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Plans (79) /u57`,2c)v, - ®velgz I 2....2.__7,s— 5w fnN- a;- RENEWWSEDn -(3/2018 ��� G11N U �a fto F' 16478'9 Z 1 ii f ; " Q n J � -,-� JlOA1 ^yy po Y od 1 aI ice.' ®+ i ''%at:J `'.y�9'p. 16�„99 t�j'E- �N i5 "1fJ OIAROS` porn S f DOUBLE 2x6 HEADERS 43 pa0 E WITH INSULATION IN VOID - zz <N� 9 Q H O N .\ . . 0 Z r, - 1 , Ncv% I V O o 6'-10i" - O 2 N I Q o �3�N 'x rn SIN o _UOQ_J e� aN� .1 ' W Q SOV 0 A INSTALL 6 MIL VAPOR v , N w J 3' O OO ?-1 BARRIER ON (E) 4 z w 2T CONCRETE AND X W Ki`-' , 00 0 IINSULTE PER N¢ O N SECTION ON SHEET 4 ®V _ n W 3 z ,i —�+O' 4X12 W/ ti A 2X6 No. 2 DF/L NX 2X6 STUD DOUBLE 2x6 FLOOR JOISTS 16" �— WALL ABOVE I HEADERS W/ O.C. W/ 3/4" INSULATION PLYWOOD SUBFLOOR\ I ti I IN VOID [' II II -II 4 II I I •.-4\ 0 �� `� II I N Igo I. 0,.\ 1r o . so a 2X6 STUD WALL I II I < • r �� $8 IT/if WITH PT SOLE PLATE I I ' W ^�ai o ANCHORED TO I J ' I I CONCRETE WITH ,1 i u u u r u 1.-t I I 4 .-1 E 5/8" HILTI KWIK _I J BOLT TZ'S 9" FROM I I CORNERES AND AT I I C+ \ VI 1 MID WALLS 0 ADDITION FOUNDATION O AND FLOOR FRAMING CEILING FRAMING °ADDITION ROOF FRAMING N SCALE: 1/4"= 1'-0" °ADDITION SCALE: 1/4"= 1'-0" SCALE: 1/4"= 1'-0" �16 IND lo. 8w74-18 ban NOTED enr 3 4 • - arosinski Engineering& Design,Inc. 1400 NW 155` Circle Vancouver, WA 98685 Z Phone:(360)513-2746 r Email:hone (360)53-274il com i 0 Calculations for Addition to Single Story Home at 12275 SWzARoslNSKI The structure Taming is designed Ann Ct. Tigard, Oregon be ASCE 7-10 and Oregon Residential &Structural S Windload on the structure's east side is (60'-6").5 x 15'x pecialt)'Code 15 psf. = 6,806 lb. (18 pSf. Exposure C/1.2 = 15 psf.)6,806 428(18 pounds / 31.75' _ per foot. Checking the;wind load column B in Table 4.3A Nominal 14 plf. Multiplying this times 2 gives a value of for Wood-Frame Shear Walls from the 2008 edition of Wind and thator3/8 plywood sheathing nailed from at 6"on center panel edges designit Shprovisionsr Capacities Seismic Specialnshow and 12"on center in field. Nail gable end the same. Check Overturning Moment. 214 plf. x 5.75'x 8' = 9,844 ft.-lb. Ww=5.75' x 8'x 10 (9844 — 0.6(460)5.75/2)/5.75 = 1,574 psf= 460 lb. pounds uplift. Connect the panel corners to the foundation with D The Vertical Framing Members �2Z's and 1/2"anchor bolts, have been calculated and are attached Zarosinski Engineering& Design, Inc. 1400 NW 155th Circle Z aI Vancouver,WA 98685 Phone:(360)513-2746 eit2211 NSKI Email: dozskildhotmail.com Calculations for Single Story Addition 1 - ruiltiati At 1:., L4 gl,.,.„Y 4 1 7 _=1. V< lt, , 12275 SW Ann Ct. nri 2 7 ?016 Tigard, OR 97213 CITY OF TIGARD litTIPINGDiv!sioN June 18, 2016 Calculations by Dean P. Zarosinski PE ,---i----ati—tr, 14 ellit .:N.V% 4. 0 I , / ‘,1)1 ) 13- ZA ROO ' •.....-- ,..' rempgs:6%.3 0 7.c Zarosinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Project Information File=C:iaAwoRK-t12014pR 111.0A492-nLo2ss-,.Ecs ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Project Title : L0239-13 Stride Tigard Description :Addition Designs I.D. : K0239-13 Address : 12275 SW Ann Ct., Tigard, OR 97223 Project Leader : Dean P.Zarosinski PE Phone : 360-513-2746 Fax :360-576-8698 eMail : dzaro@zaroeng.com Project Notes Zarosinski Engineering and Design Project Title: L0239-7 Stride Vancouver 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-6 Vancouver,WA 98685 Project Descr: Tank Foundation Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Building Code Information File=CAAAwoR►c-,12o,4PR-,uoA492-1uo23s-1.Ecs ENERCALC,INC.1983-2014,Build:6.14.8.25,Vec6.14.8.31 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Governing Code : IBC 2012,ASCE 7-10, CBC 2013,AISC 360-10, NDS 2012,ACI 318-11,ACI City Jurisdiction : Tigard Oregon Contact Name : Alternate Contact : Building Official : Address : , , Phone : Fax : eMail : Notes : ii Zardsinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski FE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood BeamFile=caAAWORK-112014PR-11L0A492-AL0239--1.EC6 ENERCALc,INC.1983-2015,Build:6.15.10.6,Ver.6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 14'beam holds wall load 0 to 8' CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination 113C 2012 Fb-Compr 2,600.