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F, <3 OFFICE COPY • RECEIVED SEP 10 2015 Structural Calculations CITY OFTIGARD for BUILDING DIVISION Bingham Duplex Addition 9510 Mountain View Ln Tigard, Oregon September 10, 2015 DESIGN PARAMETERS 2014 Oregon Residential Specialty Code Scope of Work: These calculations are for the lateral and gravity loads on an addition/remodel to an existing duplex. o. corl Qy A4. 10. Sao R. HP1- EXP: 6/30/ ( Fl 0 �Q EN By: JTB Date: Consults E n ineers By: Date: Consulting 9 otructuraL Engineering Job #: 15319 (503)968-9994 (phone) (503) 968-8444(fax) Sheet: 1 Of: t. _ 6-RAVJTr • Ri c'c. t READ( g 15 -r• ZS) tlf r V, to 02. = g (is-1 )_;) = ; o I b�- Li FROM (9_ e ' ' • USE 5. l(9.c UL43E.A.4 (.rc)./Ific PosT AT 5Tkik 3 4()L RA 1rE4 s . Gx4 AT :&A J r-ub jio P z = iL24)- /6/4 .C,S& 2 /vim /6 It '. - Po) :// boo R. �QI (,A)ID7I-! ', = .Z�.S r , 4-' ) 2 2 5 (t9 LC) = 400 j64 f_ . ()Si `fk 6 w/(4) .4) AAO&S 60(A_?LD PAiTO (3E4M Ne) + - • w - c411 s-t a.$) bA p ESL C�x I a- c,,,/ G r- Ca PAS S Lir HA kid Elv' BY DATE ConsuLtIng Engineers REV DATE _ 5tructuraL Engineering JOB NO (503) 968-9994 p (503) 968-8444 f SHEET Q- OF • w `115 -t .z0 = 7715/f (; ' P- SO S 7' lb (DEAD)z 47404 lb (SuOcJ) R' .144i 0,5E Y 114 C 1ZI PPL€ (3 /'f l NG S 6 ,'rid/(, }L Foot)DAT/n ) L)ALL P rwALL TP.113 �$ R ' P 8('/.3 } f .2.2. (,c-t:rs) /oc's lcov/s-000),) • S.1" RE . . . . _ . • ('S . 1‘, "' & ,1r *. 1•4.e Tt h p ,tv • - ' 1i , «13L# 4 oT/b& y Q ARC 2 (312 . ' / so ► r . . • P= 184 (lam ras) ? Go l C . 7340 //sae - 4.1 t SOT PT . C x fi )& 5 " )(l. " Foc7/A)6- Fll uF)2.rl=ii,t)) va BY DATE 1111 :11A REV DATE Consulting Engineers 6tructuraL Engineering JOB NO (503) 968-9994 p (503) 968-8444 f SHEET 3 OF r t « FOOD VG- AT 6-A8LE wt..; loo, sip P &E4 . . P: nc,n/. = 3‘eo k 42E = 34)80/5.00 .2,145 SQ rT EZ Ec, Cool" FOOT 14)& AT A E It 7EP. ok4i� n FLOP/2. zcIsT CJ D(19 f ito) = Ifc • (A) 4' zs • . . . . g . s . PoRLH 13EA1i( F©o7MX- P �. 4)0,512S-HS) (80 /6 REg. Sizzi : 2a op /coo = 1, s / so rT R CE l" 1' SQ x/ re 04z F0074i)G- tc.)/ s O EAGa f �,,� BY DATE �,FIA REV DATE Consulting Engineers aLructuraL Engineering JOB NO (503) 968-9994 p (503) 968-8444 f _ SHEET OF _____ 9/4/20.15 ' Design Maps Summary Report ZUSGS Design Maps Summary Report User-Specified Input Report Title bingham Fri September 4, 2015 15:52:50 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41677°N, 122.77499°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 10 99E lrti. I 15000m yy ji tit i i • - .'e ' c . * it t ,� ? t � Milwauki0 , I : ar � ' f *op, , ; !� ,.r" 1 i 1• li alc muC _,City D rho • r' Y� ` tl / ` tt C . 1 1 Tu;latlf ,.,j,/ . r ., o / , ' ; * A 4 RIC - t fi i( #A; .. .r a, r F !- $ . . .� ., Sherwood '�' 11 --. -4. - . ��mapquast .. O • 62015 MapQue owe data 02015'Op �` fi ,r ®MapQuest USGS-Provided Output Ss = 0.964 g SMS = 1.074 g Sps = 0.716 g S1 = 0.421 g SM1 = 0.664 g S01 = 0.443 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.88 0.56 0.77 ,� ,� 0.48 IT 0.66 a y 0.55 , H 0.40 f 0.32 0.44 0.33 0'24 0.22 0.16 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1,90 2.00 Period, T(sec) Period, T(sec) Although this Information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the httpi/ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php7template=minimal&latitude=45.416765&longitude=-122.7749943&siteclass=3&riskcategory=... 1/2 LAitAAL... • Vui) P = 61.ro-i : e-6 ,Y) 30, I Ps C' As wL1- . . -- , C'(3 , . = !8pS S ro07 = • 6 .(4'• ?. 3 1°S± SL/Sktr� S �. G•6 7 I vd ° EN, BY _ DATE -Consulting Engineers REV DATE structural Engineering JOB No_____ (503) 968-9994 p (503) 968-8444 f SHEET -1 OF -____ . • I) K. 3 I :II 4i Ii , _at-0 A- • .PL14) blz;i$L'o' ta,5 iS DIMkA&M Pc.kc4.:=S . . 1/-04 ()1 /tr-- ( )o 0E7 /vc&A-si) 0A- O .‘41(3) 7 15 :2 49'f'.1EXIe)CC2r7). 16A-F7 i• • DfAPrnM RIE:Acrroty.5 . . . . . . . . .00 hve,k4 Ast 15(4) • DrApAin_Ae.:144 SHEAR . . . 03E. p eVeot e a:" 0. c, 1[111jPIA DATE v"-13-11 BY REV DATE Consulting Lngineers atructuraL Engineering JOB NO (503) 968-9994 p (503) 968-8444 f SHEET_ 9 OF • ( -421 1) Q t_'- 8. 7 5 -f g = 17, 75 U /01347. 7 5 = C..2„ 16/L F ( )SF % p l c, / r'0 C a/' a 6-. /t (& )( ) /7 TZM:'.#)0)03 ION:6 Q(4/6 Rfrt ‘4 (z.)(46'.77s Xelc) 1=- i/.401 4LL LOAD _�`. _ - g+ -u 6--Rio L-- 10434 (I's($)-1, 751 .))/F4 = ) w/IQot 1 a`o.C vk (7T7,4 3:ok65) i0, r 2 tog / (/4)(4)(8,('/x,) = 761,0 /6 : (y4)( 'is)(10 = 568o/6 T= .13408 - . G (17e40 4 seoo)/iii- lo 8ef /6 . : . . . : 7-72.l-r 4. dt3 cJ/ssy13 20 'k� . ":EN/:EN/ BY DATE IIII III Consulting Engineers REV DATE structural. Engineering JOB NO (503) 968-9994 p (503) 968-8444 f SHEET 9 OF H"1flE1 I AL ConsuLting Lngineers 5tructuraL Engineering Wood Beam File=z:lprolecls12015PR-111 5 3 19 8-111 531 9 8-1.EC6 ENERCALC,INC.1983-2015,BuIId:6.15.7.30,Ver:6.167.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Patio Door 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase + i 1:40.2257(0.56251 + limilimmiiiimi+4x8 Span-8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=22.50 ft DESIGN SUMMARY _ - Desi n OK !Maximum Bending Stress Ratio = 0.90T.. 1 Maximum Shear Stress Ratio = 0.545 : 1 - I Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,396.60psi fv:Actual = 112.91 psi FB:Allowable = 1,539.32psi Fv:Allowable = 207.00 psi _ Load Combination +D+S+H Load Combination +D+S+}i Location of maximum on span = 3.000ft 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 0.093 In Ratio= 776 Max Upward Transient Deflection 0.000 In Ratio= 0<240 Max Downward Total Deflection 0.131 in Ratio= 550 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 CI Cr C m C t C L M fb F'b V iv F'v 40+1-1 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.337 0.203 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.04 405.95 1206.14 0.56 32.82 162.00 +0+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.303 0.182 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.04 405.95 1339.52 0.56 32.82 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.243 0.146 1.25 1.300 1.00 1.15 1.00 1.00 0.99 1.04 405.95 1672.34 0.56 32.82 225.00 - +0+S+4-1 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.907 0.545 1.15 1.300 1.00 1.15 1.00 1.00 0.99 3.57 1,396.60 1539.32 1.91 112.91 207.00 +0+0,750Lr+0.750L41 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.243 0.146 1.25 1.300 1.00 1.15 1.00 1.00 0.99 1.04 405.95 1672.34 0.56 32.82 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 10 _ ____ , 11-1 l___ 0 Eli. .. II Consulting Lngineers 5tructuraL Engineering Wood Beam Flle=z:lprolects12015PR-11153198-1\15319B-1.EC6 L ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Patio Door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd D FN C I Cr C m C t C L M �- fb F'b V tv F'v Length=6.0 ft 1 0.746 0.449 1.15 1,300 1.00 1.15 1,00 1.00 0.99 2.94 1,148.94 1539.32 1.57 92.89 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.190 0.114 1.60 1.300 1.00 1.15 1.00 1.00 0.99 1.04 405.95 2136.72 0.56 32.82 288.00 +0+0.70E+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0,190 0.114 1.60 1.300 1.00 1.15 1.00 1.00 0.99 1.04 405.95 2136.72 0.56 32.82 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.190 0.114 1.60 1.300 1.00 1.15 1.00 1.00 0.99 1.04 405.95 2136.72 0.56 32.82 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.538 0.323 1.60 1.300 1.00 1.15 1.00 1.00 0.99 2.94 1,148.94 2136.72 1.57 92.89 288.00 +0+0.750L+0.750S+0.5250E+4-1 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.538 0.323 1.60 1.300 1.00 1.15 1.00 1.00 0.99 2.94 1,148.94 2136.72 1.57 92.89 288.00 +0,60D+0,60W+0.60H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.114 0.068 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.62 243.57 2136.72 0.33 19.69 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.114 0.068 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.62 243.57 2136.72 0.33 19.69 288.00 Overall Maximum Deflections Load Combination Span Max,"--"Deft Location in Span Load Combination Max.'