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T, >/? 0616,F- '7F7o Sw !moi 1,ei ,c;Jv Stricker Engineering,LLC 105 East Cypress Garibaldi, OR 97118RECEIED T 503-322-2442 `y john@strickerengineering.com ApR 2.4 2.01B CITY OFTIGAR�N Client: BUILDING DMI Chris Goettl Job Description: Structural Design Job No: 180402427 C Issued: 04-02-2018 s"t 1. Stricker Engineering, LLC 105 East Cypress • Garibaldi, Oregon 97118 • 503-322-2442 •john@strickerengineering.com General Notes 1. All construction per the International Building Code (Oregon Residential Specialty Code 2017). Details not shown are to conform to the provisions of the code. 2. The contractor is responsible for jobsite safety. 3. Materials a. Concrete f = 3000 psi b. Rebar fY= 60 ksi c. Ledger Bolts: 5/8"diam, Fy=45 ksi d. Boise Cascade Versa Lam 2.0 2800 west: a. Fb=2800 psi b. Fc= 3000 psi c. Fv=285 psi e. All other wood beams and post shall be No. 2 or better f. Anchor Bolts: Use 5/8" diam. 12"long bolts w/3" sq x 3/16"plate washer, min space @ 4'-0" o/c max spacing on 3x6 PT sill plate. g. Epxoy: Simpson SetXP Materials not noted are to meet or exceed the general provisions of the IBC and local standards and practices. Provide galvanized or stainless steel fasteners and brackets for exterior use, etc. 4. Consult with engineer for resolution of any discrepancies prior to construction. r r _ "•/ I I I I I I I I I I I I I I L I I I of oas ow5 P. Botrs ,'m �azo/c 0 ROOF FRAMING PLAN 114"-1•-0• g 0 FOUNDATION PLAN 114"=1," 6 POST Ax10 6x6 POST Oe oec.p4xtua.nrwm\ rta. © 9 zs\111 STRICHER •,► 66EGE10,00,paTs ax6P� om:aro : . POST61,6 Q 33 0 N ,; .4 POST 0 O 03TONO 0 © OI 0 U 06— GATE:3„812013 25 TVL IESUED.402,018 SCALE PS SH SMPs��"8;4rD Ow ---- ---� :03»:18040444/ Drawing N.0'. 0 FLOOR FRAMING PLAN S1.0 �J 114.=1'-O C1Uuu\brian\DufymaatAS,T.P,E0ginear8y\Chnv Gettl\Xuuu PrvjernCAO\Bella PxaWerce dwg.510.4'23/2018 9.60:19 AM �..� IIIA/' '( (°J //II d PT sf p1010. C'" 'cNwasher o,� �,�0/CMAX SPACIG ALIERNATE BENDS 111161 pk1 MRS RR aR'. � o zx,=LLRu.E = i Oi FOUNDATION SECTION O FOUNDATION CONNECTION DETAIL OFRAMING DETAIL 111 $TRICKER sa N re r4OEr MIK LEDGER C a a 1 O O .0 �e Saxe ROOF RAFE. r 0 4 LEDGER DETAIL 1-1/z"-1'-0" DATE:3/28/2014 MED:4/0.018 SCALEi A8 SHOWN .8,144402427 Drawing N.O. S2.0 \Usersanan\Dowmenis5tritrr EnRmeennMaris Gennwouse RmjemCAM4e&s Residena.n,R.sz.0 4/23/2014940.25 AM Chris Goettl Horizontal Wind Pressure: Ph:=20 psf Roof Height: hr 2.5 ft=2.5 ft First Floor Height: h1:=8 ft W12 41'-5" rI 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 III iJi1 -- I „Li r=1cV i,) Wall Lengths Wall 1 length: L11:=(2 ft+9 in)+(3 ft+2.5 in)=5.96 ft Wall 2 Length: L12:=(2 ft+8 in)+(2 ft+8 in)=5.33 ft Wall 3 Length: L13:=(ii ft+11.5 in)=11.96 ft Wall 4 Length: L14:=(8 ft)=8 ft Perpendicular Wall Length Wall 1: Lp1:=41 ft+5 in=20.71 ft 2 Wall 2: L (11 ft+11.5 in) LA 2 —5.98 ft Wall 3: Lp3._41 ft+5 in=20.71 ft 2 Wall 4: L ,-(11 ft+11.5 in)+(13 ft+2.5 in) Pa 2 —12.58 ft Shear,V: Wall 1: V11:=Ph•Ly1.(h1+5)=4348.75 lbf Wall 2: V12:=Ph•Lp2•(hl+h0=1255.63 lbf Wall 3: V13:=Ph•Lp3.(hl+h.}=4348.75 lbf Wall 4: V14:=Ph•Lp4•(51+57.)=2642.5 lbf Unit Shear,v: Wall 1: v11:=V1i=729.86 pif(Grade Structural 1 @ 4"o/c) Ll Wall 2: v12:=V32=235.43 pif(Grade Structural 1 @ 6"0/c) Llz Wall 3: V13:=113=363.66 pif(Grade Structural 1 @ 6"o/c) L33 Wall 4: v14= 330.31 pif(Grade Structural 1 @ 6"o/c) L14 Tension,T Wall 1: T,1:—Vll hl=5838.88 lbf(HDU 8 WITH MIN SIDE MEMBER THICKNESS OF 3") 1'11 Wall 2: T12:=V12 h,=1883.44 lbf(HDU 2 WITH MIN SIDE MEMBER THICKNESS OF 3") L. Wall 3: T13:=Vi3'hl_2909.27 lbf(HDU 2 WITH MIN SIDE MEMBER THICKNESS OF 3") L13 Wall 4: T14,=V14 h'=2642.5 ibf(HDU 2 WITH MIN SIDE MEMBER THICKNESS OF 3") L14 , Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Prated 23 APR 2018 10:'9AM L Wood Beam File C:\Users\b an\DOCUME-1\STRICK-1\CHRISG-1WOUSEP-1\Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#: KW-06002017 Licensee:STRICKER ENGINEERING Description: Flush Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2800 psi E.Modulus of Elasticity Load Combination IBC 2015 Fb- 2800 psi Ebend-xx 2000 ksi Fc-Pill 3000 psi Eminbend-xx 530120482 ksi Wood Species : Boise Cascade Fc-Perp 750 psi Wood Grade :Versa Lam 2.0 2800 West Fv 285 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1950 psi Density 41.75pcf Lr(0.12)S(0.15) 0 ° D(0.13)'L(0.26) '3 c b b b b 7x9.25 (-' Span= 16.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=6.50 ft,(Existing Second Floor) Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.562 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 7x9.25 Section used for this span 7x9.25 fb:Actual = 1,572.47 psi fv:Actual = 68.57 psi FB:Allowable = 2,800.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.000ft Location of maximum on span = 15.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.418 in Ratio= 459>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.733 in Ratio= 261>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M 'v 9 9V Cd 'C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.227 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.76 572.30 2520.00 1.08 24.96 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.562 0.241 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.08 1,572.47 2800.00 2.96 68.57 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.295 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.60 1,033.92 3500.00 1.95 45.08 356.25 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:23 APR 2018.10:19AM File=C.