS c SO A CLT PER H!O.1 COLD WEATHER GON'CRETING M1O=OU:.TE EC-WIP -\T ART B PROVIDED FOR B _ Uv _L cD Rt ARc L I - _ ' BEAM COLUMN COYNECTS S FOR S) I P' > O CRCC RWSES f •-ro - EMBEGs \:FET! s, ICH: C R =`R IN +.3 I - 2. FOR SEAWATER E% OSURA C REIT TYPES OF PORTLAND 1,E =N-5 V,TH TRCALCUM Q / ) 1 i /A HEATI\OCONCFlEFE MA.TEFlV lS CONCRETEUINFOAR'EMENG CR NEAR FEEZ!NC t^/FiATHEP, ALL CONCRETE !VATFRI\!SAND ALL REIVFORCEhI'NT, MATS B •2 R. BARS INTERRUPTS-:) BY STRUCTURAL STEEL: E`'END aAA$ TO WITHIN 7 P. -STEEL FAGS ! sE<%:ReYG REsa=G,3c s tee' D^Ta•Els GR ROL AND Fw v PF.XRr A A SU. NO ACOJRATc.v rc,4•,:E CC•4:'LYINM1O wnR.`C sih\v.Ai.:5 ••R_]R 1J CAS: u:O CG`.CRE 4! -CR O:�t.t .`: R 4 > 'JSc nc5 Af•� SUPPO:i B, -Ra nCVIT.,X. J PCN:J0..c.:, STEEL SCx•..' RE.SPEC TII L ` -1 ,:M0,NT, . THE SPE.: LIC S. A;RCE OF T`.c FOZ.ZOt-1 ^R SLA.^, iO:OF USED \// V tJ% Q FORMS FILLERS AND GROUND -111TH V CH THE CC\'CRETE !S TO GOh-,ACT SHALL -3-c - -- FPrW FROST, FROZEN MATERIAL OR.bl4TER!.LS CONTAINING !^,E SHALL NOT 9E AND FaOVIDE STANDARD AC! 90-DEGR� HOOK UNLESS LLLT VLED OTH 9vfSE. - Mx" _F>. NE.,ESSARY. N'Cv.•ELOING ORRE FOHLNO SrECL INCtU0-ACh w'E_D+.G IS 'E.-vJ ii3UU`!LESS O:HERw.SE 4COEY!EGN LVO BY ARL!iECT;SiRt,'.,Ti:ri:,Lu•G.:'ccR? ACCCRD:+:\CE l!'. HAS M C:0:7. AVD MEET!fdG THE CRITER.4 ;N! a 5 I. 5 *ATEA SOL -ISLE C a ::R �" ON.^^%-,NTENT THAT S CCNTI INN -ED FROM THE _ W - Q "AGI 315 TABLE 4.3.1 = FLFCVIHEMENTS FOR C YQCREfE BY EXPOSURE CLA55 `^tk' - -0L �• ,�..." 5L -�.: , nom: }"Y•f MIN It ' ~ AOORIONA_ MINIMUW REOUIREMEMS -F �.. CWIC �„ ai . LIMITS CON NP CONTENT CEMEWTIOUS • - MATERIALS FO N;A 25'X1 NA NA F 1 O.AS 45 00 PER TABLE dA 1 . ACI 316-08 N/A F2 0.45 4500 PER TABLE 4,4.1 - AG 318-08 MIA F3 O.A5 4500 PE TABLE 4.4.! -.4G 3:8-08 PER TAE, A.A2 - ACO 315-08 CE:NIENTITIOUS MATERIALS . TYPES CALCIUM CHLORIDE ' ASPM 0150 A.STI! C595 ASTM 01157 ADA@XTURE NO so NIA 250J NO TYPE NO TYPE NO TYPE ' NO _ ITS RESTRiCUON ESITFORON RESTRICTION S1' II ,. !PiIVS) IS(<70) NO . 0.50 •:Db MS (NES) RESTRICTION S2 O,A5 A>,X) y, P(HS) IS(<JO) ..S NO! - ;HS) P -11W TTED P (HS) PLUS POZZOLAN OR V PLUS SLAG . OR IS HS PLUS NOT S3 0.45 4533 ?022-1X5.11 (<7U) (HS) POZZCLaN Ci SLAG • PLUS OR SLAG. PEAMTTT_ED POZZOLAN CA SLAG. . 0) PO N:'1 2500: NONE - P T O.S<l 4C-00 NONE IVIAXIMUA1 LAA T ER SOLUBLE - - - - - - - rS ' CHLORIDE ION (CL-) ^E_ l,.L'JENO TON ExQ_. i WHEN E\QOSE71 V _ EF10:-CrE:^. P'?NT=nS AY C' R4!NACe GSPROM UCT'JRE or; _!_R CON'rEN T IN CONCRET E. Q00 PERCENT BY'W'EIGHT OF RELATED PROVISIONS CCVI N . D/7'G - R_NFOR E PRESTRESSED ' COYiJncTE CONCQETF UNLESS OTHERWISE ACCEPTED IN WPTRNG BY ARCHITECT (STRUCTURAL ENGINEER). CO N:A Z50) 1.00 ...