+'Dell Location in Span +D+S+H 1 0.1308 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.37 2.379 Overall MiNimum 0.415 0.415 +0+H 0.691 0.691 +O+L+H 0.691 0.691 +D+Lr+H 0.691 0.691 +D+S+H 2.379 2.379 +0+0.750Lr+0.750L41 0.691 0.691 +D+0.750L+0.750S+H 1.957 1.957 +D+0.60W+H 0.691 0.691 - +0+0.70E+H 0.691 0.691 +0+0.750Lr+0.7501_+0.450W+H 0.691 0.691 +0+0.750L+0.750S+0.450W+H 1,957 1.957 +D+0.750L+0.750S+0.5250E+H 1.957 1.957 +0.60D+0.60W+0.60H 0.415 0.415 +0.60D+0.70E+0,60H 0.415 0.415 D Only 0.691 0.691 Lr Only L Only S Only 1.688 1.688 W Only E Only H Only 1 I B 1 HAY g EN - _ Consulting Engineers 5tructuraL Lngineering • Wood Beam FIIe=n{voiOC15 12015PR-1U5319B-11153198-1.EC6 ENERCALC.INC.1963.2015.©uMW:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: Existing entry Beam 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi - Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase i i oio 17751510.443751 4 + 4x10 Span=5.50 ft Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=17.750 ft _DESIGN GLMMA Y Desi•n OK Maximum Bending Stress Ratio = 0.402 1 Maximum Shear Stress Ratio = 0.279 : 1 - Section used for this span 4x10 Section used for this span 4x10 tb:Actual = 571.16psi fv:Actual = 57.85 P si FB:Allowable = 1,420.26 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.750ft Location of maximum on span = 4.737ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2652 Max Upward Transient Deflection 0.000 in Ratio= 0<240 , Max Downward Total Deflection 0.035 in Ratio= 1873 Max Upward Total Deflection 0.000 in Ratio= 0<180 i Maximum Forces&Stresses for Load Combinations _ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C I Cr Cm C t CL M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.151 0.105 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.70 167.74 1112.98 0.37 16.99 162.00 +D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.136 0.094 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.70 167.74 1236.00 0.37 16.99 180.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.109 0.076 1.25 1.200 1,00 1.15 1.00 1.00 0.99 0.70 167.74 1542.92 0.37 16.99 225.00 - +D+S+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0,00 0.00 Length=5.50 ft 1 0.402 0.279 1.15 1.200 1.00 1.15 1.00 1.00 0.99 2.38 571.16 1420.26 1.25 57.85 207.00 +040.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.109 0.076 1.25 1.200 1.00 1.15 1.00 1.00 0.99 0.70 167.74 1542.92 0.37 16.99 225.00 40+0.750L+0.750S+1-1 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1� HAY BN► Consulting Engineers Structural. Engineering_ _ Wood Beam File=Llprolects12015PR-111 531 9 8-111 5 31 9 0-1.EC6 ENERCALC,INC.1983-2015.Bulld:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Existing entry Beam Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr Cm C t C L M tb F'b V tv F'v Length=5.50 ft 1 0.331 0.230 1.15 1.200 1.00 1.15 1.00 1.00 0.99 1.96 470.31 1420.26 1.03 47.63 207.00 +D+0.60W+H 1.200 1,00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.085 0.059 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.70 167.74 1971.01 0.37 16.99 288.00 +D+0.70E+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.085 0.059 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.70 167.74 1971.01 0.37 16.99 288.00 +D+0.750Lr+0.750L+0,450W44 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.085 0.059 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.70 167.74 1971.01 0.37 16.99 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.239 0.165 1.60 1.200 1.00 1.15 1.00 1.00 0.99 1.96 470.31 1971.01 1.03 47.63 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.239 0.165 1.60 1.200 1.00 1.15 1.00 1.00 0.99 1.96 470.31 1971.01 1.03 47.63 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.051 0.035 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.42 100.65 1971.01 0.22 10.19 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.051 0.035 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.42 100.65 1971.01 0.22 10.19 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location In Span Load Combination Max.'4."Dell Location in Span +13+64( 1 0.0352 2.770 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.728 .7 Overall MINimum 0.304 0.304 +D+H 0.507 0.507 +0+L+H 0.507 0.507 +O+Lr+H 0.507 0.507 +D+8+H 1.728 1.728 +0+0.750Lr+0.750L41 0.507 0.507 +D+0.750L+0.750S+H 1.423 1.423 +D+0.60W+H 0.507 0.507 +D+0.70E+H 0.507 0.507 +D+0.750Lr+0.750L+0.450W+H 0.507 0.507 +D+0.750L+0.750S+0.450W+H 1.423 1.423 +D+0.750L+0.750S+0.5250E+H 1.423 1.423 - +0.600+0.60W+0.60H 0.304 0.304 +0.60040.70E+0.60H 0.304 0.304 D Only 0.507 0.507 Lr Only LOny S Only 1.220 1.220 W Only E Only H Only 13 HA.Y a E , , . IF-I oil 1. ConsuLting Engineers Structural Lngineering r Wood Beam File=zAproJects12015PR-11153198-11153198-1.EC6 ENERCALC,INC.1983-2015,Bulld:6.15.7.30,Ver:6.15.7.30 -Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Ridge Beam 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 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Spedes :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced 0(0.12,0)Lr 0 S 6 D(0,12)Lrp.16)S(0.2) i y '. 0(0.12)S(0.2) • 5.125x16.5 Span=23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft Uniform Load: D=0.0150, Lr=0.020, S=0.0250 ksf,Extent=0.0-->>8.0 ft, Tributary Width=8.0 ft Varying Uniform Load: D(S,E)=0.120->0.0, Lr(S,E)=0.160->0,0, S(S,E)=0.20->0.0 klft,Extent=8.0-->>23.0 ft, Trib Width=1.0 ft - DEVON.SUMMARY____- Desi.n OK Maximum Bending Stress Ratio = 0.73T. 1 Maximum Shear Stress Ratio = 0.359 : 1 Section used for this span 5.125x16.5 Section used for this span 5.1 25x1 6.5 fb:Actual = 1,951.29psi fv:Actual = 109.35 psi FB:Allowable = 2,646.91 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.828ft 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 0.630 In Ratio= 437 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.042 in Ratio= 264 Max Upward Total Deflection 0.000 in Ratio= 0<180 III Maximum Forces&Stresses for Load Combinations __ Load Combination Max Stress Ratios Moment Values _ -Shear Values Segment Length Span# M V Cd C FN C 1 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=23.0 ft 1 0.372 0.181 0.90 0.960 1.00 1.00 1.00 1.00 0.97 14.93 770.68 2073.35 2.43 43.07 238.50 +D+L+H 0.960 1.00 1.00 1.00 1.00 0,97 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.335 0.163 1.00 0.960 1.00 1.00 1.00 1.00 0.97 14.93 770.68 2303,72 2.43 43.07 265.00 +D+Lr+H 0.960 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.410 0.203 1.25 0.960 1.00 1.00 1.00 1.00 0.95 22.71 1,171.79 2858.45 3.79 67.27 331.25 +D+S+H 0.960 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0,737 0.359 1.15 0.960 1.00 1.00 1.00 1.00 0.96 37,81 1,951.29 2646,91 6.16 109.35 304.75 +1)+0.750Lr+0.750L41 0.960 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 _:_ __,. . , . i 01 Ili HAY D EMI HI III Consulting engineers structural. Lngineering Wood Beam File=z:lprolects12015PR-1115319B-11153198-1.EC6 ENERCALC,INC.1983.2015,Bu11d:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: Ridge Beam 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 Pb V fv Fv Length=23.0 ft 1 0.375 0.185 1.25 0.960 1.00 1.00 1.00 1.00 0.95 20.76 1,071.38 2858.45 3.45 61.22 331.25 +D+0.750L+0.750S+H 0.960 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.626 0.304 1.15 0.960 1.00 1.00 1.00 1.00 0.96 32.09 1,656.14 2646.91 5.23 92.78 304.75 +0+0.60WH 0.960 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.217 0.102 1.60 0.960 1.00 1.00 1.00 1.00 0.93 14.93 770.68 3552.22 2.43 43.07 424.00 +0+0.70E+H 0.960 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.217 0.102 1.60 0.960 1.00 1.00 1.00 1.00 0.93 14.93 770.68 3552.22 2.43 43.07 424.00 +0+0.750Lr+0.750L+0.450W44 0.960 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.302 0.144 1.60 0.960 1.00 1.00 1,00 1.00 0.93 20.76 1,071.38 3552.22 3.45 61.22 424.00 +0+0.750L+0,750S+0,450W+H 0.960 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.466 0.219 1.60 0.960 1.00 1.00 1.00 1.00 0.93 32.09 1,656.14 3552.22 5.23 92.78 424.00 +0+0,750L+0.750S+0.5250E+H 0.960 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.466 0.219 1.60 0.960 1.00 1.00 1.00 1.00 0.93 32.09 1,656.14 3552.22 5.23 92.78 424.00 +0.60D+0.60W+0.60H 0.960 1.00 1.00 1.00 1.00 0.93 0,00 0.00 0.00 0.00 Length=23.0 ft 1 0.130 0.061 1.60 0.960 1.00 1.00 1.00 1.00 0.93 8.96 462.41 3552.22 1.46 25.84 424.00 +0,600+0.70E+0.60H 0.960 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=23.0 ft 1 0.130 0.061 1.60 0.960 1.00 1.00 1.00 1.00 0.93 8.96 462.41 3552.22 1.46 25.84 424.00 Overall Maximum Deflections _ Load Combination Span Max.'-Deft Location In Span Load Combination Max.'+"Defl Location In Span +0+6+H 1 1.0419 11.416 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 ------------------------ -- - Overall MAXlmum 7.049 5.692 Overall MINimum 1.579 0.901 +D+H 2.775 2.266 +D+L+H 2.775 2.266 +D+Lr+H 4.354 3.167 +D+S+H 7.049 5.692 +0+0.750Lr+0.750L+11 3.959 2.942 - +0+0.750L+0.750S+H 5.980 4.836 +0+0.60W+H 2.775 2.266 +0+0.70E+H 2.775 2.266 +0+0.750Lr+0.750L+0.450W+H 3.959 2.942 +0+0.750L+0.750S+0.450W+H 5.980 4.836 +D+0.750L+0.750S+0.5250E+H 5.980 4.836 +0.60D+0.60W+0.60H 1.665 1.360 +0.60D+0.70E+0,60H 1.665 1.360 D Only 2.775 2.266 Lr Only 1.579 0.901 L Only S Only 4.274 3.426 W Only E Only H Only 15 i 1■HI a _ I Consulting Engineers .tructuraL _ngineering Wood Beam Fite=z:lprojects12015PR-11153198-1115319B-1.EC6 ENERCAIC,INC.1983-2015,BuIId:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: Typ.Rafter 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase [(0.0133)SW 03325) $ ♦ 7 2x10 Span=16.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0=0.010, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Desi•n OK --- ------- Maximum Bending Stress Ratio = 0.679 1 Maximum Shear Stress Ratio = 0.187 : 1 1 - Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 889.62 psi fv:Actual = 38.79 psi FB:Allowable = 1,309.28 psi Fv:Allowable = 207.00 psi - Load Combination +D+S+H Load Combination +D+S+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 0.312 In Ratio= 616 Max Upward Transient Deflection 0.000 In Ratio= 0<240 Max Downward Total Deflection 0.464 in Ratio= 413 Max Upward Total Deflection 0.000 In Ratio= 0<180 I j , Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL N fb Fb V fv F'v +0+H - 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.286 0.079 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.52 292.73 1024.65 0.12 12.76 162.00 +0+L+H 1,100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.257 0.071 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.52 292.73 1138.50 0.12 12.76 180.00 +0+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.206 0.057 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.52 292.73 1423.13 0.12 12.76 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.679 0.187 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.59 889.62 1309.28 0.36 38.79 207.00 +0+0.750Lr+0.750L41 1,100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length=16.0 ft 1 0.206 0.057 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.52 292.73 1423.13 0.12 12.76 225.00 +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 1c IhM_ HAYDEN: Consulting Engineers otructuraL .ngineering Wood Beam File=a:lprojecls12015PR-11153198-1115319E-1.EC6 ENERCALC,INC.19834015,Build:6.15.7-30,Ver:6.15.7.30 Lic.#:.KW-06005543 Licensee; HAYDEN CONSULTING ENGINEERS: Description: Typ,Rafter Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V fv F'v Length=16.0 ft 1 0.566 0.156 1,15 1,100 1,00 1.15 1.00 1.00 1.00 1.32 740.40 1309.28! 0.30 32.29 207.00 +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=16.0 ft 1 0.161 0.044 1.60 1,100 1.00 1.15 1.00 1.00 1.00 0.52 292.73 1821.60 0.12 12.76 268.00 +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=16.0 ft 1 0.161 0.044 1.60 1.100 1.00 1,15 1.00 1.00 1.00 0.52 292.73 1821.60 0.12 12.76 288.00 +0+0,750Lr+0.750L+0.450W+41 1.100 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.161 0.044 1.60 1.100 1.00 1.15 1.00 1,00 1.00 0.52 292.73 1821.60 0.12 12.76 288.00 +0+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=16,0 ft 1 0.406 0.112 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.32 740.40 1821.60 0.30 32.29 288.00 +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=16.0 ft 1 0.406 0.112 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.32 740.40 1821.60 0.30 32.29 288.00 +0.600+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=16.0 ft 1 0.096 0.027 1.60 1.100 1.00 1.15 1.00 1,00 1.00 0.31 175.64 1821,60 0.07 7.66 288.00 +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=16.0 ft 1 0.096 0.027 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.31 175.64 1821.60 0.07 7.66 288.00 Overall Maximum Deflections Load Combination Span Max.-'Deft Location In Span Load Combination Max."+"Deft Location in Span +D+S+H 1 0.4643 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 0.396 0.396 - Overall MINimum 0.078 0.078 +D+11 0.130 0.130 +D+L+H 0.130 0.130 +D+Lr+H 0.130 0.130 +D+S+H 0.396 0.396 +D+0.750Lr+0,750L+H 0.130 0.130 +0+0,750L+0.750S+H 0.330 0.330 +D+0.60W+H 0.130 0.130 +D+0.70E+H 0.130 0.130 +D+0.750Lr+0.750L+0.450W+H 0.130 0.130 +D+0.750L+0.750S+0.450W+H 0.330 0.330 +D+0.750L+0.750S+0.5250E+H 0.330 0.330 +0.60D+0.60W+0.60H 0.078 0.078 +0.60D+0,70E+0,60H 0.078 0.078 D Only 0.130 0,130 Lr Only L Only S Only 0.266 0.266 W Only E Only H Only Consulting Engineers _ Structural Engineering [Wood B @8111 - --_ - - File•Z:Iprojects12015PR-1115319B-1\153198-1.EC6 ENERCALC.INC.1983.2015.Bult0:6.15.7.30.Ver:6.15.7.30 Lic.#:KW-06005543 Licensee.:HAYDEN CONSULTING ENGINEERS Description: Patio Rafter 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase 0(0.0133)+(0.033251 * 2x6 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=0.010, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.892 1 Maximum Shear Stress Ratio = 0.236 : 1 Section used for this span 2)(6 Section used for this span 2x6 fb:Actual = 1,380.61 psi fv:Actual = 48.88 psi FB:Allowable = 1,547.33psi Fv:Allowable = 207.00 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 0.469 In Ratio= 307 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.682 in Ratio= 211 Max Upward Total Deflection 0.000 in Ratio= 0<160 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Pb V N F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.356 0.094 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 1210.95 0.08 15.26 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.320 0.085 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 1345.50 0.08 15.26 180.00 +0+1.r+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.256 0.068 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 1681.88 0.08 15.26 225.00 +0+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.892 0.236 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.87 1,380.61 1547.33 0.27 48.88 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=12.0 ft 1 0.256 0.068 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 1681.88 0.08 15.26 225.00 +0+0.750L+0,7505+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . • " I Hf HAYUE1I,. Consulting Engineers otructuraL Engineering I.Wood Beam File=Z:lprojecls12015PR-111 5 31 9 8-111 5 31 9 8-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver.6.15.7.