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species :Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i + D(0.035)L(0.07) D(0.03)Lr(0.02)S(0.05) j(Ln ORS 1.75x11.25 Span=14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D(S,E)=0.0->0.080 k/ft,Extent=0.0-->>14.0 ft, Trib Width=1.0 ft,(wall load) Uniform Load: D=0,0150, Lr=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof) Uniform Load: D=0.010, L=0.020 ksf, Tributary Width=3.50 ft,(ceiling) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.537: 1 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 1.75x11.25 Section used for this span 1.75x11.25 fb:Actual = 1,395.79 psi fv:Actual = 85.56 psi FB:Allowable = 2,600.O0psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.255ft Location of maximum on span = 13.080ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.147 in Ratio= 1146 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.408 in Ratio= 411 Max Upward Total Deflection 0.000 in Ratio= 0 <180 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 C r Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.359 0.207 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.58 839.60 2340.00 0.70 53.13 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.537 0.300 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.29 1,395.79 2600.00 1.12 85.56 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.307 0.175 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.07 998.37 3250.00 0.82 62.40 356.25 +0+541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.414 0.233 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.80 1,236.76 2990.00 1.00 76.30 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Zardsinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood g@1111 File=C:1AAWORK-112014PR-11L0A492-11L0239-1.EC6 ENERCALC,INC.1983-2015,Buid:6.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 14'beam holds wall load 0 to 8' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t CL M fb F'b V fv F'v Length=14.0 ft 1 0.423 0.237 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.23 1,375.91 3250.00 1.11 84.40 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.520 0.289 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.78 1,554.87 2990.00 1.24 94.83 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.202 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.58 839.60 4160.00 0.70 53.13 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.202 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.58 839.60 4160.00 0.70 53.13 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.331 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 1,375.91 4160.00 1.11 84.40 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.374 0.208 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.78 1,554.87 4160.00 1.24 94.83 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.374 0.208 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.78 1,554.87 4160.00 1.24 94.83 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.121 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.55 503.76 4160.00 0.42 31.88 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.121 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.55 503.76 4160.00 0.42 31.88 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4082 7.102 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.272 1.458 Overall MINimum 0.140 0.140 +D+H 0.642 0.828 +D+L+H 1.132 1.318 +D+Lr+H 0.782 0.968 +D+S+H 0.992 1.178 +D+0.750Lr+0.750L+H 1.114 1.301 +D+0.750L+0.750S+H 1.272 1.458 +D+0.60W+H 0.642 0.828 +D+0.70E+H 0.642 0.828 +D+0.750Lr+0.750L+0.450W+H 1.114 1.301 +D+0.750L+0.7505+0.450W4I 1.272 1.458 +D+0.750L+0.7505+0.5250E+H 1.272 1.458 +0.60D+0.60W+0.60H 0.385 0.497 +0.60D+0.70E+0.60H 0.385 0.497 D Only 0.642 0.828 Lr Only 0.140 0.140 L Only 0.490 0.490 S Only 0.350 0.350 W Only E Only H Only Zardsinski Engineering and Design Project Title: L0239-13 Stride Tigard ' 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam File=C:IAAWORK-112014PR-110A492-11L0239--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Ceiling Joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.015)L(0.03) V a ?x' r 4 2x4 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.030, Tributary Width=1.0 ft,(Ceiling Joists Attic Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.800t 1 Maximum Shear Stress Ratio = 0.230 : 1 Section used for this span 2x4 Section used for this span 2x4 fb:Actual = 1,080.00 psi fv:Actual = 41.39 psi FB:Allowable = 1,350.