- - NONE _ C1 N.A, 25;)0 0.3) C2 04O 5000 0.15 0.03 ACI 315.'1.5118, 18. I. . I. X181 JN C:Ei.'ENT.T.O151vA._R'ALS GH THOSE LIST_JN ABLE 4,3 SmA _ RC P_ %'477=_D %VH, - TESTED FOR SULFATE RESISTANCE AND, \:FET! s, ICH: C R =`R IN +.3 I - 2. FOR SEAWATER E% OSURA C REIT TYPES OF PORTLAND 1,E =N-5 V,TH TRCALCUM ALLJh11 \ATE (C3A: CONTENTS UP TO 10 PERCENT ARE •RMI'' EOIS THE Wi CM DOES N0T EXCEED D 40. - 3. OrRSP AVAIL4M_E TYPES OF C=MENr SUCH AS TYPE It OR TYPE I ARE PE.RW TTED !N EXPO SAJRCLASSES.S'. JR S2TH_ C3A CONTE\ rS ARE ESS THAN $ OR 5-FACENr RE.SPEC TII L ` -1 ,:M0,NT, . THE SPE.: LIC S. A;RCE OF T`.c FOZ.ZOt-1 ^R SLA.^, iO:OF USED SHALL Nor BE LESS THAN THE AVOU T :AT H.A3 BEE_ 1 D-_'ERMJNED BY SEMICE RECORD TO IMPROVE SULFATE RES!ST.aNG :•THEN USED IN CONCRETE CONTAINING TYPE V ORIENT. ALTA NATLVE! Y. -HE AMOUNT OF THE SPECTF C SOURCE OF THE POZZG1nI OR S'J TG EE USED SHALL NOT BE LESS THAN THE A, C6DUNI` TESTED IN ACCCRD:+:\CE l!'. HAS M C:0:7. AVD MEET!fdG THE CRITER.4 ;N! a 5 I. 5 *ATEA SOL -ISLE C a ::R �" ON.^^%-,NTENT THAT S CCNTI INN -ED FROM THE iNGRED.ENTS iNC_UOING W A _R. 40CPECA TES. CEMENTTIOUS %IATERIALS AND P T. a- ALMX it". S BE J V=D Jn .NCR r VJX J t d. AS IJ:2T8 AT AD=cc !- N R V^ 5 EO!.:R_YI N SO.'7 :'.B L __SARI C SEE 13ORUNB^V D NDONC USED. COLD WF_ATT; c CONCRETING SHALL SE DONE IN ACCORDANCE WITH AG 308 R7B (LATEST EDITION) ' • !0. 1�LOINO: A`JJa' O! n, E%DEPT AS MOGFiC-D BV APPLIC49Le ROUE STAVDARp' 0-1 SEE - R I R- 4 - RGA s}]7OCODE OF LOS ELMS-1.'BOORf-0 ADDITIONAL EOL RCNBUILD f- DOvER\l\G CODE A� ! IOR'TV IS CJTY OF LOS ANLL 1_ES OEP,:RTMENT OF NIT AND ?PONCE PVSTC OR PLASTIC COATED CL IP r.0 SPACERS _.CN RE.- KI OnI EXPOSED SURFACES SLAB ON GRADE ('2;500 PSI � � t > 13. PIPES IN CONCRETE: PIPES MAY PASS TH A0,IGH STRUCTURAL CONCRETE IN SLEEVES. STJT _ I, SA'-ETY •. - - - - - S. CD3 --!C nyI E,."(`•VSBi:TY „^,•:TnC JR U'?E3.ONS:OIE •-O.I CG:iT.DXA�v:: v -!:'O:< T`!aI"''N'O THAT O SIBC6 'r:ACTOR TRCDr S. LO^.A r9nE50F OPEni-UOS WFLxRS. Ri:O: ANL w',ALLS, - M Y 1 1 SHALL NOT SE EMBEDDED THERSN TEES OR OVCTS G(CCEO hG ONE-THIRD THE SLAB OR \:•ALL THICKNESS SIinLL NOT RE PLI.Cc-D I,V TF'.E STRUCTI.IRAL CONCRETE UVI FS$ A. ACCEPTABLE RENFOP; ANG STEEL FOR WELD: AST M A708 IF WIELOINC OF REINFORCING STEEL OT'.E. THAN A704 TS DESIRED. SUD AT PROPOSED PROCEDURE R AO L ' 3' +g.. - r ?. NAIL GUNS: MUST B< E, `'Jt?PEO WITH A ;LUSH NAILER A.TTACHT,1 N7 FOR NAILING OF i L ..DDD SHEA lAI LS. FLCY'H CHEATHTNv PND PYJ(f5 E.rNNG.-'- U. NOn! SICTIiAA::.:.!a REOL'Rin!O SPECWI ?XJviSCNS. SE A%.'Y•:tEC P.AL, MELT'M:.rn . FI.VA'B:VO.eN'C 1EGia:aL JRA'.VIh1i.S EOR NOh.S-RIr-IJVLITE•:Sc.E :L �S.�.^+•EC.'� -1-1-1..-1-1-1 ) o L- SPECIFICALLY DETAILED. - _ F !4D!CA.T NC OONFORA )NCE TO APPLICABLE V"__ AND REOUREMENRS OF GOVERNING e. A•2AuiT,+.LS SUBI,FI r0 •RRC•.:P_CT (STRUCV,:Ia ENGoNE=R) AS wDYCAT_O ON Si•a ZTUPAL _ .4xvNGa A. V `r"=C!!'G.ai!O.'v'S, O[N[TL.L CC!TWC'OP SHA' L 4c•AEv: A'B`.t:TTn.L-CR ,.. Ex.., 1 C AVATED-.:J.R'-ACES. p... �'; _ 5. WAr E? FxaOSJRe A T BU' D'NCI PER N•=TER FCY.JTI\C,S_ 4T NOMAS WHERE 5'DEv':AL:CS OR '• , U W /Y��/ t r L'TH'ORIrY. TO ARCI-f TE T SMR CTURAL EVGNEERI FGR ACCEPTANCE AND TO .`eCOo: v_iEK855 •,uC C.nMaLTAJ:DEV: LTH COT!TR,ACi COI:JNE.uiS T+RAR TC v'EN:SSIUN PAVING CO NOT V'M.E•DATEL R' nOJOI V S L4,`I_RL. PRO,/10.