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Patio Rafter Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M 1b F'b V fv F'v Length=12.0 ft 1 0.739 0.196 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.72 1,143.19 1547.33 0.22 40.48 207.00 +0+0.60W+41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.200 0.053 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 2152.80 0.08 15.26 288.00 +0+0.70E+H 1.300 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.200 0.053 1.60 1,300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 2152,80 0.08 15.26 288.00 +0+0.750Lr+0,750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.200 0.053 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 430.93 2152.80 0.08 15,26 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.531 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.72 1,143.19 2152.80 0.22 40.48 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.531 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.72 1,143.19 2152.80 0.22 40.48 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.120 0.032 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.16 258.56 2152.80 0.05 9.15 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.120 0.032 1.60 1.300 1.00 1,15 1.00 1.00 1.00 0.16 258.56 2152.80 0.05 9.15 288.00 Overall Maximum Deflections Load Combination Span Max.- Deft Location in Span Load Combination Max,"+'Deft Location In Span +D+S+H 1 0.6817 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 0.290 0.290 Overall MINimum 0.054 0.054 +D+H 0.091 0.091 +O+L+H 0.091 0.091 +D+Lr+H 0.091 0.091 +D+S+H 0.290 0.290 +D+0.750Lr+0.750L+H 0.091 0.091 +D+0.750L+0.750S+H 0.240 0.240 +D+0.60W+H 0.091 0.091 - +D+0.70E+H 0.091 0.091 +0+0.750Lr+0.750L+0.450W+11 0.091 0.091 +0+0.750L+0.750S+0.450W+H 0,240 0.240 +0+0.750L+0.750S+0.5250E+11 0.240 0.240 +0.60D+0.60W+0.60H 0.054 0.054 +0.60D+0.70E+0.60H 0.054 0.054 D Only 0.091 0.091 Lr Only L Only S Only 0.200 0.200 W Only E Only H Only 19 )11AY.110IEN : • - I� Consulting 9 Ln ineers - 6tructuraL Lngineering I Wood Beam File=Z:tprgectsS2015PR-1115319x-11153198-1.EC6 ENERCALC.INC.1983.2015 BulId:6.15.7.30,Ver:6.15.7.30 -Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Patio Rafter at opening 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi - Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.025)S(0 0625) i + i ■ 2-2x6 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=0.010, S=0.0250 ksf, Tributary Width=2.50 ft 065_161L tIMMAR1r-- Desi!n OK Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio = 0.222 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,300.64psi fv:Actual = 46.05 psi FB:Allowable = 1,547.33 psi Fv:Allowable = 207.00 psi - Load Combination +D+S+H Load Combination +D+S+I-I 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 0.441 In Ratio= 326 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.642 in Ratio= 224 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 l Cr Cm C t CL M fb F'b V fv F'v +0+1-1 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.337 0.089 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408.08 1210.95 0.16 14.45 162,00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.303 0.080 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408.08 1345.50 0.16 14.45 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=12.0 ft 1 0.243 0.064 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408.06 1681.88 0.16 14.45 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.841 0.222 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.64 1,300.64 1547.33 0.51 46.05 207.00 +0+0.750Lr+0,750L+11 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft I 0.243 0.064 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408.08 1681.88 0.16 14.45 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ZO • _ . ti HAY n 9 i 1 EiJ Consulting L ineers Structural Engineering ------ --------------- - [Wood Beam File=Z:1projects12015PR-t\15319e-1\15319B-1.EC6 ENERCALC,INC.1983.2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Patio Rafter at opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V N Fv Length=12.0 ft 1 0.696 0.184 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.36 1,077.50 1547.33 0.42 38.15 207.00 4040.60W411 1.300 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.190 0.050 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408.08 2152.80 0.16 14.45 288.00 40+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.190 0.050 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408,08 2152.80 0.16 14.45 288.00 +D40,750Lr40.750L+0.450W+11 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.190 0.050 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.51 408.08 2152.80. 0.16 14.45 288.00 +040.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.501 0.132 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.36 1,077.50 2152.80 0.42 38.15 288.00 +040.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length=12.0 ft 1 0.501 0.132 1.60 1.300 1.00 1.15 1.00 1.00 1,00 1.36 1,077.50 2152.80 0,42 38.15 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.114 0.030 1.60 1.300 1,00 1.15 1.00 1.00 1.00 0.31 244.85 2152.80 0.10 8.67 288.00 +0.60D40.70E40.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.114 0.030 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.31 244.85 2152.80 0.10 8.67 288.00 Overall Maximum Deflections Load Combination Span Max.'-Deb Location In Span Load Combination Max.'+'Deft Location in Span +0+541 1 0.6422 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 0.546 0,546 Overall MINImum 0.103 0.103 +041 0.171 0.171 +D+L+H 0.171 0.171 +D+Lr+H 0.171 0.171 +D+S+H 0.546 0.546 +D40.750Lr+0.750L41 0.171 0.171 +040.750L+0.750S+H 0.453 0.453 +0+0.60W+H 0.171 0.171 +0+0.70E4 1 0.171 0.171 +0+0.750Lr+0.750L+0.450W+H 0.171 0.171 +0+0.750L+0.750S+0,450W41 0.453 0.453 +D+0.750L+0.750S+0.5250E+H 0,453 0.453 +0.60D+0.60W+0.60H 0.103 0.103 +0.60D+0.70E+0,60H 0.103 0.103 D Only 0.171 0.171 Lr Only L Only S Only 0.375 0.375 W Only EOny H Only 2_I HAYDEN ConsuLting Lngineers o__tructuraL Engineering _ Wood Beam File=z:tprojects12015PR-1115319B-11153198-1.EC6 ENERCALC,INC.1983.2015,8ulld:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Typical Windows 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi - Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase i + Dro,+e4S(O.41 + 4x6 span=4.oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=16.0 ft _D0.16.NSMAIMARY. _____ Design OK Maximum Bending Stress Ratio = 0.497 1 Maximum Shear Stress Ratio = 0.329 : 1 j Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 767.33 psi fv:Actual = 68.03 psi FB:Allowable = 