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.719 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.190 in Ratio= 441 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.285 in Ratio= 294 Max Upward Total Deflection 0.000 in Ratio= 0 <180 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 C r C m C t C L M fb F'b V fv F'v +D++i 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.296 0.085 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.09 360.00 1215.00 0.05 13.80 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.800 0.230 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.28 1,080.00 1350.00 0.14 41.39 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.213 0.061 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.09 360.00 1687.50 0.05 13.80 225.00 +1:1+541 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.232 0.067 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.09 360.00 1552.50 0.05 13.80 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.533 0.153 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.23 900.00 1687.50 0.12 34.49 225.00 +D+0.750L+0.7505+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.580 0.167 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.23 900.00 1552.50 0.12 34.49 207.00 Zarbsinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam File=C:.MWORK-112014PR-11L0A492-11L0239-1.EC6 ENERCALC,INC.19832015,BuiId:6.15.10.6,V 6,16 2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Ceiling Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V iv F'v +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.167 0.048 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 360.00 2160.00 0.05 13.80 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.167 0.048 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 360.00 2160.00 0.05 13.80 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.417 0.120 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 900.00 2160.00 0.12 34.49 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.417 0.120 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 900.00 2160.00 0.12 34.49 288.00 +0+0.750L+0.7505+0.5250E41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.417 0.120 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 900.00 2160.00 0.12 34.49 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.100 0.029 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 216.00 2160.00 0.03 8.28 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.100 0.029 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 216.00 2160.00 0.03 8.28 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2852 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.158 0.158 Overall MINimum 0.032 0.032 +D+H 0.053 0.053 +D+L+H 0.158 0.158 +D+Lr+H 0.053 0.053 +D+S+H 0.053 0.053 +D+0.750Lr+0.750L+H 0.131 0.131 +D+0.750L+0.7505+11 0.131 0.131 +D+0.60W+H 0.053 0.053 +D+0.70E+H 0.053 0.053 +D+0.750Lr+0.750L+0.450W+H 0.131 0.131 +D+0.750L+0.750S+0.450W+H 0.131 0.131 +D+0.750L+0.750S+0.5250E+H 0.131 0.131 +0.60D+0.60W+0.60H 0.032 0.032 +0.60D+0.70E+0.60H 0.032 0.032 D Only 0.053 0.053 Lr Only L Only 0.105 0.105 S Only W Only E Only H Only Zardsinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 - Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood B@1111 File=C:1AAWORK-112014PR-11L0A492-11L0239--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: roof joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,700.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 1,700.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 660.75 ksi Wood Species : Truss Joist Fc-Perp 680.0 psi Wood Grade :TimberStrand LSL 1.3E- Beam/Col Fv 400.0 psi Ft 1,075.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 02)191111 1)0133)5(0.03325) i D(0.01995)Lr(0.0133)S(0.03325) i D(0.019995)Lr(0.0133)S(0.03325) 1.5x7.25 1.5x7.25 1.5x7.25 Span=3.250 ft Span=14.330 ft Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0150, Lr=0.010, S=0.0250 ksf, Tributary Width=1.330 ft,(Roof) Point Load: D=0.020, Lr=0.0160, S=0.050 k @ 0.0 ft Load for Span Number 2 Uniform Load: D=0.0150, Lr=0.010, S=0.0250 ksf, Tributary Width=1.330 ft,(Roof) Load for Span Number 3 Uniform Load: D=0.0150, Lr=0.010, S=0,0250 ksf, Tributary Width=1.330 ft,(Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.49& 1 Maximum Shear Stress Ratio = 0.113 : 1 Section used for this span 1.5x7.25 Section used for this span 1.5x7.25 fb:Actual = 973.04 psi fv:Actual = 52.03 psi FB:Allowable = 1,955.00 psi Fv:Allowable = 460.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.707ft Location of maximum on span = 3.250 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.369 in Ratio= 466 Max Upward Transient Deflection -0.163 in Ratio= 294 Max Downward Total Deflection 0.602 in Ratio= 285 Max Upward Total Deflection -0.265 in Ratio= 180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t C L M fb F'b V fv F'v +D++1 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.102 0.054 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.17 155.57 1530.00 0.14 19.32 360.00 Length=14.330 ft 2 0.244 0.054 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.41 373.52 1530.00 0.14 19.32 360.00 Length=2.0 ft 3 0.024 0.054 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.04 36.44 1530.00 0.03 19.32 360.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Zarosinski Engineering and Design Project Title: L0239-13 Stride Tigard ' 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam File=C:VAAW{Y2K-12014PR-11L0A492-11L0239--1.EC6 ENERCALG,INC.1983-2015,Build:6.