= PCS TINE ORA NAGE A:Y1'41' . 0) 14. F%POSEO CCRNERS: PROVIDE 3'A• CHA,V+ERS AT AU. EXPOSED CORNERS - ..OVERN NG CODE AUTHOR', . FOR APPRCVA!. PRIOR TO EXEC!ITION B. `: FLCER CERTIFICATION: GOVERNING CODE AIIP.!ORT', - - ! °. REL.J-STFOR NFCRMA n wJN :Ft )SSLE1 ,I LS-CCCMPA.NY RFIS WITH a ARBAL STruCT'Vr AL FOUA'pATOr. Fe °'AA'G,.A}!S - - W 15. ARCHITECTURAL DETAILS: REFER TO ARCHITECTURAL CRAVANGS FOR REVEALS. AREAS OF REOU!RSO - - - - - - - rS OR :J,OL'i:V^.! OCATXIN W OIJEE.T.NJ AND AGFECTD STTN�PJReL A!EMBERS CCar PARTIALPLAN FROM STRtY..VPAI CRAVUu.OS ANO INi)A7AT C.RIO LINE ^E_ l,.L'JENO TON ExQ_. i WHEN E\QOSE71 V _ EF10:-CrE:^. P'?NT=nS AY C' R4!NACe GSPROM UCT'JRE or; _!_R - L�"�� Q00 TEXTURED CONCTEIE OR SPECIAL;:.!3HES.!REM TO BE CAST INIO'FFIE CONCRET-c. CURBS ANDSLAT DEPRESSIONS. "' It. BENDCOLD L!.1LESS OTHERWISE ACCEPTED BY ARCHITECT LCTTJR<L EN:NEER). DO NOTFIFLD-BFND REINFORCING STEEL BARS E:.IBEC ED IN CONCRETE LCCAT.OHS AND FLOOPL_h•EL ALSO PROVCE a,:OPF_RLY QiAtv.N a IOINENMO S( ETCHES ^ S.uSrwYINOISSUES VD CCNTFlACTOHS?ROPt)SE�SOLUTC:`IS. 'H_'.`_a%Rn?r!S.AFR'c Ntii D/7'G (� ' UNLESS OTHERWISE ACCEPTED IN WPTRNG BY ARCHITECT (STRUCTURAL ENGINEER). ACCEPT.Ay E SLJ851ITV TES TO EN -LIE.- ST�L-'CHES C•,PPERS IS NOT FERN. ED ONTO SOLS WIT:, N FIVE FEET OF B.UILCING TREATED_ BORATE. ILLI ' j. - PIJTE IS TREATED ANTH • 16. ORYPACK OR GROUT: SHALL HAVE 4 WNI.MUYI CD.V.PRESSIVE STRENGTH OF 2,000 PS! AND PSHEIS. ,H_ ER'T0=LANS FOR S!LL PJ r_1•/SS'•ER=(ECJ!RF\•ENI S.; • _ FC-v:EVI'.JCA'TRP.T =_VTAREtt _ _ !_MEI`ER. PREFER TO O=C' .'HNICAL RE'ORI:-,-JR CDVP T_'EC-' F:FME.1:TS g BE COMPOSEO OF ONE PAR U PORTLAND CEMENT TO NCT 4Jir THAN THREE PARTS SAND. 12. LAP SAUCES: PROVIDE CLASS B SPUCES UNLESS INDICATED CTHEWASS. ' 7 r;0!umACT COCI:iIET!TS VSE. DCCUuu�-F. n! TS.Em BENFL= Rte-•TTED': UOPJt AND BEAM E:_VELCF3!G EJP l-LAWs i. 9RN!C Y=s •, "• J - -I I. CONCRETE C04•PRE-SSIVE STA N.. R: ALL CCUCRE, SHALL ATTAIN A A INWL).A1 ,. -- _ _ _ WOOD FRAMING O:SlRE•.V{RES TO RITE EA:.:EOTe rE A-E.NT✓N!OF eFF!+I_CT:ST:i1CTr.T:,i. ENC'i.'EEPI BEFORE STAmNG10Q . P 2 �, I ��// (''' ®9 NAILS T [ LA SA4W! LUMBER: ALL EXPOSE= aiPUCTU,-NL SR iiMBER SHALL BE ALASKAN CECAR AND NDN -EXPOSED SAViN LUMBER SHALL BE TX'UGLRS FIR LaPCH I`UIh1 Ii+P AAAluA1 MOISTURE p!AP'HRFCN! NAIL NO: ALL FLOOR SHEATHING, RGI> SHEATHING AND SHEAR PANELS A S:AIJT:G D- T9F-C.S'. NOT FERA:ITTF,D I 1 1 jj�� I L�f I CONTENT OF THE FOLUYAlNO GRA.}_S. CC•NrOMI.tOG TO STANDARD OPAD NG P•JLES cop ASST GOVSTRUGTFO USING YVGDD-flASEO STRLTCPJRAL-US= PATO=LS SHALL BE -r aSTEN'EO B ApyTONALS CJ%.PJReL RE^'J!nEM=NTS' SEE G'EC:F ATJn!$, • - - "A �/l� IX 3tT: UMBE INC` :7, UNI.ES:i NDTED UrHEaYJISE, THE LVAIBER GW.iJE;i 45 SPECIFIEOBELOev LOATH GONA:_ NAILS •,AR05••'AR= S! ALL CIE NAILED PER M+.NUFASTURERS C iUYOFY.T CEON=TRT xARC"ITECVrfA, ORT,':: _vOI:FCR Fu �iNO :cOM�RY ^. BUT ' - REOL".REMENTS, OTHz RISE SHORT NAILS MAY EE USED. NPO: NG SHALL BE PER :.ICE ` But!! *NG CODE UNLE%:LUTED OtHE'R.IYISE ON THE PLANS Ott DETAILS. NOT L-'Nr.:N TO ;OF JE cL OR 4'O SCO= ELEVA.TI - S. vFAES50i IS, 9_CFES, CLASS. 