1,543.45psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.547 ft i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 1608 Max Upward Transient Deflection 0.000 In Ratio= 0<240 Max Downward Total Deflection 0.042 in Ratio= 1140 Max Upward Total Deflection 0.000 In Ratio= 0<180 I I 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 Fb V iv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.185 0.122 0.90 1.300 1,00 1.15 1.00 1.00 1.00 0.33 223.29 1208.60 0.25 19.80 162.00 +0+1.41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.166 0.110 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.33 223.29 1342.59 0.25 19.80 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=4.0 ft 1 0.133 0.088 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.33 223.29 1677.28 0.25 19.80 225.00 +D+S41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.497 0.329 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.13 767.33 1543.45 0.87 68.03 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=4.0 ft 1 0.133 0.088 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.33 223.29 1677.28 0.25 19.80 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ZZ • '',HAD EIS - _ ConsuLting Engineers Structural Lngineering Wood Beam File=z:Iprolects12015PR-11153t9B-11153198-1.EC6 ENERCALC,INC.1983-2015,B016.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Typical Windows 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 Pv Length=4.0 ft 1 0.409 0.270 1,15 1.300 1.00 1.15 1.00 1.00 1.00 0.93 631.32 1543.45 0.72 55.97 207.00 +D+0.60W41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.104 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.33 223.29 2145.17 0.25 19.80 288.00 +0+0.70E+1-1 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.104 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.33 223.29 2145.17 0.25 19.80 288.00 +040.750Lr40.750L40.450W41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0,104 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.33 223.29 2145.17 0.25 19.80 288.00 +040.750L40.750S+0.450W+H 1.300 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.294 0.194 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.93 631.32 2145.17 0,72 55.97 288.00 +040.750L+0.750S40.5250E+H 1.300 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.294 0.194 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.93 631.32 2145.17 0.72 55.97 288,00 +0.600+0,60W40.60H 1.300 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.062 0.041 1,60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 133.97 2145.17 0.15 11.88 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.062 0.041 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 133.97 2145.17 0.15 11.88 288.00 Overall Maximum Deflections Load Combination Span Max.'-"Deft Location in Span Load Combination Max."+"Deft Location in Span 4D+S+H 1 0.0421 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.128 1.128 - -- -- -- __ Overall MINimum 0.197 0.197 +D+H 0.328 0.328 +D+L+H 0.328 0.328 +D+Lr+H 0.328 0.328 +O+S4H 1.128 1.128 +0+0.750Lr+0,750L441 0.328 0.328 +040.750L+0.750S+H 0.928 0.928 +040,60W+H 0.328 0.328 +0+0.70E441 0.328 0.328 +0+0.750Lr+0.750L+0.450W41 0.328 0.328 +0+0.750L+0.750S+0.450W+H 0.928 0.928 40+0.750L+0.750S+0.5250E41 0.928 0.928 +0.600+0.60W+0.60H 0.197 0.197 +0.60040.70E40.60H 0.197 0.197 D Only 0.328 0.328 Lr Only L Only S Only 0.800 0.800 W Only E Only H Only 23 HAYIIE1V Consulting Lngineers atructural Lngineering Wood Bt3a111 -He -111 53 1 9 8-111 5 31 9B-1.EC6 ENE RCALC,INC.1583-2015,BuIId:6.15.7.30,Vec6.15.7.30 Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: Patio Beam 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksI Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase D(0.06)S(0.15) + i 6x12 Span=18.0 ft Ap_plled Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARY _ Desi n OK Maximum Bending Stress Ratio = 0.760 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 896.82 psi iv:Actual = 42.87 psi FB:Allowable = 1,180.70psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 9.000ft Location of maximum on span = 17.080 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.320 in Ratio= 676 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.477 In Ratio= 453 Max Upward Total Deflection 0.000 in Ratio= 0<180 i Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span if M V Cd C FN C I Cr Cm C t CI. M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.319 0.087 0.90 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 925.82 0.60 14.12 162.00 +0+L+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.287 0.078 1.00 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 1027.91 0.60 14.12 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.230 0.063 1.25 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 1282.32 0.60 14.12 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.760 0.207 1.15 1.000 1.00 1.15 1.00 1.00 0.99 9.06 896.82 1180.70 1.81 42.87 207,00 +0+0.750Lr+0.750L41 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 - Length=18.0 ft 1 0.230 0.063 1.25 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 1282.32 0.60 14.12 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 i _ HA1 EIJ• 1 - Consulting Lngineers 5tructuraL Engineering Wood B @8111 --File=Z:IprojecIs12015PR-11153196-11153196-1.EC6 ENERCALC,INC.1983.2015,Bulld:6.15.7,30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee;.HAYOEN CONSULTING ENGINEERS. Description: Patio Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M tb F'b V fv Fv Length=18.0 ft 1 0.632 0.172 1.15 1.000 1.00 1.15 1.00 1.00 0.99 7.54 746.48 1180.70 1.50 35.68 207.00 +0+0.60W+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.181 0.049 1.60 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 1636.42 0.60 14.12 288.00 +0+0.70E+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.181 0.049 1.60 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 1636.42 0.60 14.12 288.00 +0+0.750Lr+0.750L+0.450W+4-1 1.000 1.00 1.15 1.00 1,00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.181 0.049 1.60 1.000 1.00 1.15 1.00 1.00 0.99 2.99 295.48 1636.42 0.60 14.12 288.00 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.456 0.124 1.60 1.000 1.00 1.15 1.00 1.00 0.99 7.54 746.48 1636.42 1.50 35.68 288.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 . Length=18.0 ft 1 0.456 0.124 1.60 1.000 1.00 1.15 1.00 1.00 0.99 7.54 746.48 1636.42 1.50 35.68 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18,0 ft 1 0.108 0.029 1.60 1.000 1.00 1.15 1.00 1.00 0.99 1.79 177.29 1636.42 0.36 8.47 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=18,0 ft 1 0.108 0.029 1.60 1.000 1.00 1.15 1.00 1.00 0.99 1.79 177.29 1636.42 0.36 8.47 288,00 Overall Maximum Deflections Load Combination Span Max.'-'Deft Location in Span Load Combination Max.'+'Deft Location in Span +D+S+H 1 0.4765 9.066 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.013 2.013 - Overall MINImum 0.398 0.398 +D+H 0.663 0.663 +D+L+H 0.663 0.663 +D+Lr+H 0.663 0.663 +O+S+H 2.013 2.013 +3+0.750Lr+0.750L41 0.663 0.663 +0+0.750L+0.750S+H 1.676 1.676 +D+0.60W+H 0.663 0.663 +D+0.70E+H 0.663 0.663 +D+0.750Lr+0.750L+0.450W+H 0.663 0.663 +0+0.750L+0.750S+0.450W+H 1.676 1.676 +0+0.750L+0.750S+0.5250E+H 1.676 1.676 +0.60D+0,60W+0.60H 0.398 0.398 +0.60D+0.70E+0.60H 0.398 0.398 D Only 0.663 0.663 LT Only L Only S Only 1.350 1.350 W Only E Only H Only 25 ; . •_ * A,i 1 E1 I i - Consulting 9 Ln ineers Structural. Engineering [Wood Beam File=Zaproiects12015PR--11153198-11153198-1.EC6 ENERCALC,INC.1983.2015,Bulid:6.15.7,30,Ver:6.15.7.30 Lic.