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: roof joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Fb V fv F'v Length=3.250 ft 1 0.092 0.048 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.17 155.57 1700.00 0.14 19.32 400.00 Length=14.330 ft 2 0.220 0.048 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.41 373.52 1700.00 0.14 19.32 400.00 Length=2.0 ft 3 0.021 0.048 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.04 36.44 1700.00 0.03 19.32 400.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.126 0.065 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.29 267.20 2125.00 0.23 32.28 500.00 Length=14.330 ft 2 0.291 0.065 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.68 618.81 2125.00 0.23 32.28 500.00 Length=2.0 ft 3 0.029 0.065 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.07 60.73 2125.00 0.05 32.28 500.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.238 0.113 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.51 464.33 1955.00 0.38 52.03 460.00 Length=14.330 ft 2 0.498 0.113 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.07 973.04 1955.00 0.38 52.03 460.00 Length=2.0 ft 3 0.050 0.113 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.11 97.16 1955.00 0.08 52.03 460.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.113 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 239.30 2125.00 0.21 29.04 500.00 Length=14.330 ft 2 0.262 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.61 557.49 2125.00 0.21 29.04 500.00 Length=2.0 ft 3 0.026 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 54.65 2125.00 0.04 29.04 500.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.198 0.095 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.42 387.14 1955.00 0.32 43.85 460.00 Length=14.330 ft 2 0.421 0.095 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.90 823.15 1955.00 0.32 43.85 460.00 Length=2.0 ft 3 0.042 0.095 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.09 81.98 1955.00 0.06 43.85 460.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.057 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 155.57 2720.00 0.14 19.32 640.00 Length=14.330 ft 2 0.137 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 373.52 2720.00 0.14 19.32 640.00 Length=2.0 ft 3 0.013 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 36.44 2720.00 0.03 19.32 640.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=3.250 ft 1 0.057 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 155.57 2720.00 0.14 19.32 640.00 Length=14.330 ft 2 0.137 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 373.52 2720.00 0.14 19.32 640.00 Length=2.0 ft 3 0.013 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 36.44 2720.00 0.03 19.32 640.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.088 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 239.30 2720.00 0.21 29.04 640.00 Length=14.330 ft 2 0.205 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 557.49 2720.00 0.21 29.04 640.00 Length=2.0 ft 3 0.020 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 54.65 2720.00 0.04 29.04 640.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.142 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.42 387.14 2720.00 0.32 43.85 640.00 Length=14.330 ft 2 0.303 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.90 823.15 2720.00 0.32 43.85 640.00 Length=2.0 ft 3 0.030 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 81.98 2720.00 0.06 43.85 640.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.142 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.42 387.14 2720.00 0.32 43.85 640.00 Length=14.330 ft 2 0.303 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.90 823.15 2720.00 0.32 43.85 640.00 Length=2.0 ft 3 0.030 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 81.98 2720.00 0.06 43.85 640.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.034 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 93.34 2720.00 0.08 11.59 640.00 Length=14.330 ft 2 0.082 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 224.11 2720.00 0.08 11.59 640.00 Length=2.0 ft 3 0.008 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 21.86 2720.00 0.02 11.59 640.