0 A.v;S. ICF=NCH35. SLPB ANDRCK EL1G-c LOOPTAI\'S: YVALL CVERA:.LDIMENSXIN'S, AND SIZE AND SLAB ON GRADE ('2;500 PSI ym+_�y. ^� ` p Q B �` @y - 8 p OF"MNG Y4 -LL 2.5,0 PSI x,85 - _ LO^.A r9nE50F OPEni-UOS WFLxRS. Ri:O: ANL w',ALLS, - 0 Ii�J 7 ICL9,.d/ S•'ALL CON. 'ORM T9 Tr IF BU LJ NO (:ODE NOTCHINGAND B(ORNC Ci $TIPC.i AND TO P1. '0 ^LOGE. R AO L ' 3' +g.. - r ?. NAIL GUNS: MUST B< E, `'Jt?PEO WITH A ;LUSH NAILER A.TTACHT,1 N7 FOR NAILING OF i L ..DDD SHEA lAI LS. FLCY'H CHEATHTNv PND PYJ(f5 E.rNNG.-'- U. NOn! SICTIiAA::.:.!a REOL'Rin!O SPECWI ?XJviSCNS. SE A%.'Y•:tEC P.AL, MELT'M:.rn . FI.VA'B:VO.eN'C 1EGia:aL JRA'.VIh1i.S EOR NOh.S-RIr-IJVLITE•:Sc.E :L �S.�.^+•EC.'� SHEET # Fl•�- FOR C 'A\)1 R I' �• -STj-�'� TI\ ,.. Ex.., 1 C AVATED-.:J.R'-ACES. p... �'; _ 5. WAr E? FxaOSJRe A T BU' D'NCI PER N•=TER FCY.JTI\C,S_ 4T NOMAS WHERE 5'DEv':AL:CS OR '• .lAL VR SCh y P CA--ON$,OF THEY NCLUOE BLT ARB NCi ySnI TC, Lq:. t r Ci HER':: S= - - - • - •f'w PAVING CO NOT V'M.E•DATEL R' nOJOI V S L4,`I_RL. PRO,/10.= PCS TINE ORA NAGE A:Y1'41' .+ NAIL Y:M1Nt1FAGTURW,+. Ai_N.VLS. \LUST BE DOA•:ES'.ICALLY V.ur.: L.TUREOn MEET THE _- OP ZE AN SIZE . J _.IAETE NSCF CPE T NCS AND ;IZE STRLO.,MB TWOAK.0 LOCATON - 1 CONVENTIONAL J.' COV`/E\ '3NAL VG: aL_ GJN`/r,NT;O W' cRPU- P RTIOA!S CF HE $-?tr:TURi ' - -` 1:,t: - REOIP.REMENTS OF THE CURRENT BUILDING CODE. ...., i ., AN !GGTP. N OP COLIC.RE = ;AiRB>An!C PADS. ANC BIL, AND LO.::,r:ON 0= PIPmO, pJCP.VDRf., aVD O w . t• _ ._: r - y. g Y - 'i A: '" . • . •r ^E_ l,.L'JENO TON ExQ_. i WHEN E\QOSE71 V _ EF10:-CrE:^. P'?NT=nS AY C' R4!NACe GSPROM UCT'JRE or; _!_R - L�"�� .• ..LBE.LI, ORPE .I. GALVAN'ZPDNALS: ALLNAILSNTOPRESSUETT'IE.AFEDLI\.BE-%KLI C ECAi?•AE•. A, GES n•O:'eTED ORUS?-EA^.EO FRO•A STRIiDT..0. 'lE,6Y E\ACR S!ZE AND LJ(j'-'ONO 'V' E.Iiv: T+. EOUW>nEN; `.,PVUFPC;R.RCR _ a D/7'G LDOROT!.R GALVANI!EAPPROVED COATING TO RESIST CORROSION UNLESSPRESSURE 9 _ L-> P,;.,YISHN.DAST'ALLINCC.`A:' CEw• LciILLYC'ONSIIT,JTPJ PUBL'.:AUr.'-:GRIPES _ 11. 1`!alE `l '-15..'P NJN-SILL P' A' ARPL.. AT!OU V.V YIJ?,1 SIZE FCR V„4'TE ^ L.Sr F • . C•,PPERS IS NOT FERN. ED ONTO SOLS WIT:, N FIVE FEET OF B.UILCING TREATED_ BORATE. ILLI ' j. - PIJTE IS TREATED ANTH • Ih 'PLC:C:D!!wC: 11--• CDUNtt AYCLGL O4 NAN:XS 4:JS:.=ETTURCERSCFSTA'E PSHEIS. ,H_ ER'T0=LANS FOR S!LL PJ r_1•/SS'•ER=(ECJ!RF\•ENI S.; • j. r .' tt ; _ _ !_MEI`ER. PREFER TO O=C' .'HNICAL RE'ORI:-,-JR CDVP T_'EC-' F:FME.1:TS . CONCRETE nJ P LAxcENT xu•.+'s .)=!CART Y=s •, "• J - -I I. CONCRETE C04•PRE-SSIVE STA N.. R: ALL CCUCRE, SHALL ATTAIN A A INWL).A1 ,. -- _ _ _ F11REMIF-S eh00PFN31G5 V 11..AAI-M"S VG PEIEIR ION, S O -1 EI•E. PIPE GR CO.N(XJ:T Shall OCC •L :PAL MEMSE.5 :N::L.,CAG FCOF"3S 3L.NRS. WALLS. LYX P;S. ML BEEA.•ASONLESS SF=C!:-CALL. SHO:,N CR P 2 COMPRESSIVE S: RENOTH A5 SHOWN IN THE TABLE 2 BELOW AT'28 DAYS. U.N.O. OV WOCAI=DON STRJC IURti C!wv:;NOS. PLANS SEE ALSO SULFATE CONTENT NOTES. 