\Userstbrian\DOCUME-11STRICK-11CHRISG-11HOUSEP-11Design\DESIGN-1.EC6 Wood BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#': KW-06002017 Licensee:STRICKER ENGINEERING Description: Flush Beam 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 Ft V fv F'v +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.357 0.153 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.56 1,149.32 3220.00 2.16 50.12 327.75 +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 Length=16.0 ft 1 0.477 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.88 1,668.64 3500.00 3.14 72.76 356.25 +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=16.0 ft 1 0.545 0.234 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.60 1,755.20 3220.00 3.30 76.54 327.75 +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=16.0 ft 1 0.128 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.76 572.30 4480.00 1.08 24.96 456.00 +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=16.0 ft 1 0.128 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.76 572.30 4480.00 1.08 24.96 456.00 +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=16.0 ft 1 0.372 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.88 1,668.64 4480.00 3.14 72.76 456.00 +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=16.0 ft 1 0.392 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.60 1,755.20 4480.00 3.30 76.54 456.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.392 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.60 1,755.20 4480.00 3.30 76.54 456.00 +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=16.0 ft 1 0.077 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 343.38 4480.00 0.65 14.97 456.00 +0.600+0.70E+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.077 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 343.38 4480.00 0.65 14.97 456.00 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 0.7329 8.058 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.650 3.650 Overall MINimum 1.200 1.200 +D+H 1.190 1.190 +D+L+H 3.270 3.270 +D+Lr+H 2.150 2.150 +D+S+H 2.390 2.390 +D+0.750Lr+0.750L+H 3.470 3.470 +D+0.750L+0.750S+H 3.650 3.650 +D+0.60W+H 1.190 1.190 +D+0.70E+H 1.190 1.190 +D+0.750Lr+0.750L+0.450W+H 3.470 3.470 +D+0.750L+0.7505+0.450W+H 3.650 3.650 +D+0.750L+0.750S+0.5250E+H 3.650 3.650 +0.60D+0.60W+0.60H 0.714 0.714 +0.60D+0.70E+0.60H 0.714 0.714 D Only 1.190 1.190 Lr Only 0.960 0.960 L Only 2.080 2.080 S Only 1.200 1.200 W Only E Only H Only ' Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 23 APR 2018,10:19AM Wood Column File=C.lUserslbrianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignlDESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Flush Beam Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Fb+ 750 psi Fv 170 psi Area 12.250 in^2 Cf or Cv for Compression 1.150 Ix 12.505 ine4 Cf or Cv for Tension 1.50 Fb- 750 psi Ft 475 psi ly 12.505 inA4 Cm:Wet Use Factor 1.0 Fc-Pa 700 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 Basic 1300 1300 1300 ksi Use Cr:Repetitive? No Minimum 470 470 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:26.542 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft,Xecc=0.50 in,Yecc=0.50 in,D=1.190,L=0.960,S=1.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.440:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumlanp+ Mxx+ Myy, NDS Eq.3.9- Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 9.933 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 5.839 ft above base Applied Axial 2837 k for load combination: +D+0.750L+0.750S+H Applied Mx -0.1163 k-ft Applied My -0.1163 k-ft Along X-X -0.08053 in at 5.839 ft above base Fc:Allowable 925.75 psi for load combination:+D+0.750L+0.7505+H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.007333:1 Bending Compression Tension Load Combination +D+0.750L+0.750S+H Location of max.above base 10.0 ft Applied Design Shear 1.434 psi Allowable Shear 195.50 psi Load Combination Results _ ----._----------- Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.2230 PASS 9.933 ft 0.003968 PASS 10.0 ft +D+L+H 1.000 1.000 0.3808 PASS 9.933 ft 0.006453 PASS 10.0 ft +D+Lr+H 1.250 1.000 0.1568 PASS 9.933 ft 0.002857 PASS 10.0 ft +D+S+H 1.150 1.000 0.3664 PASS 9.933 ft 0.006237 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.2607 PASS 9.933 ft 0.004586 PASS 10.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.440 PASS 9.933 ft 0.007333 PASS 10.0 ft +D+0.60W+H 1.600 1.000 0.1208 PASS 9.933 ft 0.002232 PASS 10.0 ft +D+0.70E+H 1.600 1.000 0.1208 PASS 9.933 ft 0.002232 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.1994 PASS 9.933 ft 0.003583 PASS 10.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.3036 PASS 9.933 ft 0.005271 PASS 10.0 ft +D+0.750L+0.7505+0.5250E+H 1.600 1.000 0.3036 PASS 9.933 ft 0.005271 PASS 10.0 ft +0.60D+0.60W+0.60H 1.600 1.000 0.07106 PASS 9.933 ft 0.001339 PASS 10.0 ft Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Prnted-23 APR 2018,10 19AM Wood Column File=C:1UserslbrianlDOCUME-1\STRICK-1\CHRISG-1WOUSEP-1\Design1DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Flush Beam Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0,600+0.70E+0.60H ---- -- ._ __ _..--- 1.600 1.000 0.07106 PASS 9.933 ft 0.001339 PASS 10.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @Base @ Top +D+H -0.005 0.005 -0.005 0.005 1.217 +D+L+H -0.009 0.009 -0.009 0.009 2.177 +D+Lr+H -0.005 0.005 -0.005 0.005 1.217 +D+S+H -0.010 0.010 -0.010 0.010 2.417 +D+0.750Lr+0.750L+H -0.008 0.008 -0.008 0.008 1.937 +D+0.750L+0.750S+H -0.012 0.012 -0.012 0.012 2.837 +D+0.60W+H -0.005 0.005 -0.005 0.005 1.217 +D+0.70E+H -0.005 0.005 -0.005 0.005 1.217 +0+0.750Lr+0.750L+0.450W+H -0.008 0.008 -0.008 0.008 1.937 +D+0.750L+0.750S+0.450W+H -0.012 0.012 -0.012 0.012 2.837 +D+0.750L+0.750S+0.5250E+H -0.012 0.012 -0.012 0.012 2.837 +0.60D+0.60W+0.60H -0.003 0.003 -0.003 0.003 0.730 +0.60D+0.70E+0.60H -0.003 0.003 -0.003 0.003 0.730 D Only -0.005 0.005 -0.005 0.005 1.217 Lr Only L Only -0.004 0.004 -0.004 0.004 0.960 S Only -0.005 0.005 -0.005 0.005 1.200 W Only E Only H Only Maximum Deflections for Load Combinations _ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H -0.0341 in 5.839 ft -0.034 in 5.839 ft +D+L+H -0.0616 in 5.839 ft -0.062 in 5.839 ft +D+Lr+H -0.0341 in 5.839 ft -0.034 in 5.839 ft +D+S+H -0.0685 in 5.839 ft -0.068 in 5.839 ft +D+0.750Lr+0.750L+H -0.0547 in 5.839 ft -0.055 in 5.839 ft +D+0.750L+0.750S+H -0.0805 in 5.839 ft -0.081 in 5.839 ft +D+0.60W+H -0.0341 in 5.839 ft -0.034 in 5.839 ft +D+0.70E+H -0,0341 in 5.839 ft -0.034 in 5.839 ft +D+0.750Lr+0.750L+0.450W+H -0.0547 in 5.839 ft -0.055 in 5.839 ft +D+0.750L+0.750S+0.450W+H -0.0805 in 5.839 ft -0.081 in 5.839 ft +D+0.750L+0.750S+0.5250E+H -0.0805 