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Specifications (6) S /( - )/?S' RF CPR\191 M X 02 2016 STRUCTURAL CALCULATIONS FOR PATIO COVER 9888 SW SATTLER STREET TIGARD, OR 97224 omattiop•- tF,DPfO GIN ``''ss • 'P r, deo RENEWAL DATE:6130117 Engineer was retained in a limited capacity for this project. Design is based upon information provided by the client who is solely responsible for accuracy of that information. No responsibility and/or liability are assumed by, or are to be assigned to, the engineer for items beyond that shown on these sheets. • I1 C. Project: STRUCTURAL Client: AMERICAN LEGACY HOMES Proj,No.: 16-153 ENGINEERS Date: APRIL 2016 By: BWK Sheet No.: 2700 SE HARRISON STREET,SUITE B,MILWAUKIE,OREGON 97222,503.607.0481,FAX 503.607-0486.broa@bkengineers,cam G-1itJ UPer c?A ���p ib/6 3�0 frim' E1 V MIL( j144LAA g.. 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Project: 9888 SW SATTLER STREET PATIO COVER STRUCTURAL Client•.AMERICAN LEGACY HOMES Proj.No.: 16-153 ENGINEERS Date:APRIL 2016 By: BWK Sheet No.: 1 2700 SE HARRISON STREET,SUfr813,MILWAUKEE.OREGON 47222,503-607.0481,FAX 503401.0496.brupp ppspopo Wind Loads for Main Wind Force Resisting System(MFRS) Using ASCE 7-10 Method 2 for all heights(gable/hipped roofs) Project: 9888 SW Sattler Street patio cove Project No.: 16-153 Date: Apr-16 Vat: 120 mph Building Dimensions Vas,': 93 Cp N-S wind E-W wind N-S(ft): 52 Exposure B Windward Wall 0.80 0.80 E-W(ft): 72 lb„: 1.00 Leeward Wall -0.50 1.30 -0.421.22 hm(ii): 15 Kd: 0.85 Windward Roof 0.11 0.68 0.14 0.71 Roof Pitch: 4:12 G: 0.85 Leeward Roof -0.57 -0.57 Roof Angle(deg) 18.4 NORTH-SOUTH WIND EAST-WEST WIND ca,(psf) 10.8 WALLS ROOF WALLS ROOF LW"-P": -4.6 LW"-P": -5.2 LW"-P": -3.9 LW"-P": -5.2 HeHeinht K a,(psf) WW TOTAL WW TOTAL WW TOTAL WW TOTAL J'ft.). "+P"(Psi) "P(Psi) "+P"(Psi) "P"(Psi) "+P"(psi) "P"(Psi) "+P"(Psi) "P"(Psi) 0-15 0.57 10.8 7.3 11.9 1.0 6.2 _ 7.3 11.2 1.3 6.5 Sheet No.: ''t.. BK Engineers,Inc. WOOD COLUMN DESIGN(PER 2005 NDS 3.9.2) COMBINED BENDING AND AXIAL COMPRESSION Solid column PROJECT: 9888 SW Sattler Street patio cover DATE: 04/19/16 PROJECT NO.: 16-153 BY: bwk DESCRIPTION: LC 1 -0.6D+W INPUT Axial load: 1060 lbs. Fc//= 560 psi Fb= 600 psi Le= 11 ft. E= 5.68E+05 psi Duration factor= 1.6 c= 0.8 d= 5.5 in. b= 5.5 in. SUMMARY Moment= 1265 ft.-lbs. FCE= 811 psi fbl= 547 psi fc= 35 psi Cp- 0.656 Fb'= 960 psi Fc//= 587 psi Pc= 896 psi fc 2 + fbl = 0.60<1,Therefore OK Fc.// ( Fa 1-(fc/FFE)J Sheet No. a BK Engineers,Inc. WOOD COLUMN DESIGN(PER 2005 NDS 3.9.2) COMBINED BENDING AND AXIAL COMPRESSION Solid column PROJECT: 9888 SW Sattler Street patio cover DATE: 04/19/16 PROJECT NO.: 16-153 BY: bwk DESCRIPTION: LC2-D+0.75S+0.75W INPUT Axial load: 3705 lbs. Fc//= 560 psi Fb= 600 psi Le= 11 ft. E= 5.68E+05 psi Duration factor= 1.6 c= 0.8 d= 5.5 in. b= 5.5 in. SUMMARY Moment= 935 ft.-lbs. FSE= 811 psi fbi= 405 psif� 122 psi Cp= 0.656 Fe= 960 psi Pc//= 587 psi F*c= 896 psi fc 12 + fbi = 0.54 <1,Therefore OK Fc/I Fb[I-(fc/FCE)J Sheet No.4' BK Engineers, ect "scgig mg 2700 S.E.Harrison Street,Suite B End eer1e Project ID: ■..,■■� Milwaukie,OR 97222 Project Descr. STRUCTURAL F 503-607-0481 0377-a 86 ENGINEERS bruce@bkengineers.com ineers.cam Pole Footing Embedded in SoilFie=CAPROGRA-IIENERCA-1 Lic.#;KW-06007983 ENERCALC,INC.19e32016,autick6.18.4.15,Ver.6.16.4.15 Licensee:a ENGINEERS INC Description: Patio cover posts Code References Calculations per Load Combinations Used:IBC 2015 General Information Pole Footing Shape Rectangular Pole Footing Width 18.0 in Calculate Min.Depth for Allowable Pressures No lateral Restraint at Ground Surface Allow Passive 250,0 pct Max Passive 1,500.0 Psf Controlling Values Governing Load Combination: +D+0.60W+H Lateral Load 0.090 k o Moment 0.990 k-ft NO Ground Surface Restraint Pressures at 1P3 Depth Actual 214.902 psf Allowable216.671 Psi soo Surface r ., No lateral,8gtratat Mbrlmtier Requited Dajttlt 2.625 1 Footing Base Area 2.250 f^2 ! FOolotg rV10th=1 5' Maximum Son Pressure 1.933 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (Idt) Vertical Load (k) D:Dead Load O.Ok 0.0 0.0 0.0 IA 1.770 k U:Roof Live 0.0 k 0.0 0.0 0.0 Wet 0.0 k L:Live 0.0 k 0.0 0.0 0.0 kilt 0.0 k S:Snow 0.0 k 0.0 0.0 0,0 k/ft 2.580 k W:Wind 0.150 k 0.0 0.0 0.0 Wit 0.0 k E:Earthquake 0.0 k 0.0 0.0 0.0 kit 0.0 k H:Lateral Earth 0.0 k 0.0 0.0 0.0 Wit 0.0 k Load distance above TOP of Load above grand surface ground surface 11.0 ft 0.0 0.0 0.0 ft BOTTOM of Load above ground surface 0.0 0.0 0.0 ft Load Combination Results Forces B Ground Surface Required Pressure at 113 Depth Soil Increase Load Combination Load-(k) Moments-(ft-k) Depil -(16 Actual-(Pct) Allow-(psi Factor 4-D+S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0,090 0.990 2.63 214.9 216.7 1.000 +D+0.7501+0.7505+0.450W+H 0.068 0.743 2.38 193.9 195.8 1.000 +0.60D+0.60W+0.60H 0.090 0.990 2.63 214.9 216.7 1.000 5