2. GRADE STAMPS: WHERE POSSIBLE ALL LUMBER GRADE STAMPS SHAL REMPJN ON - . - ,L. TVP.C.-1L P'aA 5. CST ON SL` SERE$ S•EE'S AR. 4PPL'C48LE BtWUU'+JJi?W JEOr tYH=cE..=R LU\:BER ARES iNST,AU,:iTIOM. CONVENTIONAL L'JMR_ER S.H.ALL MEET COC. P5 20 REO. 2.. AGGREGATES IN CONCRETE SL:ALL BE NATURAL SAND AND ROCK (150 LBCU.. D A P'E DE -Et D xAD aN CCGPS AN.O NP. R •OIC 2 SPCCtrL P,- .XD CN 0 NO 5627 , CC..V=ORA:NO TO ASTM 1,33. AGGREGATE SHALL HAVE PROVEN SHP..NKAGE STRUC.TLU?A,. DR4AINIG S. CC-WFA.C, 0. TS RESF' _NSL==OA : ENT= G T EPF S.c rALs AND . 3. P-SSL'RE TTEAr-EC LUMBE R:ALL L`i:1G BEAFR,'NG ON CONCr1ET a OR MA.SDNTIY SH.tL CHARACTERISTICS OF LESS THAN 0.05. PER ASTM 0-1$1. CO NOT CHANGE SOURCE OF U::OERSiAV Rv+O EXTENT OE Y.E:a AaFlf-A.;'CN: ?RIR :O PSRFORMND YRORK - m BE FRESSJRE TREATED FIR. A_ MAILS TO PLATES TREATED •Jd BORATE MAY BE ADrJgFG4.'i c D'JTaNO COURSE OF 1vORK \+A THCJT W'RR'rE,AI CC•NSSNS C:= ENGN!EEFi, � P- /30/14 X STANDARD NAILS. FORALL OTHER PRESSURE TREATED PLATES, USE HOT GP . - E a i EARTHWORK AND FOUNDATIONS GALVANIZED NAILS. - " l' CEMFNT:S!SL BE PORTLAND CEMENT C -INFORMING TO ASTM.^,150. CEMENT S! TAIL BE i. - y, STT •, Py P PE it COR AS PEOJIRED TO SATISFY SITE SOIL CONDITIONS. REFER TO TABLE 4 FOR Gr_OTECP INICAL REPORT: PERFORM SCFLWORK COMPLYING WITH FOUNDATION <. PLY1"i00DfJ58 EACH X;000-aA.E{-D STRUCURRA_ USE PA\E USED FOR DIAITHRACM COV! -ETM CEMENT P=OV!REMEN IS ON SOL CONTAINING SL FATE. REFER TO TAPiE 2 _a G\ BAS'_D JV REGOLUNENCAr!O\S!N SOILS REPO'!r. SEE S!.-U0r JR•AL CO\-iTRU:TIUN $N!ALi :,E HDENTIF!ED OY .A RE-GIS-E.RED STAX;P OR (RANO 07 AN FOR MAX!MUM `.PATER TO CEME\T NATIO. "• COVER SHEET ;SCS: FCR SOILS REP OA' NUMBER AND OA IS. _ - �C. (O` - "IGC-AFPROIED CO\!PL!4\t.EAS.S!JR4NCE AC.EVOY.N:DOG-BASED STRUCTLIRAL1iSE , •YI a - OF CA�\c ~ .- PANE S.ALL.1iZET -•+E R_ -U REMENTS CF DC-:: ITS 1 OR PS 2. ALL PANELS SHALL BE - 2 ..J_J'A'.:BI E FO.:.^:.^ON CES'..^.V v,ALt/ 5 R FOi cCH;NCAL REPORT VALVES OL: ..! . _\ ERL,R TPP= GLUE \ =TIN •.PA SPEC F!CA i I.^.NS. PLV ELS FERMANENTLY EXPOSED "O THE OUTO'JC-,S SHALL BE EXTERIOR TYPE e 5. METAL CONVEC-ORS ALLMETAL CONNECTORS SHALLBS THOSE,1,ANUITACTUPEO BY !^ R S MGSa7L. OVG T.E Ca USP.LUN!BER CONNECTORS Ti NAILS FOR THESE CONNECTORS^ P P= F - mEAS F R CA ^,TTY Cc THF SHALL 'ED BY THE MAMJ�40TU. c S O ., PAL HARJVI•ARE. ALL CAL OUTS _PEP TO S MPSON PRODUCT COLE 4510 NP,M-ES. PEE=R TO C -?CSS REFERENCE TADLES PROV.DED By USP!N THEIR PROCL CAT.J CxiS. 3. BOLT HOLES: ITV WOOD SHALL of ':32' TO 1:15'. L AAr3ER THAN THE NV :!(NAL BOLT r WITTER ALL BOLTS SHALL RAVE A STANDARD CUT 1': ASHER UNDPR:'HEAD AND :VITT (UNLESS -N O GTHER - 7. BOLI S S _rS U EJ 'LTJ C4\ (,' TOYS SHALL SE 4STN' A.307.Q.N.O. ALL 'Y. . CONCRE TT E STRENGPH i•' a'Y _ 'GGNDrP.OV STRENGTH. rc '•W.ATER C MEN, RAT., MAX. SLUMP SLAB ON GRADE ('2;500 PSI FOONNIO G GRADE ELM - 2.530 PSI r,.6 L 48* OF"MNG Y4 -LL 2.5,0 PSI x,85 c c 1- _= OF DEBRIS OR LOOSE SOIL. SLOPES CES CF EXCAIA RTW NIP :ESS THAN 7. .. .. - EELO`:: MAY BE INCREASED 13 PERCENT OR- BEARNGCAAAGIY: SEE RROJECf OES; N'CRI _ICP. - B LATERAL EI_AAW, PRE-AS:i .RE' SEE'PR,',i=Ci CPS(:V GR!TER:M1' . r CP ERIC. -AGA, SEE PR,')JECT.iE&I CRITER A ]. .