in 5.839 ft -0.081 in 5.839 ft +0.60D+0.60W+0.60H -0.0205 in 5.839 ft -0.020 in 5.839 ft +0.600+0.70E+0.60H -0.0205 in 5.839 ft -0.020 in 5.839 ft D Only -0.0341 in 5.839 ft Lr Only -0.034 in 5.839 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only -0.0275 in 5.839 ft -0.028 in 5.839 ft S Only -0.0344 in 5.839 ft -0.034 in 5.839 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Pnnted 23 APR 2018 10 19AM 1 Wood Ledger File=C:1UserstbriannDOCUME-11STRICK-11CHRISG-1HOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Ledger j Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information I Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Douglas Fir-Larch, No.2 Ledger Wood Species Douglas Fir-Larch Fb Allow 900.0 psi G:Specific Gravity 0.5 Fv Allow 180.0 psi Bolt Diameter 5/8"in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in Wood as Main Supporting Member Cm-Wet Service Factor 1.0 Width 3.50 in Ct-Temperature Factor 1.0 Wood Species Douglas Fir-Larch Cg-Group Action Factor 1.0 G:Specific Gravity 0.5 C A-Geometry Factor 1.0 J D(120.0)S(150.0) 9 9 9 t O) p) C) o Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution. 1 Load Data— - _ _II--_ --._----......--- Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 120.0 plf plf plf 150.0 plf plf plf plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:23 APR 2018,10:19AM 1 Wood Ledger File=C:1Userslbrian\DOCUME-1\STRICK-11CHRISG 11HOUSEP-11Design1DESIGN-1.EC6 ' L. ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Ledger DESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+S+H +D+S+H Ledger,Perp to Grain 2,800.0 ksi Moment 40.0 ft-lb Max.Vertical Load 360.0 lbs Ledger,Parallel to Grain 5,600.0 ksi lb:Actual Stress 15.655 psi Bolt Allow Vertical Load 456.647 lbs Supporting Member,Perp to Grain 2,800.0 ksi Fb:Allowable Stress 900.0 psi Supporting Member,Parallel to Grain 5,600.0 ksi Stress Ratio 0.01739 :1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 878.17 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+S+H Diagonal Component 360.0 lbs Shear 180.0 lbs Allow Diagonal Bolt Force 456.647 lbs fv:Actual Stress 49.655 psi Stress Ratio,Wood @ Bolt 0.7884:1 Fv:Allowable Stress 180.0 psi Stress Ratio 0.2759 :1 Allowable Bolt Capacity Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. .+D+S+H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 456.647 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 2,800.0 Fes 2,800.0 Fyb 45,000.0 Fern 5,600.0 Fes 5,600.0 Fyb 45,000.0 Re 1.0 Rt 2.333 Re 1.0 Rt 2.333 k1 0.7828 k2 1.242 k3 2.095 k1 0.7828 k2 1.124 k3 1.606 Im :Eq 11.3-1 Rd= 5.0 Z= 1,225.0 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 3,062.50 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 525.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 1,312.50 lbs II :Eq 11.3-3 Rd= 4.50 Z= 456.647 lbs II :Eq 11.3-3 Rd= 3.60 Z= 1,141.62 lbs Illm:Eq 11.3-4 Rd= 4.0 Z= 633.76 lbs Illm:Eq 11.3-4 Rd= 3.20 Z= 1,434.60 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 458.328 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 878.17 lbs IV :Eq 11.3-6 Rd= 4.0 Z= 632.88 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 1,118.79 lbs Zmin:Basic Design Value = 456.647 lbs Zmin:Basic Design Value = 878.17 lbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain: Z*CM*CD*Ct*Cg*Cdelta = 456.647 lbs Z*CM*CD*Ct*Cg*Cdelta = 878.17 lbs Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 23 APR 2918,10:19AM oo eam File C:\UserslbrianlDOCUME-11STRICK-1\CHRISG 1\HOUSER-11Design1DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Rafters CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 - - Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1350 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1350 psi Ebend-xx 1600ksi Fc-Prll 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 675 psi Density 31.2pcf t D(0.0534)S(0.06675) b a a b CT) 4x8 Span= 12.0 ft F J Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.670 ft,(Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.43k 1 Maximum Shear Stress Ratio = 0.206 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 885.15psi fv:Actual = 40.34 psi FB:Allowable = 2,018.25psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.176 in Ratio= 817>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.332 in Ratio= 434>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FIV Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 Length=12.0 ft 1 0.263 0.124 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 1579.50 0.332 18.91 153.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.236 0.111 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 1755.00 0.32 18.91 170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.189 0.089 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 2193.75 0.32 18.91 212.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.439 0.206 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.26 885.15 2018.25 0.68 40.34 195.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Stricker Engineerin,LLC g Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 23 APR 2018,10.19AM Wood Beam File=C.\Userslbrian\DOCUME-11STRICK 1\CHRISG 1\HOUSEP 11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17 12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Rafters 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=12.0 ft 1 0.189 0.089 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 2193.75 0.32 18.91 212.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.380 0.179 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.96 767.59 2018.25 0.59 34.98 195.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.148 0.070 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 2808.00 0.32 18.91 272.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.148 0.070 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 2808.00 0.32 18.91 272.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.148 0.070 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.06 414.92 2808.00 0.32 18.91 272.00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.273 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.96 767.59 2808.00 0.59 34.98 272.