#:K •08005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: Center Gable End Window CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties T Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend•xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi - Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase D(3.057)S(4.744) 0.03 0.05 6x14 Span-8.0ft 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, S=0.0250 ksf, Tributary Width=2.0 ft Point Load: D=3.057, S=4.744 k A 3.0 ft,(Ridge Beam) _DESIGN SUMMARY _..._..------------------- Desi I.n OK Maximum Bending Stress Ratio = 0.744 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 6x14 Section used for this span 6x14 fb:Actual = 871.57 psi fv:Actual = 82.45 psi - FB:Allowable = 1,171.43psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 3369 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.035 in Ratio= 2035 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 CI Cr C m C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.375 0.201 0.90 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 917.36 1.62 32.63 162.00 +04+1-1 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.338 0.181 1.00 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 1019.03 1.62 32.63 180.00 _ +0+Lr+H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.270 0.145 1.25 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 1272.95 1.62 32.63 225.00 +0+S+H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.744 0.398 1.15 0.987 1,00 1.15 1.00 1.00 1.00 12.13 871.57 1171.43 4.08 82.45 207.00 +D+0,750Lr+0.750L+H 0.987 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.270 0.145 1.25 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 1272.95 1.62 32.63 225.00 z(0 . . _ .11 1111_ _ ConsuLting Lngineers Structural Engineering Wood Beam Fie=z:�proleet12015PR-11153t98-111 5 31 9 8-1.EC6 ENERCALC,INC.1583.2015,BuIId:6.15.7.30.Ver:6.15.7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Center Gable End Window Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb F'b V fv F'v +0+0.750L+0,750S+H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.631 0.338 1.15 0.987 1.00 1.15 1.00 1.00 1.00 10.30 739.75 1171.43 3.46 70.00 207.00 +0+0.60W+1-1 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.211 0,113 1.60 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 1627.86 1.62 32.63 288.00 +0+0.70E+H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.211 0.113 1.60 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 1627.86 1.62 32.63 288.00 +D+0.750Lr+0.750L+0.450W+H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.211 0.113 1.60 0.987 1.00 1.15 1.00 1.00 1.00 4.79 344.27 1627.86 1.62 32.63 288.00 +D+0.750L+0.750S+0.450W+H 0.987 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.454 0.243 1.60 0.987 1.00 1.15 1.00 1.00 1.00 10.30 739.75 1627.86 3.46 70.00 288.00 - +0+0.750L+0.750S+0.5250E+H 0.987 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.454 0243 1.60 0.987 1.00 1.15 1.00 1.00 1.00 10.30 739.75 1627.86 3.46 70,00 288.00 +0.600+0.60W+0,60H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.127 0.068 1.60 0.987 1.00 1.15 1.00 1.00 1.00 2.88 206.56 1627.86 0.97 19.58 288.00 +0.60D+0.70E+0,60H 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.127 0.068 1.60 0.987 1.00 1.15 1.00 1.00 1.00 2.88 206.56 1627.86 0.97 19.58 288.00 Overall Maximum Deflections Load Combination Span Max."Deft Location In Span Load Combination Max."+"Deft Location In Span +D+S+H 1 0.0354 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.189 4.189 - - Overall MINimum 1.000 1.000 +0+11 1.667 1.667 +0+L+11 1.667 1.667 +O+Lr+H 1.667 1.667 +D+S+H 4.189 4.189 +0+0.750Lr+0.750L+H 1.667 1.667 +0+0.750L+0.750S+H 3.558 3.558 +0+0.60W+1-1 1.667 1.667 +0+0.70E+H 1.667 1.667 +0+0.750Lr+0.750L+0.450W+H 1.667 1.667 +0+0.750L+0.750S+0.450W+H 3.558 3.558 +0+0.750L+0.7505+0.5250E+H 3,558 3.558 +0.60D+0.60W+0,60H 1.000 1.000 +0.60D+0.70E+0.60H 1.000 1.000 D Only 1.667 1.667 Lr Only L Only S Only 2.522 2.522 W Only E Only H Only 27 • H'.': `` EIV - _ Co'nsuLting Lngineers . Structural Engineering Wood Beam File=Z:1projecls12015PR-'11153198-11153198-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description; Center Gable End Door 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!' 1,350.0 psi Eminbend-xx 580.0 ksi - Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase + i rxo oatsro.os) i i L MO span-e.o n Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft DES1G_N SuJlMAJi!.Y_-.___. Design OK _ Maximum Bending Stress Ratio = 0.167. 1 Maximum Shear Stress Ratio = 0.081 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 257.58 psi fv:Actual = 16.80 psi FB:Allowable = 1,541.38 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 3811 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.032 in Ratio= 2264 Max Upward Total Deflection 0.000 in Ratio= 0<180 1 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 lb F'b V Iv F'v +0+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.087 0.042 0.90 1.300 1.00 1,15 1.00 1.00 1.00 0.15 104.57 1207.36 0.09 6.82 162.00 +0+L+11 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.078 0.038 1,00 1.300 1.00 1.15 1.00 1.00 1.00 0.15 104.57 1341.05 0.09 6.82 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.062 0.030 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.15 104.57 1674.81 0.09 6.82 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.167 0.081 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.38 257.58 1541.38 0.22 16.80 207.00 +0+0.750Lr+0.750L+Ii 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.062 0.030 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.15 104.57 1674.81 0.09 6.82 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2g HAYDE1i _ Consulting Lngineers 5tructuraL Engineering Wood Beam File=Z:lprolects12015PR-11153198-11153199-1.EC6 ENERCALC,INC.1983-2015,eulld:6.15.7.30.Vor:6.15.7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Center Gable End Door Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb F'b V fv Pv Length=6.0 ft 1 0.142 0.069 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.32 219.33 1541.38 0.18 14.31 207.00 +0+0,60W41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=6.0 ft 1 0.049 0.024 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.15 104.57 2140.98 0.09 6.82 288.00 +0+0.70E+H 1.300 1.00 1.15 1,00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.049 0.024 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.15 104.57 2140.98 0.09 6.82 288.00 +D+0,750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.049 0.024 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.15 104.57 2140.98 0.09 6.82 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.102 0.050 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.32 219.33 2140.98 0.18 14.31 288.00 +0+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.102 0.050 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.32 219.33 2140.98 0.18 14.31 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.029 0.014 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.09 62.74 2140.98 0.05 4.09 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.029 0.014 1.60 1.300 1.00 1.15 1.00 1.00 0.99 0.09 62.74 2140.98 0.05 4.09 288.00 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max.'