`-•FRR.ED-D:N=L A, 'EECXGOAN!lA•T10V5. BAC;.-_ ANED EJO\a.Cl \V. _BHCKf1' wMPLY WITH iT FjTry,ALR•-CRTnV^REOP, - VN -S -,?„ERN NGO:_ LTHORRVnND _ DATE: 1, 2/24/2014' T.\L:R (;OLX Tn\LFJI'i SPEC?'_ I.45•T^_CT!On OF GEOTEv'R.CA! „ _ VI 4. 11EP4 AT!ON OF SGL TINDER BUILDING PAD: SFE CECJTECHNCS` REPORT FOR F _ Cv RJCAVP TION OF EXIST IVOSOILANCINSTAL1iK>,V :JF PPOPFR_Y CCl1=•ACTED, ° _ _K - - -14-2252 JOB NO.: NUTS A.\D -BOLTS S: A__ BE PL -TIGHTENED EROS TO THE APPLICATION OF SHEATHING_ 5.=OUNDArON EXCSVAT!ONS' FOU\DAr-'.':S .4^_.E TO BEAR ON F.P.=%:STINri SOI! OR PLASTER. c:C. 3. NGU_�RINO J1T!NG r. KTURAL `.IEMBERS HALL NOT EE OUT POP PIPES.MFC. I. •.MITA CLE4.,_OV•rT!V COT\ Mc rH_cp!LOLVING.%T%1PLP G_1R LIS: A.1:L,ES- BET::EEN RENFORGNG STEFi :,NC .ACE OF CONCREE y:A! L BE NtAI!vTi.INcD UNLESS 'EC OTHER':.ISc. r - - APPRCV_O L•JA:P•.CTEu F._L .•S:NJIC'CrE ICNGEOTEC"NCA_ REPORT. EXC.AVATIONS.w FTC BE INSPECTED B'/ OEOTECHN:CAL E^:.^sVEER PR;OR TO PLAJ �VENi G' c!NFOR^NO.-_ ,- AA\J: JRYI:'JERK EN,i: Pc EXGr,V•\T!CNS AR= C' EANC i)Ry+iN� . UNLESS SFEtrIF .CALLY O-NLED. NOTC! r:NG Cc HOR.ZC,NTAL S Ji TL.RAL %IEN'DERS - s. . � _= OF DEBRIS OR LOOSE SOIL. SLOPES CES CF EXCAIA RTW NIP :ESS THAN 7. .. .. - S•'ALL CON. 'ORM T9 Tr IF BU LJ NO (:ODE NOTCHINGAND B(ORNC Ci $TIPC.i AND TO P1. '0 ^LOGE. R AO L ' 3' +g.. - r _ `.l'V+\:. J\' SLJPc I.VD.r:PTEG:V GcO ^:n\'T�PL RE(`OHr, C.4SF CC.Y,:. F'!E : RECTLY ,:NST - - - �_ SHEET # rE5 .SHALL CONPL.3M T E BUILDING . .. O _ �. BEAM BEARING: ALL BLAHS'O BC SUPP'JRT EC t` i ! FULL BEARING U VLESS NOTED . :R , 1 • •* a ' . . 1 j 1 'T . �� 1 Y ~RVE ,.. Ex.., 1 C AVATED-.:J.R'-ACES. p... �'; _ 5. WAr E? FxaOSJRe A T BU' D'NCI PER N•=TER FCY.JTI\C,S_ 4T NOMAS WHERE 5'DEv':AL:CS OR t r Ci HER':: S= - - - • - •f'w PAVING CO NOT V'M.E•DATEL R' nOJOI V S L4,`I_RL. PRO,/10.= PCS TINE ORA NAGE A:Y1'41' i •. - 1 CONVENTIONAL J.' COV`/E\ '3NAL VG: aL_ GJN`/r,NT;O W' cRPU- P RTIOA!S CF HE $-?tr:TURi ' - -` 1:,t: -POM $TPUc. URE AT BLi :ti, - =R TS^n=c RR!r l_ Vt:.^.,-R Mc .- . _A,, • _ _ I . : •i1N ES NOT PERM[TTED -AIN R - - OF ? ' cP y PERM1IETERFOv - , :SN1 r�AM: _ _J O ,. T T ARE BL COhSTRJCT_- _ 3ErDTION 2_X':5 ^vF T -E CBC. w . t• _ ._: r - y. g Y - 'i A: '" . • . •r ^E_ l,.L'JENO TON ExQ_. i WHEN E\QOSE71 V _ EF10:-CrE:^. P'?NT=nS AY C' R4!NACe GSPROM UCT'JRE or; _!_R }� • _ a _01 DUES MT•! AP? !GBS r.:10E SCAf.ARGE -RL.V. DOWN $'rLITS. ?: JOF CR,:!NS,,NO •• • w _ 11. 1`!alE `l '-15..'P NJN-SILL P' A' ARPL.. AT!OU V.V YIJ?,1 SIZE FCR V„4'TE ^ L.Sr F • . C•,PPERS IS NOT FERN. ED ONTO SOLS WIT:, N FIVE FEET OF B.UILCING _.. F <, PSHEIS. ,H_ ER'T0=LANS FOR S!LL PJ r_1•/SS'•ER=(ECJ!RF\•ENI S.; • j. r .' tt ; _ _ !