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.273 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.96 767.59 2808.00 0.59 34.98 272.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.089 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 248.95 2808.00 0.19 11.34 272.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.089 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 248.95 2808.00 0.19 11.34 272.00 Overall Maximum Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max.'+"Defl Location in Span +D+S+H 1 0.3316 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.754 0.754 Overall MINimum 0.401 0.401 +D+H 0.353 0.353 +D+L+H 0.353 0.353 +D+Lr+H 0.353 0.353 +D+S+H 0.754 0.754 +D+0.750Lr+0.750L+H 0.353 0.353 +D+0.750L+0.750S+H 0.654 0.654 +D+0.60W+H 0.353 0.353 +D+0.70E+H 0.353 0.353 +D+0.750Lr+0.750L+0.450W+H 0.353 0.353 +D+0.750L+0.750S+0.450W+H 0.654 0.654 +D+0.750L+0.750S+0.5250E+H 0.654 0.654 +0.600+0.60W+0.60H 0.212 0.212 +0.60D+0.70E+0.60H 0.212 0212 D Only 0.353 0.353 Lr Only L Only S Only 0.401 0.401 W Only E Only H Only Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Pnnted 23 APR 2018,10•19AM Wood Beam File=C:\Users\brian\DOCUME-11STRICK-11CHRISG-1\J-IOUSEP-1\Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Drop Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Lr(0.12)S(0.15) s A D(0.13)°L(0.26) b b t 6 b 9 8 cairk:5 4x10 t i4gR111111''' A Span=8.0ft 14 41 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=6.50 ft,(Existing Second Floor) Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.727 1 Maximum Shear Stress Ratio = 0.351 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 763.62 psi fv:Actual = 59.61 psi FB:Allowable = 1,050.00psi Fv:Allowable = 170.00p si Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio= 1195>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.137 in Ratio= 699>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 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 Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.279 0.134 0.90 1.200 1.00 1.00 1.00 1.00 1,00 1.10 263.53 945.00 0.44 20.57 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.727 0.351 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.18 763.62 1050.00 1.29 59.61 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.377 0.182 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.06 494.34 1312.50 0.83 38.59 212.50 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Prnted:23APR 2018.10:19AM Wood Beam File=C.\Users\brian\DOCUME-11STRICK-1\CHRISG-11HOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#: KW-06002017 Licensee:STRICKER ENGINEERING Description: Drop Beam 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 C L M fb F'b V fv F'v +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.457 0.220 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.30 552.05 1207.50 0.93 43.10 195.50 +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=8.0 ft 1 0.618 0.298 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.38 811.71 1312.50 1.37 63.37 212.50 +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 Length=8.0 ft 1 0.708 0.341 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.56 854.98 1207.50 1.44 66.75 195.50 +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=8.0 ft 1 0.157 0.076 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.10 263.53 1680.00 0.44 20.57 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.157 0.076 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.10 263.53 1680.00 0.44 20.57 272.00 +D+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=8.0 ft 1 0.483 0.233 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.38 811.71 1680.00 1.37 63.37 272.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.509 0.245 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.56 854.98 1680.00 1.44 66.75 272.00 +D+0.750L+0.7505+0.5250E+H 1,200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.509 0.245 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.56 854.98 1680.00 1.44 66.75 272.00 +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=8.0 ft 1 0.094 0.045 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.66 158.12 1680.00 0.27 12.34 272.00 +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=8.0 ft 1 0.094 0.045 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.66 158.12 1680.00 0.27 12.34 272.00 Overall Maximum Deflections nSp LoadCombination Span Max."2 Defl Location in Span Load Combination Max."+^Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.1373 4.029 - _ 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.778 1.778 Overall MINimum 0.600 0.600 +D+H 0.548 0.548 +D+L+H 1.588 1.588 +D+Lr+H 1.028 1.028 +D+S+H 1.148 1.148 +D+0.750Lr+0.750L+H 1.688 1.688 +D+0.750L+0.7505+H 1.778 1.778 +D+0.60W+H 0.548 0.548 +D+0.70E+H 0.548 0.548 +D+0.750Lr+0.750L+0.450W+H 1.688 1.688 +D+0.750L+0.7505+0.450W+H 1.778 1.778 +D+0.750L+0.750S+0.5250E+H 1.778 1.778 +0.60D+0.60W+0.60H 0.329 0.329 +0.60D+0.70E+0.60H 0.329 0.329 D Only 0.548 0.548 Lr Only 0.480 0.480 L Only 1.040 1.040 S Only 0.600 0.600 W Only E Only H Only Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:23 APR 2018,10 19AM Wood Beam File=C.\Users\brianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11Design0DESIGN-1.EC6 I_ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee: STRICKER ENGINEERING Description: Typical Header CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination/BC 2015 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Lr(0.12)S(0.15) d b a a a 4x10 r Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARYDesign OK Maximum Bending Stress Ratio = 0.563 1 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 679.51 psi fv:Actual = 38.23 psi FB:Allowable = 1,207.50 psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.235 in Ratio= 613>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.246 in Ratio= 586>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations 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 Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.032 0.011 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 945.00 0.04 1.71 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.029 0.010 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 1050.00 0.04 1.71 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.419 0.146 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.29 549.68 1312.50 0.67 30.93 212.