+•Deft Location in Span +0+S+H 1 0.0318 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.253 0,253 Overall MINimum 0.062 0.062 +0+H 0.103 0.103 +0+L+H 0.103 0.103 +0+Lr+H 0.103 0.103 +D+S+H 0.253 0.253 +0+0.750Lr+0.750L+H 0.103 0.103 +0+0,750L+0.750S+H 0.215 0.215 +0+0.60W+H 0.103 0.103 +0+0.70E+H 0.103 0.103 40+0.750Lr+0.750L+0.450W41 0.103 0.103 -'0+0.750L+0.750S+0.450W+H 0.215 0.215 +0+0,750L+0.750S+0.5250E+H 0.215 0.215 +0.600+0.60W+0.60H 0.062 0.062 40.60040.70E+0.60H 0.062 0.062 D Only 0.103 0.103 Lr Only L Only S Only 0.150 0.150 W Only E Only H Only 2�i . . HA ' uE Ni\N HP - ConsuLting Lnglneers Structural, Lngineering Wood Beam File=zlprojecls12015PR-111 53 1 9 6-111 5 31 9B-1.EC6 ENERCALC,INC.1983.2015,6uild:6.15.7.30.Ver:6.15.7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Floor 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi - Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase 1 0(0.031111.10.08) + giiiiimmiamiii * * 2x8 Span•e off 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=2.0 ft DEMN VAIN.Af3Y___ Desi•n OK _ Maximum Bending Stress Ratio = 0.697 1 Maximum Shear Stress Ratio = 0.294 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 820.83 psi fv:Actual = 52.94 psi FB:Allowable = 1,177.38psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+t+H Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.097 in Ratio= 986 Max Upward Transient Deflection 0.000 in Ratio= 0<360 1 Max Downward Total Deflection 0.137 in Ratio= 702 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 01 Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.221 0.094 0.90 1.200 1.00 1.15 1.00 1.00 0.96 0.26 236.38 1069.37 0.11 15.25 162.00 +D+L+H 1.200 1.00 1,15 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.697 0.294 1.00 1.200 1.00 1.15 1.00 1.00 0.95 0.90 820.83 1177.38 0.38 52.94 180.00 +044.1+H 1.200 1.00 1.15 1.00 1.00 0.95 0.00 0.00 0.00 0.00 - Length=8.0 ft 1 0.165 0.068 1.25 1.200 1.00 1.15 1.00 1.00 0.92 0.26 236.38 1428.35 0.11 15.25 225.00 +0+S+H 1.200 1,00 1.15 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.177 0.074 1.15 1.200 1.00 1.15 1.00 1.00 0.93 026 236.38 1331.73 0.11 15.25 207.00 +0+0.750Lr+0.750L+4-( 1.200 1.00 1.15 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.472 0.193 1.25 1.200 1.00 1.15 1.00 1.00 0.92 0.74 674.72 1428.35 0.32 43.52 225.00 +0+0.750L+0.750941 1.200 1.00 1.15 1.00 1.00 0.92 0.00 0.00 0.00 0.00 30 • _ I { ;,, ,,,,\ ,, ODE Nt. im 1 Consulting 9 Ln ineers .3tructuraL Lngineering Wood Beam File=z:lprojecls12015PR-1115319B-11153198-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7,30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee HAYDEN CONSULTING ENGINEERS Description: Floor Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I C r Cm C t CL M tb Pb V fv Pv Length=8.0 ft 1 0.507 0.210 1.15 1.200 1.00 1.15 1.00 1.00 0.93 0.74 674.72 1331.73 0.32 43.52 207.00 +0+0.60W41 1.200 1.00 1.15 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.138 0.053 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.26 236.38 1713.54 0.11 15.25 288.00 +D+0.70E+11 1.200 1.00 1.15 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.138 0.053 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.26 236.38 1713.54 0.11 15.25 288.00 +0+0.750Lr+0,750L+0.450W41 1.200 1.00 1.15 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=8.011 1 0.394 0.151 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.74 674.72 1713.54 0.32 43.52 288.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.394 0.151 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.74 674.72 1713.54 0.32 43.52 288.00 +0+0,750L+0.750S+0,5250E+H 1.200 1.00 1.15 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.394 0.151 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.74 674.72 1713.54 0.32 43.52 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.083 0.032 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.16 141.83 1713.54 0.07 9.15 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.083 0.032 1.60 1.200 1.00 1.15 1.00 1.00 0.86 0.16 141.83 1713.54 0.07 9.15 288.00 Overall Maximum Deflections Load Combination Span Max. Deft Location In Span Load Combination Max. Deft Location In Span 40+1+H 1 0.1367 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 0.449 0.449 Overall MINimum 0.078 0.078 +041 0.129 0.129 +0+L+H 0.449 0.449 +D+Lr+H 0.129 0.129 +0+8+11 0.129 0.129 +D+0.750Lr+0.750L+H 0.369 0.369 +D+0.750L+0.750S+H 0.369 0.369 +0+0.60W+H 0.129 0.129 +D+0.70E-H 0.129 0.129 +0+0.7501r+0,750L+0.450W41 0.369 0.369 +0+0.750L+0.750S+0.450W+H 0.369 0.369 +0+0.750L+0.750S+0.5250E+H 0.369 0.369 +0.60D+0.60W+0.60H 0.078 0.078 +0.60D+0.70E+0.60H 0.078 0.078 D Only 0.129 0.129 Lr Only L Only 0.320 0.320 S Only W Only E Only H Only 31 N'ImlimiEr01 . 'ill ]HiA(/_ Consulting E_ngineerr s Structural. engineering Wood Beam File=z:lproJects12015PR-11153198-11153198-1.EC6 ENERCALC,INC.1983-2015,BulId:6.15.7.30,Ver:6.15-7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Floor Beam 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 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi - Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase 0(0 12754 110 34) + � 4x10 I � Span-8.50 II _Ap__plled 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=8.50 ft _D $fGlU '1MARY Desi.n OK _ Maximum Bending Stress Ratio = 0.836 1 Maximum Shear Stress Ratio = 0.428 : 1 Section used for this span 4x10 Section used for this span 4x1 0 fb:Actual = 1,030.33 psi fv:Actual = 77.07 psi FB:Allowable = 1,232.27 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft 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 0.109 in Ratio= 937 Max Upward Transient Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.152 in Ratio= 672 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 F'b V Iv F'v +041 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.263 0.135 0.90 1.200 1.00 1,15 1.00 1.00 0.99 1.21 292.08 1110.03 0.47 21.85 162.00 +0+141 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.836 0.428 1.00 1.200 1.00 1,15 1.00 1.00 0.99 4.29 1,030.33 1232.27 1.66 77.07 180.00 +4)+Lr+H 1.200 1.00 1,15 1.00 1,00 0.99 0.00 0.00 0.00 0.00 - Length=8.50 ft 1 0.190 0.097 1.25 1.200 1.00 1.15 1.00 1.00 0.99 1.21 292.08 1536.76 0.47 21.85 225,00 +0+S+H 1.200 1.00 1,15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.206 0.106 1.15 1.200 1.00 1.15 1.00 1.00 0.99 1.21 292.08 1415.16 0.47 21.85 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1,15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.550 0.281 1.25 1.200 1.00 1.15 1.00 1.00 0.99 3.52 845.77 1536.76 1.37 63.26 225.00 +D+0.750L+0.750S+11 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 32 . ' " ' ''('iD EN, H, Consulting Lngineers .tructuraL Engineering f Wood Beam i File=z:IproIecls12015PR-111 5319 8-111 531 9e-1.EC6 ENERCALC,INC.1983.2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee..HAYDEN CONSULTING ENGINEERS Description: Floor Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb F'b V Iv F'v Length=8.50 ft 1 0.598 0.306 1.15 1.200 1.00 1.15 1.00 1.00 0.99 3.52 845.77 1415.16 1.37 63.26 207.00 +D+0,60W+1 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.149 0.076 1.60 1.200 1.00 1.15 1.00 1.00 0.99 1.21 292.08 1960.06 0.47 21.85 288.00 +0+0,70E+4-1 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.149 0.076 1.60 1.200 1.00 1.15 1.00 1.00 0.99 1.21 292.08 1960.06 0.47 21.85 288.00 +0+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.432 0.220 1.60 1.200 1.00 1.15 1.00 1.00 0.99 3.52 845.77 1960.06 1.37 63.26 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.432 0.220 1.60 1.200 1.00 1.15 1.00 1.00 0.99 3.52 845.77 1960.06 1.37 63.26 288.00 +0+0.750L+0.7505+0.5250E+1 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 - Length=8.50 ft 1 0.432 0.220 1.60 1.200 1.00 1.15 1.00 1.00 0.99 3.52 845.77 1960.06 1.37 63.26 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.089 0.046 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.73 175.25 1960.06 0.28 13.11 288.00 +0.600+0.70E40.60H 1.200 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.50 fl 1 0.089 0.046 1.60 1.200 1.00 1.15 1.00 1.00 0.99 0.73 175.25 1960.06 0.28 13.11 288.00 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location In Span Load Combination Max.'