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Specifications (14) OFFICECOPY ST7t0/? GiaLtt/L ris STRUCTURAL CALCULATIONS Remodel 1?ECEIVEO JUN 2 6 2017 PROJECT: CITY OF TIGARD McCormick Remodel BUILDING DIVISION 10710 SW Ponderosa Place Tigard, OR for Jeff Metke Metke Remodeling and Woodworking 17428 SW Boones Ferry Road Lake Oswego, OR 97035 stgUCT(�9., 11� O1IV OFFsj>o 4.4441\ ck < �� V �F'P y9 79336PE James G.. Pierson, Inc. . . O ORMI, EGON 1 �` "it, e 14, 1 \,P NOINEE� 4' J. N\G EXPIRES- 12-31-18 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 June 14,2017 Residential Remodel Project located in: Tigard, Oregon GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2014 Oregon Structural Specialty Code. For this location the following design parameters apply: Occupancy Category II Seismic Site Class D,Design Category D Roof Snow Load 25 PSF Roof Dead Load 15 PSF Floor Live Load 40 PSF Floor Dead Load 12 PSF Allowable Soil Bearing: 1500 PSF(Assumed) Wind: 120 MPH EXP B (ASCE 7-10) Design Summary: The following calculations are for a home remodel located at 10710 SW Ponderosa Place in Tigard, OR. The remodel consists of raising the kitchen floor to match the floor elevation of the adjacent rooms and removing existing interior bearing walls. The proposed changes do not impact the existing lateral force resisting system,therefore no improvements are required at this time. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. / L_lDUKM. 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James •.• Pierson, Inc. 0•1ZP C • • a E�, • • Consulting Structural Engineers �` 0n nate • " a 320 S.W.`Stark•Suite 535 Portland � Oregon 97204 Tel:(503) 226-1286 Fax: (503) 226-3130 client sheet no. • Project Title: Engineer: Project ID: Project Descr: Pnnted 14 JUN 2017,4 45PP i 1k-# it -- �, �t 4,�> c. ,w,-,,,,,....17,118.1'-,72,.. 1 r44.1 l i3UZ Z--5 z u 111, ,P WElit �E ss- ,t w �5 - ..k. -,_- ,Ufa„ . -i T'`Y � .,. -,,P . ._4,19$ .t-.� 6s.1 ,-'i L' g---- Lic.#. KW-06001615 Licensee:JAMES C.PIERSON INC.. Description : Wood Bean De.ign t BM1 Catcutatipns per NDS 2012,IBC 20i 2,CBC 2013,ASCE 7`10 BEAM Size: 6x18, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-PrIl 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.20 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=11.50 ft Design Summary Max fb/Fb Ratio = 0.469 1 D(0.1725 S(0.2875) fb:Actual: 516.77 psi at 7.250 ft in Span#1 Fb:Allowable: 1,102.79 psi Load Comb: +D+S+H Max fv/FvRatio= 0.201: 1 • fv:Actual: 41.58 psi at 13.050 ft in Span#1 • Fv:Allowable: 207.00 psi 1a.50 n, sxla Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr 8 W E H Downward L+Lr+S 0.069 in Downward Total 0.110 in Left Support 1.25 2.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.25 2.08 Live Load Deft Ratio 2527>360 Total Defl Ratio 1579>240 - esign BM2 ' = ,` t7 , --:`,-;.'k-.. --'f-.3'f,,,„„. Dafc lattops per NDS 2012,IBC�2012'CBC291-0A SCE 710 BEAM Size 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade No.2 Fb-Tension 900 psi Fc-PM1350 psi Fv 180 psi Ebend xx 1600 ksi Density 31.2 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=6.0 ft Design Summary oro.osoJ sto,sot Max fb/Fb Ratio = 0.314. 1 fb Actual: 422.68 psi at 3.000 ft in Span#1 Fb:Allowable: 1,345.50 psi Load Comb: ` +D+S+H Max fv/FvRatio= 0.164: 1 A A fv:Actual: 34.05 psi at 5.400 ft in Span#1 Fv:Allowable: - 207.00 psi 8.011,4x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr S w E Ll Downward L+Lr+S 0.025 in Downward Total 0.040 in Left Support 0.27 0.45 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 0.45 Live Load Defl Ratio 2911 >360 Total Defl Ratio 1819>240 Wood Beim Deslgn BM2 .... _ 4: ... . ,. P,afuuIa ons,per NDS 2012,1BG 2012,CSC 2013,ASCE710:. BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.2 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.50 ft Unif Load: D=0.0120, L=0.040 k/ft,Trib=6.0 ft Unif Load: D=0.010 k/t,Trib=9.0 ft Design Summary Max.fb/Fb Ratio = 0.564 1 f - 0,it°Ali) fb•Actual•: 700.71 psi at 2.500.ft in Span#1 Fb:Allowable: 1,242.00psi Load Comb +D+0.750L+0.750S+H Max fv/FvRatio= 0.362: 1 A fv:Actual: 74.90 psi at 4.233 ft in Span#1 Fv:Allowable: 207.00 psi soft 4410 Load Comb +D+0.750L+0.750S+H Max Deflections Max Reactions (k) 2 t. Lr S w E H Downward L+Lr+S 0.017 in Downward Total 0.036 in Left Support 1.06 0.60 1.09 Upward L+Lr+S 0.000 in. Upward Total 0.000 in Right Support 1.06 0.601.09 Live Load Defl Ratio 3582 >360 Total Defl Ratio 1680>240