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.563 0.196 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.83 679.51 1207.50 0.83 38.23 195.50 +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 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Punted:23 APR 2018,10 19A Wood Beam File=C:Users\brian\DOCUME-11STRICK--1\CHRISG-11HOUSEP-1\Design\DESIGN 1.EC6 L ENERCALC,INC.1983-2017,Budd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06002017 Licensee:STRICKER ENGINEERING Description: Typical Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cl Cr Cm C t CL M fb F'b V N F'v Length=12.0 ft 1 0.320 0.111 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.75 419.85 1312.50 0.51 23.62 212.50 +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 Length=12.0 ft 1 0.428 0.149 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.15 517.22 1207.50 0.63 29.10 195.50 +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=12.0 ft 1 0.018 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 1680.00 0.04 1.71 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.018 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 1680.00 0.04 1.71 272.00 +D+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=12.0 ft 1 0.250 0.087 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.75 419.85 1680.00 0.51 23.62 272.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.308 0.107 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 517.22 1680.00 0.63 29.10 272.00 +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=12.0 ft 1 0.308 0.107 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 517.22 1680.00 0.63 29.10 272.00 +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=12.0 ft 1 0.011 0.004 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 18.21 1680.00 0.02 1.02 272.00 +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=12.0 ft 1 0.011 0.004 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 18.21 1680.00 0.02 1.02 272.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.2455 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.942 0.942 Overall MINimum 0.900 0.900 +D+H 0.042 0.042 +D+L+H 0.042 0.042 +D+Lr+H 0.762 0.762 +D+S+H 0.942 0.942 +D+0.750Lr+0.750L+H 0.582 0.582 +D+0.750L+0.7505+H 0.717 0.717 +D+0.60W+H 0.042 0.042 +D+0.70E+H 0.042 0.042 +D+0.750Lr+0.750L+0.450W+H 0.582 0.582 +D+0.750L+0.750S+0.450W+H 0.717 0.717 +D+0.750L+0.7505+0.5250E+H 0.717 0.717 +0.60D+0.60W+0.60H 0.025 0.025 +0.60D+0.70E+0.60H 0.025 0.025 D Only 0.042 0.042 Lr Only 0.720 0.720 L Only S Only 0.900 0.900 W Only E Only H Only , Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 23 APR 201$.10'19AM ( File=C.=Users\brian\DOCUME-11STRICK--1\CHRISG-1\HOUSEP-1\Design\DESIGN-1.EC6 ' 1 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: New Flush Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 750 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 750 psi Ebend-xx 1300 ksi Fc-PM 700 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 475 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.123285)L(0.32876) o b d 0 4x10 �� Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, L=0,040 ksf, Tributary Width=8.219 ft,(Second Floor Joists) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.64a 1 Maximum Shear Stress Ratio = 0.312 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 582.89 psi fv:Actual = 52.98 psi FB:Allowable = 900.00 psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3,250ft Location of maximum on span = 5.741 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio= 1762>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.062 in Ratio= 1262>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 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 CT CM C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.204 0.098 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.45 810.00 0.32 15.04 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.648 0.312 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.42 582.89 900.00 1.14 52.98 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.147 0.071 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.45 1125.00 0.32 15.04 212.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.160 0.077 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.45 1035.00 0.32 15.04 195.50 +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 ri St cker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Panted 23 APR 2018,10.19AM Wood Beam File=C:\Users1brianlD000ME-11STRICK-11CHRISG-1WOUSEP-1\Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: New Flush Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=6.50 ft 1 0.425 0.205 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.99 478.53 1125.00 0.94 43.49 212.50 +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 Length=6.50 ft 1 0.462 0.222 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.99 478.53 1035.00 0.94 43.49 195.50 +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=6.50 ft 1 0.115 0.055 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.45 1440.00 0.32 15.04 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.115 0.055 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.45 1440.00 0.32 15.04 272.00 +D+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=6.50 ft 1 0.332 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.99 478.53 1440.00 0.94 43.49 272.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.332 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.99 478.53 1440.00 0.94 43.49 272.00 +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=6.50 ft 1 0.332 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.99 478.53 1440.00 0.94 43.49 272.00 +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=6.50 ft 1 0.069 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 99.27 1440.00 0.19 9.02 272.00 +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=6.50 ft 1 0.069 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 99.27 1440.00 0.19 9.02 272.00 Overall Maximum Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H_-.