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.034 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 93.34 2720.00 0.08 11.59 640.00 Length=14.330 ft 2 0.082 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 224.11 2720.00 0.08 11.59 640.00 Length=2.0 ft 3 0.008 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 21.86 2720.00 0.02 11.59 640.00 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.3049 0.000 +D+S+H 2 0.6022 7.466 0.0000 0.000 3 0.0000 7.466 +D+S+H -0.2649 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.652 0.460 Overall MINimum 0.142 0.104 +D+H 0.237 0.174 +D+L+H 0.237 0.174 Zarosinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam File=C:\AAWORK-112014PR-11LOA492-11L0239.1.EC6 ENERCALC,INC 1983-2015,Build:6:15.10.6,Ver.6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: roof joist Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.398 0.289 +D+S+H 0.652 0.460 +D+0.750Lr+0.750L+H 0.358 0.260 +D+0.750L+0.750S+H 0.548 0.388 +D+0.60W+H 0.237 0.174 +D+0.70E+H 0.237 0.174 +D+0.750Lr+0.750L+0.450W+H 0.358 0.260 +D+0.750L+0.750S+0.450W+H 0.548 0.388 +D+0.750L+0.750S+0.5250E+H 0.548 0.388 +0.60D+0.60W+0.60H 0.142 0.104 +0.60D+0.70E+0.60H 0.142 0.104 D Only 0.237 0.174 Lr Only 0.161 0.115 L Only S Only 0.415 0.286 W Only E Only H Only Zarbsinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 - Email:dpzski@hotmail.com By Dean P.Zarosinski PE WOOL BeamFile=C:IAAWORK-112014PR-11L0A492-11L0239--1.EC6 ENERCALC,INC.1983-2015,Buitd:8.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Wall Loadi CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.18)L(0.12)S(0 319) + * + + + D(0 1) .-4-1,3! .... !,...,.:. •-,••.•,•:.&•••.:.•?'.;?•••:::01:.,:ftiPX.z.;* :..'1..!.,: -,-..:Y..41P4,C••'.....:::.'.-.T __ .4.... ii.i..4 .i.., : ):::.:,.....,.,i:..:.:.;..,.,: .4".7 .41;0ii,• :;.,k-i-Aiiii.i, ,V).#'i.ii'. 4:1 4x10 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.10, Tributary Width=1.0 ft,(Load from Wall) Uniform Load: D=0.180, L=0.120, S=0.3190, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.722 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 897.19 psi fv:Actual = 77.16 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio= 1789 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.090 in Ratio= 937 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.424 0.219 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.72 412.33 972.00 0.77 35.46 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.545 0.281 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.45 589.04 1080.00 1.09 50.66 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.305 0.158 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.72 412.33 1350.00 0.77 35.46 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=7.0 ft 1 0.710 0.366 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.67 882.09 1242.00 1.64 75.86 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.404 0.208 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.27 544.86 1350.00 1.01 46.86 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 , Zarbsinski Engineering and Design Project Title: L0239-13 Stride Tigard 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-13 Vancouver,WA 98685 Project Descr: Addition Designs 360-513-2746 • Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam File c:vv= woRK-112o14PR-1t0A492-110239--1.EC6 ENERCALC,INC.19832015,Build:6.15.10.6,Ve 6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Wall Load' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 1 0.722 0.373 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.73 897.19 1242.00 1.67 77.16 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.239 0.123 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.72 412.33 1728.00 0.77 35.46 288.00 +0+0.70E+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.239 0.123 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.72 412.33 1728.00 0.77 35.46 288.00 +0+0.750Lr+0,750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.315 0.163 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.27 544.86 1728.00 1.01 46.86 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.519 0.268 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.73 897.19 1728.00 1.67 77.16 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.519 0.268 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.73 897.19 1728.00 1.67 77.16 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 247.40 1728.00 0.46 21.28 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 247.40 1728.00 0.46 21.28 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0896 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.132 2.132 Overall MINimum 0.420 0.420 +D+H 0.980 0.980 +D+L+H 1.400 1.400 +D+Lr+H 0.980 0.980 +D+S+H 2.097 2.097 +0+0.750Lr+0.750L+H 1.295 1.295 +D+0.750L+0.750S+H 2.132 2.132 +D+O.60W+H 0.980 0.980 +D+0.70E+H 0.980 0.980 +D+0.750Lr+0.750L+0.450W+H 1.295 1.295 +D+0.750L+0.750S+0.450W+H 2.132 2.132 +D+0.750L+0.750S+0.5250E+H 2.132 2.132 +0.60D+0.60W+0.60H 0.588 0.588 +0.60D+0.70E+0.60H 0.588 0.588 D Only 0.980 0.980 Lr Only L Only 0.420 0.420 S Only 1.117 1.117 W Only E Only H Only