_MEI`ER. PREFER TO O=C' .'HNICAL RE'ORI:-,-JR CDVP T_'EC-' F:FME.1:TS e �.� -.rz=- t.>E•-•,. ,- .. ...-,__,c! _, h. - «. _ z.. ..,r,->,-.0-„ _ter".� nr-.. r ._ a. ._ .. _., .._.., .-T- ,v, - - - - - - , N AL:1'NF RM" ~INNOVATIVE GEflTECH IC 0 ATION � _ Y �3e STRUCTURAL al' _ 1. REFER TO STRUCTURAL COVER SHEET. (SCS) FOR ASSUMED SOIL VALUES OR VALUES BASED ON THE . ' ENGINEERINGPROVIDED GEOTECHNICAL (SOILS) REPORT. i 2. THE OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO REVIETHE SOILS REPORT PRIOR TO COMMENCING 29970 TECHNOLOGY DR W CONSTRUCTION AND VERIFY THE PLANS COMPLY WITH THE CURRENT SOILS REPORT RECOMMENDATIONS. SUITE 212 :.. _THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IF THE SOILS REPORT DATE SHOWN ON SHEET (SCS) DOES MURRIETA, CA 92563 - . NOT MATCH THE CURRENT REPORT DATE. THE OWNERIDEVELOPER IS RESPONSIBLE FOR UPDATING THE TEL: (951) 600-0032 ' STRUCTURAL ENGINEER WITH CURRENT GEOTECHNICAL ENGINEERING REQUIREMENTS. FAX: (951) 600-0036 + www.innovativeStructuralEng.com 6 FOUNDATION NOTES - - 1. REFER TO DETAIL PACKAGE FOR TYPICAL CONDITIONS NOT SPECIFICALLY CALLED OUT OR NOTED ON • - `PLANS. ' t 2. FOUNDATION SIZES, DEPTHS, AND REINFORCEMENT SHOULD BE COORDINATED WITH THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT. SOILS ENGINEER REPORT MAY REQUIRE ADDITIONAL ITEMS Y NOT NOTED ON THE STRUCTURAL PLANS. -3. - CLIENT/OWNER SHALL ADDRESS CORROSIVE SOIL CONDITIONS. FOR HIGH SULFATE SOIL CONDITIONS, MITIGATE PER ACI TABLE 4.3.1. THE CLIENT, -OWNER SHALL HAVE A CORROSION ENGINEER PROVIDE MITIGATION RECOMMENDATIONS FOR ALL OTHER CORROSIVE SOIL CONDITIONS. CLIENT IS RESPONSIBLE TO REVIEW STRUCTURAL PLANS AND DETAILS FOR COMPLIANCE TO CORROSION ENGINEEFPS 4 4 4 RECOMMENDATIONS PRIOR TO CONSTRUCTION. SDI SDI SDI - ��kr FOUNDATION LEGEND X I ( X I I X CONC. PAD FOOTING PER PLANS AND DETAILS X J 'L_ J L LJ �! BC DECK FRAMING PLAN • SCALE : 1/4' = 1'-0'. DO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS f , ALL CONSTRUCTION DIMENSIONS MUST BE VERIFIED WITH THE ARCH. PLANS ' --- � W L0 J' — � W L0 J' — pW5;a) w _ 0 W Q �(nU) p QCE<Q m UwLoz C) W J '0 D Z !iLDi & SAFETY 'g'Q a N ITL .G A PPROM DEF' D FOR CONSTR� --- --_ BY PP N Q• �� Zc C No 5627 xp. /30/14 ��' STgUCTUPPy r1�P 9TF OF CA01� DATE: ` 2/24/2014 JOB NO.: 14-2252 SHEET # si __ .. .. ., ,,,,.. w ....,, ,.. ., ,. f^.,.y. ,. .,ti. •. ;. _,. ...._. s., ...c......- sem- _ s... .:a •... .,3.-: t , ^'i1. r.�.. -,1 INNOVATIVE FRAMING�NOTES STRUCTURAL l _ • 1. REFER TO STRUCTURAL GENERAL NOTE SHEET AND DETAILS FOR INFORMATION NOT SHOWN ON THE - T ENGINEERING FRAMING PLAN. 4 - 29970 TECHNOLOGY DR r - - _ SUITE 212 MURRIETA, CA 92563 FRAMING LEGEND..4 &'SYM.BO LS .a TEL: (951) 600-0032 rt FAX: (951) 600-0036 www.lnnovativeStructuralEng.com ~` -�-�-- INDICATES NEWBEAMPER PLAN W- } INDICATES BEAM CALCULATION NUMBER 4 INDICATES SPAN AND DIRECTION OF DECK JOISTS PER PLANS REQUIRED ' ATxz�'U.G.. ANCHOR/SPACING INDEMTIFIES DETAIL CUT LOCATION. REFER TO DETAIL# ` X AND STRUCTURAL SHEET NUMBER