__-- 1 0.0618 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.492 1.492 Overall MINimum 1.068 1.068 +D+H 0.423 0.423 +D+L+H 1.492 1.492 +D+Lr+H 0.423 0.423 +D+S+H 0.423 0.423 +D+0.750Lr+0.750L+H 1.225 1.225 +D+0.750L+0.750S+H 1.225 1.225 +D+0.60W+H 0.423 0.423 +D+0.70E+H 0.423 0.423 +D+0.750Lr+0.750L+0.450W+H 1.225 1.225 +D+0.750L+0.7505+0.450W+H 1.225 1.225 +D+0.750L+0.7505+0.5250E+H 1.225 1.225 +0.600+0.60W+0.60H 0.254 0.254 +0.60D+0.70E+0.60H 0.254 0.254 D Only 0.423 0.423 Lr Only L Only 1.068 1.068 S Only W Only E Only H Only Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 23 APR 2018.10'19AM 0o eam File C:\UserslbrianlDOCUME-11STRICK-1\CHRISG-11HOUSEP-11DesignlDESIGN-1.EC6 ENERCALC,INC.1983-2017,Bufld:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee-:STRICKER ENGINEERING Description: New Flush Beam Parallel to Floor Framing CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2800 psi E.Modulus of Elasticity Load Combination IBC 2015 Fb- 2800 psi Ebend-xx 2000 ksi Fc-Prll 3000 psi Eminbend-xx 530120482 ksi Wood Species : Boise Cascade Fc-Perp 750 psi Wood Grade :Versa Lam 2.0 2800 West Fv 285 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1950 psi Density 41.75pcf D(0.74)L(2.48) D(0.019995)L(0.05332) 8 8 8 8 8 2.625x9.25 Span=7.750 ft F � Applied Loads Service loads entered.Load Factors will be applied for calculations. eam self weight calculated and added to loads - Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.333 ft,(Second Floor Joists) Point Load: D=0.740, L=2.480 k @ 2.333 ft,(Existing Flush Beam) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.659 1 Maximum Shear Stress Ratio = 0.542 : 1 Section used for this span 2.625x9.25 Section used for this span 2.625x9.25 fb:Actual = 1,842.26 psi fv:Actual = 154.47 psi FB:Allowable = 2,800.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.348ft Location of maximum on span = 0,000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.110 in Ratio= 848>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.145 in Ratio= 642>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations LoadCombination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CdC C CrCm C t C Lfv F'v FN t r M fb PbF'b +D+H - 0.00 0.00 0.00 Length=7.750 ft 1 0.175 0.145 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.38 440.80 2520.00 0.60 377.115 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.658 0.542 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.75 1,842.26 2800.00 2.50 154.47 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.126 0.104 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.38 440.80 3500.00 0.60 37.15 356.25 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:23 APR 2018.10:19AM Wood Beam File=C.\Users\brianlDOCUME--1\STRICK-11CHRISG-1\1-IOUSEP-1\Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: New Flush Beam Parallel to Floor Framing 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 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.137 0.113 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.38 440.80 3220.00 0.60 37.15 327.75 +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 Length=7.750 ft 1 0.426 0.351 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.65 1,491.90 3500.00 2.03 125.14 356.25 +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=7.750 ft 1 0.463 0.382 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.65 1,491.90 3220.00 2.03 125.14 327.75 +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=7.750 ft 1 0.098 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.38 440.80 4480.00 0.60 37.15 456.00 +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=7.750 ft 1 0.098 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.38 440.80 4480.00 0.60 37.15 456.00 +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=7.750 ft 1 0.333 0.274 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.65 1,491.90 4480.00 2.03 125.14 456.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.333 0.274 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.65 1,491.90 4480.00 2.03 125.14 456.00 +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=7.750 ft 1 0.333 0.274 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.65 1,491.90 4480.00 2.03 125.14 456.00 +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=7.750 ft 1 0.059 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 264.48 4480.00 0.36 22.29 456.00 +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=7.750 ft 1 0.059 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 264.48 4480.00 0.36 22.29 456.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max "+"Dell Location in Span +D+L+H 1 0.1448 3.536 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.562 1.281 Overall MINimum 1.940 0.953 +D+H 0.622 0.328 +D+L+H 2.562 1.281 +D+Lr+H 0.622 0.328 +D+S+H 0.622 0.328 +D+0.750Lr+0.750L+H 2.077 1.043 +D+0.750L+0.7505+H 2.077 1.043 +D+0.60W+H 0.622 0.328 +D+0.70E+H 0.622 0.328 +D+0.750Lr+0.750L+0.450W+H 2.077 1.043 +D+0.750L+0.750S+0.450W+H 2.077 1.043 +D+0.750L+0.7505+0.5250E+H 2.077 1.043 +0.60D+0.60W+0.60H 0.373 0.197 +0.60D+0.70E+0.60H 0.373 0.197 D Only 0.622 0.328 Lr Only L Only 1.940 0.953 S Only W Only E Only H Only Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Pnnted 23 APR 2018,10 19AM Wood Beam File=C.\Users\brian\DOCUME-1\STRICK-11CHRISG-11HOUSEP-1\Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Existing Flush Beam Loading New Parallel Flush Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E.Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b �___ D(0.102458)L(0.2732) o a i. ,a 5.125x9 • Span=8.350 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.830 ft,(Second Floor Joists) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.243 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb:Actual = 582.94 psi fv:Actual = 43.19 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00P si Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.175ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.054 in Ratio= 1868>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.076 in Ratio= 1323>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.350 ft 1 0.079 0.053 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.98 169.97 2160.00 0.39 12.59 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.350 ft 1 0.243 0.163 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.36 582.94 2400.00 1.33 43.19 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.350 ft 1 0.057 0.038 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.98 169.97 3000.00 0.39 12.59 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.350 ft 1 0.062 0.041 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.98 169.97 2760.00 0.39 12.59 304.75 +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 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 23 APR 2018,10 19AM Wood Beam File=C.\Users\brian\DOCUME-11STRICK 11CHRISG1WOUSEP 1\Design\DESIGN-1.EC6 I ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#: KW-06002017 Licensee:STRICKER ENGINEERING Description: Existing Flush Beam Loading New Parallel Flush Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm 0 t CL M fb F'b V fv F'v Length=8.350 ft 1 0.160 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.77 479.70 3000.00 1.09 35.54 331.25 +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=8.350 ft 1 0.174 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.77 479.70 2760.00 1.09 35.54 304.75 +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=8.350 ft 1 0.044 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 169.97 3840.00 0.39 12.59 424.00 +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=8.350 ft 1 0.044 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 169.97 3840.00 0.39 12.59 424.00 +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=8.350 ft 1 0.125 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 479.70 3840.00 1.09 35.54 424.00 +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=8.350 ft 1 0.125 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 479.70 3840.00 1.09 35.54 424.00 +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=8.350 ft 1 0.125 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 479.70 3840.00 1.09 35.54 424.00 +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=8.350 ft 1 0.027 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 101.98 3840.00 0.23 7.56 424.00 +0.600+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=8.350 ft 1 0.027 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 101.98 3840.00 0.23 7.56 424.00 Overall Maximum Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H _.-_- 1 0.0757 4.205 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.610 1.610 Overall MINimum 1.141 1.141 +D+H 0.469 0.469 +D+L+H 1.610 1.610 +D+Lr+H 0.469 0.469 +D+S+H 0.469 0.469 +D+0.750Lr+0.750L+H 1.325 1.325 +D+0.750L+0.750S+H 1.325 1.325 +D+0.60W+H 0.469 0.469 +D+0.70E+H 0.469 0.469 +D+0.750Lr+0.750L+0.450W+H 1.325 1.325 +D+0.750L+0.750S+0.450W+H 1.325 1.325 +D+0.750L+0.750S+0.5250E+H 1.325 1.325 +0.60D+0.60W+0.60H 0.282 0.282 +0.60D+0.70E+0.60H 0.282 0.282 D Only 0.469 0.469 Lr Only L Only 1.141 1.141 S Only W Only E Only H Only • Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Pnnted:23 APR 2018,1019AM Wood Beam File=C.\Userslbrian\DOCUME-11STRICK-11CHRISG-1WOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06002017 Licensee:STRICKER ENGINEERING Description: Header Over 12 Door(Optional) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2800 psi E.Modulus of Elasticity Load Combination IBC 2015 Fb- 2800 psi Ebend-xx 2000ksi Fc-PrIl 3000 psi Eminbend-xx 530120482 ksi Wood Species : Boise Cascade Fc-Perp 750 psi Wood Grade :Versa Lam 2.0 2800 West Fv 285 psi Ft 1950 psi Density 41.75 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Lr(0.12)S(0.15) A A A A A 3.5x9.25 rei Span= 12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.214 1 Maximum Shear Stress Ratio = 0.118 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb:Actual = 689.77psi fv:Actual = 38.81 psi FB:Allowable = 3,220.00 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.152 in Ratio= 944>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.162 in Ratio= 888>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 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 CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.016 0.009 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.17 40.62 2520.00 0.05 2.29 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.015 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.17 40.62 2800.00 0.05 2.29 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.160 0.088 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.33 559.94 3500.00 0.68 31.51 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.214 0.118 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.87 689.77 3220.00 0.84 38.81 327.75 +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 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Pnnted:23 APR 2018.10:10AM Wood BeamFile=C:\UsersIbrian\DOCUME-11STRICK-1\CHRISG-1WOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Header Over 12'Door(Optional) 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 Length=12.0 ft 1 0.123 0.068 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.79 430.11 3500.00 0.52 24.20 356.25 +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=12.0 ft 1 0.164 0.091 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.19 527.48 3220.00 0.64 29.68 327.75 +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=12.0 ft 1 0.009 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 40.62 4480.00 0.05 2.29 456.00 +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=12.0 ft 1 0.009 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 40.62 4480.00 0.05 2.29 456.00 +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=12.0 ft 1 0.096 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 430.11 4480.00 0.52 24.20 456.00 +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=12.0 ft 1 0.118 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 527.48 4480.00 0.64 29.68 456.