FOR MORE r XX, DETAIL # INFORMATION. TEXT ABOVE BUBBLE INDICATES REVISED SHEET #, HARDWARE OTHER THAN NOTED IN DETAIL 3 3 SDI ; 3 SDI SDI SDI 0�'� - DBL 2x8 PJM DROP BEAM Zi o • o a� , SDI SDI SDI Al SDI i EXIStMG , E sTRI1CTlJf� Ii DECK FRAMING^ PLAN ---- --_ - - - _ _ SCALE : 114' = 1'-0', DO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS • ALL CONSTRUCTION DIMENSIONS MUST BE VERIFIED WITH THE ARCH. PLANS +, W W � J ZUgN 0ZJ�-. W 0 5;LL1 W Q p O,�cnU. Qir UwLZ o Ww(3'-D z a 0c) CQ U) U P io .rP 241 O CO No 5627 xp. /30/14 x SrgUCTUPP. 9TF OF CALIFOP DATE: 2/24/2014 JOB NO.: 14-2252 SHEET #- S2 2xb III RS- v ; •4MTO EA 2a MUMff DE)%JOISta PEI! saw To 44 P0m %scriL . t JoleT TO 2x MJM - E)a6trG a.oDR Jo1bT Uea• DROP MAIMOR FER I �� PM amma TO RM OR 2x D8MW V - I 4x4 FOOT • V -V OL. ti V x V 8CFEM TO I MAX, F- bt EA D= JOIST 0 fiOOIR JDSTB f9R - PRLM ABOVE • 6' = - 4— A- • 7R RMS d « ( X PT Nf6 %' t Zti EA 211 IC B lLi IP MEh62R %4WLAG SCM- ~- - I warts • Was.. . - 3' TNREAO EMBED MO _ a - s 2x DEM JOM • 61 or- FROM DROP BEN'LMN@•IM $ tg. _ FLAN, I ABV. t A* EA JOIST TO SEE COAL 6AlD1 . - FCR ff0wTm NOT - 'j �( A 6N)W ►ea -' . - fG6T amFG6i CAP a ,� _ •• ; •6x DROP MAIM \ .r._. n) Yo Som Pm DRAG AT DECK PHiPLANS E97ALETTPICAL k4 FM TO DBL i� Drrd16 d D1T7P• SCALE, KTA v SP46frl W Tffb FM FLAN, • EA . o DEM=T Al - V BOLT d NR 1 CAP AS OC)iffi } . FM FLAN( - EM FMT •. OPOWN GMILAR BurONLY IMPU ES aae - #- .. , IOC GRACE - -, - • r - • - - « .t - t KNEE BRACE 4 _ `� 3 DECK AT EXTERIOR - , 6C.4LE, KTA - •..SCALE, KTA p 6x PMT FM . - - ' • 2x6dw Vx8' ANS .• + FL� 5cros TO EA 4x B P08T ALA N TO 2xb d!2) W IA >x Y6tTICAL - • 6CFMM TO EA 4 �� 2x DEMCM TO EA JOIST 24 VERTICALS.• 830-13 TO RMB -- x_ x eaeE Fee—` — ,� — DA - \ - - J N 7x.(2)%0. 7x DECK JOsiS I JOi8T6 d (2) Vxi' ( PER PLANE d (Jt -Z EaLAL 0 TO a SCFM TO EA BOTTOM 20 W44 TO J015Td - d �11 2x LEDGER dFASTENER( a 6.OG d FFZM ABV. 4 %'"' : $ : - aLAG BOLT, •.6' OL. o 4a,4 Flll 6TAOGEM Ab SUN LONG PAD -° OL MAX d C)) Ly1 TS FCOTM PER . a ° d - BOLT, to Dtrm LAG BOLTS MUST SE FLNIS AB ° 1415 OARS aeni d Kn 1 VASHM Maim M MH Ih• ' omm - � � • EA 4 POST ' ' PAM EWWA Fin - 1 - 4' Q.R DBL 7x RM d , Zx MKIS • EA POET V1F• 0044 ..J— TYP, - - - - d (4) PASTENM FAMENEFB FWM ASV. FIRM 1 AU -Z • EA PRE -DRILLED NOLE5 .. - 1 P-0• - - I - • 6' OG 4 dI OF � a -. _ .. ..� . �_.:. � ::: . , • -_ ,. ._�= DECK-TO"NOGSE CONNECTION � :.COLIJMN"�OOTING" 'DECK"FR<XMII�ICi''®"EXTERIOR.,'._,. + rJ' h � _ .2 . SCALE. KTJS, SCALE. KTA « SCALE, KTA t . J =: INI�OIIATIVE - i4 STRUCTURAL � . 11 full, ��- ENGINEERING _ 29970 TECHNOLOGY DR �a m„ SUITE 212 ._ MURRIETA, CA 92563 TEL: (951) 600-0032 r^ FAX: (951) 600-0036 wwtiv.InnovativeStructuralEng.com � J W LO Z .�N Z J N ' W >Ll1 Q W �5 (/) U C UW Lf) Z Q rn Q ITY cc- �17 /�� ( c I�L..PPyy E § -V J C!^ 4ILDING & SAFET" DEr� APO 0. . r -OR CONSTR JC i 101V 9VOESS) . �o C7 No 5627 xp. /30/14 Z TRUCTU\AP' OF Cp, tjc- DATE: 2/24/2014 JOB NO:: 14-2252 # - .SHEET - r t