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.118 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 527.48 4480.00 0.64 29.68 456.00 +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=12.0 ft 1 0.005 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 24.37 4480.00 0.03 1.37 456.00 +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=12.0 ft 1 0.005 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 24.37 4480.00 0.03 1.37 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1620 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.956 0.956 Overall MINimum 0.900 0.900 +D+H 0.056 0.056 +D+L+H 0.056 0.056 +D+Lr+H 0.776 0.776 +D+S+H 0.956 0.956 +D+0.750Lr+0.750L+H 0.596 0.596 +0+0.750L+0.7505+H 0.731 0.731 +D+0.60W+H 0.056 0.056 +D+0.70E+H 0.056 0.056 +D+0.750Lr+0.750L+0.450W+H 0.596 0.596 +D+0.750L+0.750S+0.450W+H 0.731 0.731 +D+0.750L+0.7505+0.5250E+H 0.731 0.731 +0.600+0.60W+0.60H 0.034 0.034 +0.60D+0.70E+0.60H 0.034 0.034 D Only 0.056 0.056 Lr Only 0.720 0.720 L Only S Only 0.900 0.900 W Only E Only H Only • Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:23 APR 2018,10 19A File=C.\Users\brian\DOCUME-1\STRICK-11CHRISG-1\HOUSEP-1\Design\DESIGN 1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002017 licensee:STRICKER ENGINEERING Description: Floor Joists CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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-torsional buckling Repetitive Member Stress Increase D(0.02666)L(0.05332) A A d b b 2x10 A Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=1.333 ft,(Floor Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.736 1 Maximum Shear Stress Ratio = 0.262 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 837.99 psi fv:Actual = 47.15 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio= 910>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.246 in Ratio= 585>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination MaxStress 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 +D+H ----- ----- ----0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.292 0.104 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.57 1024.65 0.16 16.86 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.736 0.262 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.49 837.99 1138.50 0.44 47.15 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.210 0.075 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.57 1423.13 0.16 16.86 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.229 0.081 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.57 1309.28 0.16 16.86 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Pnnted 23 APR 2018,10:19AM Wood BeamFile=C:Userslbrian\DOCUME-11STRICK-11CHRISG-11HOUSEP-1\Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10 Lic.#:KW-06002017 Licensee STRICKER ENGINEERING Description: Floor Joists Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t C L M fb F'b V fv F'v Length=12.0 ft 1 0.494 0.176 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.25 703.38 1423.13 0.37 39.58 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.537 0.191 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.25 703.38 1309.28 0.37 39.58 207.00 +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.059 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.57 1821.60 0.16 16.86 288.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.059 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.57 1821.60 0.16 16.86 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.386 0.137 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.25 703.38 1821.60 0.37 39.58 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.386 0.137 1.60 1.100 1.00 1.15 1.00 1,00 1.00 1.25 703.38 1821.60 0.37 39.58 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.386 0.137 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.25 703.38 1821.60 0.37 39.58 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.099 0.035 1.60 1,100 1.00 1.15 1.00 1.00 1.00 0.32 179.74 1821.60 0.09 10.11 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.099 0.035 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.32 179.74 1821.60 0.09 10.11 288.00 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2460 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.498 0.498 Overall MINimum 0.320 0.320 +D+H 0.178 0.178 +D+L+H 0.498 0.498 +D+Lr+H 0.178 0.178 +D+S+H 0.178 0.178 +D+0.750Lr+0.750L+H 0.418 0.418 +D+0.750L+0.7505+H 0.418 0.418 +D+0.60W+H 0.178 0.178 +D+0.70E+H 0.178 0.178 +D+0.750Lr+0.750L+0.450W+H 0.418 0.418 +D+0.750L+0.750S+0.450W+H 0.418 0.418 +D+0.750L+0.750S+0.5250E+H 0.418 0.418 +0.60D+0.60W+0.60H 0.107 0.107 +0.600+0.70E+0.60H 0.107 0.107 D Only 0.178 0.178 Lr Only L Only 0.320 0.320 S Only W Only E Only H Only FOR OFFICE USE ONLY—SITE ADDRESS: ?I-4,0 SGS 1 V'•/Gf cc' This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT NI " Transmittal Letter r c_ n R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: /(),17/,, DATE RECEIVES . DEPT: BUILDING DIVISION RE r VEI) 1 PR 2423)8 FROM: (14 j/'�s (7v ,-,e l ,IT,OF TIGARD COMPANY: �✓vG Lie (i. BUILDING DIMS PHONE:, o3 _ 7 LI/_ 1// �Q RE: g ?o �� 1 � t �vzx 0'1 sr-20 -- ac.,/oci (Site Address) 1�1 (Permit Number) l (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITE • Copies: Description: I Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and de ails � Wall bracing and/or lateral analysis. Floor/roof framing. r`� Basement and retaining walls. Beam calculations. )(b Engineer's calculations. Other(explain): J REMARKS: Lai-73A ' pcjrr t-s TTS �X A""7 t-rt (��I"1 L21-- - i 4.l9 f c l-LCt Lt s r FOR OFFICE USE ONLY Rou to Permit T-- ician: Date: 9- -�5�) - Initials: —11 Fees Due: 's ❑No Fee Description: Amount Due: • c Hr IP) rcz R $ -� $ $ $ Special Instruc' ons: Rep r nt Permit(per PE): ❑Yes 101 No ❑ Done A .licant Notified: Date: '-/457/ Initials: I:\Building\Forms\TransmittalLetter-Revisions 061316.doc