+'Dell Location in Span +O+L+H 1 0.1518 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MA)Omum 2.017 2.017 Overall MINimum 0.343 0.343 +D+H 0.572 0.572 +O+L+H 2.017 2.017 +D+Lr+H 0.572 0.572 +D+S+H 0.572 0.572 +D+0.750Lr+0.750L+H 1.655 1.655 +0+0.750L+0.750S+H 1.655 1.655 +D+0.6OW+H 0.572 0.572 +0+0.70E+1-1 0.572 0.572 +0+0,750Lr+0.750L+0.450W+H 1.655 1.655 +0+0.750L+0.750S+0.450W+H t655 1.655 +0+0.750L+0.750S+0.5250E+H 1.655 1.655 +0.60D+0.60W+0.60H 0.343 0.343 +0.60D+0.70E+0.60H 0.343 0.343 0 Only 0.572 0.572 Lr Only L Only 1.445 1.445 S Only W Only EOnly H Only Z3 • 'II HAYDEN' - ConsuLting 9 Ln ineers Structural. Engineering _ ___ Wood Column File=Z:\projects\2015PR-11153198-11153198-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee.:HAYDEN CONSULTING ENGINEERS Description: Ridge beam support Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixlties Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.50 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.1 5.50 in Cf or Cv for Bending 1.30 Area 19.250 in^2 Cf or Cv for Compression 1.150 Fb-Tension 1,000.0 psi Fv 180.0 psi lx 48.526 in"4 Cf or Cv for Tension 1.30 Fb-Compr 1,000.0 psi Ft 675.0 psi ly 19.651 in"4 Cm:Wet Use Factor 1.0 Fc-Pr!! 1,500.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Nos 15 3 2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive 7 No(pion-s+n my) Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:60.477 Ibs'Dead Load Factor AXIAL LOADS.., Axial Load at 14.50 ft,D=3.057,S=4.744 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9655:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Fonimla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Defections... At maximum location values are.,. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.861 k for load combination:n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable My 0.0 psi for load combination:n!a Fc:Allowable 422.968 psi Other Factors used to calculate allowable stresses-.. PASS Maximum Shear Stress Ratio= 0.0:1 Benks Compression Tension Load Combination +O.60D+0.70E+O.60H Cf or Cv:Size based factors 1.300 1.150 Location of max.above base 14.50 ft Applied Design Shear 0.0 psi Allowable Shear 180.0 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 1.000 0.245 0.3829 PASS 0.0 ft 0.0 PASS 14.50 ft +D+L+H 1.000 0.245 0.3829 PASS 0.0 ft 0.0 PASS 14.50 ft +D+Lr+}1 1.000 0.245 0.3829 PASS 0.0 ft 0.0 PASS 14.50 ft +D+S+H 1.000 0.245 0.9655 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750Lr+0.750L+H 1.000 0.245 0.3829 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750L+0.750S+H 1.000 0.245 0.8199 PASS 0.0 ft 0.0 PASS 14.50 ft +D+O.60W+H 1.000 0.245 0.3829 PASS 0.0ft 0.0 PASS 14.50ft +D+O.70E+H 1.000 0.245 0.3829 PASS 0.0ft 0.0 PASS 14.50 ft +D+0.750Lr+O.750L+0.450W+H 1.000 0.245 0.3829 PASS 0.0ft 0.0 PASS 14.50ft +D+O.750L+0.750S+O.450W+H 1.000 0.245 0.8199 PASS 0.0ft 0.0 PASS 14.50 it +D+0.750L+O.750S+0.5250E+H 1.000 0.245 0.8199 PASS 0.0 ft 0.0 PASS 14.50ft +0.60D+0,60W+O.60H 1.000 0.245 0.2297 PASS 0.0ft 0.0 PASS 14.50 ft 31f ': YADEN, .1 Consulting Engineers . .3tructural Engineering [Wood Column Flle=Z:1proiects12015PR-11153198-11153196-1.EC6 ENERCALC,INC.1983-2015.BuId:6.15.7.30.Ver.6.15.7.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Ridge beam support Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.000 0.245 0.2297 PASS 0.0ft 0.0 PASS 14.50 ft Maximum Reactions Note:Only non-zero reactions are listed. ---_--- --�-_ .-_-_. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top ©Base +D+H k k ---- 3.117k +o+L+H k k 3.117 k +D+Lr+H k k 3.117 k +D+S+H k k 7.861 k +D+0.750Lr+0.750L+H k k 3.117 k +D+0.750L+0.750S+H k k 6.675 k +0+0.60W+H k k 3.117 k +0+0.70E+H k k 3.117 k +D+0.750Lr+0.750L+0.450W+H k k 3.117 k +0+0.750L+0.750S+0.450W+H k k 6.675 k +D+0.750L+0.750S+0.5250E+H k k 6.675 k +0.60D+0.60W+0.60H k k 1.870 k +0.60D+0.70E+0.60H k k 1.870 k D Only k k 3.117 k Lr Only k k k L Only k k k S Only k k 4.744 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 In 0.000 ft - +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+S+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 In 0.000 ft 0.000 In 0.000 ft +D+0.750L+0.750S+H 0.0000 In 0.000 ft 0.000 In 0.000 ft +0+0.60W+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +0+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +0.60D+0.60W+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 In 0.000 ft D Only 0.0000 In 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 In 0.000 ft L Only 0.0000 In 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 In 0.000 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 35 '`y 'i,DEN, — — Consulting Engineers . 5tructuraL Engineering Wood Column FIIe=Z:lproJects12015PR-11153198-11153198-1.EC6 ENERCALC,INC.1983-2015,Bulld:6,15.7.30,Ver:6.15.7.30 Lic.#:KW-06005543 . Licensee:HAYDEN CONSULTING ENGINEERS Description: Ridge beam support Sketches __ 9 i, .n o 1 47 II 1 L N t 3 so,n Loads are total entered value.Arrows do not reflect absolute direction. 3� _ _ • • _ - 11 1HA VDEN - Consulting Lnglneers . .tructural. Engineering {Wood Column File=z:lproJects12015PR-11153198-11153198-1,EC6 ENERCALC,INC.1983-2015,Bulld:6.15.7,30,Ver:6.15.7.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: King studs at Gable end door. Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood GradingiManuf. Graded Lumber Overall Column Height 14.0 ft Wood Member Type Sawn (used for non-slender calnrlarions) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud - Area 24.750 inA2 Cf or Cv for Compression 1.0 Fb-Tension 700 psi Fv 180 psi lx 62.391 In^4 Cf or Cv for Tension 1.0 Fb-Compr 700 psi Ft 450 psi ly 41.766 Mg Cm:Wet Use Factor 1.0 Fc-PrIl 850 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:Built-up columns 1.0 NOS 15 32 Basic 1400 1400 1400 ksi Use Cr:Repetitive? No(non-OM(Al Minimum 510 510 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:75.075 lbs*Dead Load Factor BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0750 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8387:1 Maximum SERVICE Lateral Load Reactions.. - Load Combination +0+0.60W+H Top along Y-Y 0.5250 k Bottom along Y-Y 0.5250 k Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.7502 in at 7.047 ft above base Applied Axial 0.07508 k for load combination Applied Mx 1.102 k-ft W Only Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 385.381 psi for load combination:n/a Other Factors used to calculate allowable stresses.,. PASS Maximum Shear Stress Ratio= 0.07071 :1 Bending Compression Tension Load Combination +D+0.60W+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 14.0 ft Applied Design Shear 19.091 psi Allowable Shear 180.0 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 1.000 0.453 0.007871 PASS 0.0 ft 0.0 PASS 14.0 ft +D+L+H 1.000 0.453 0.007871 PASS 0.0 ft 0.0 PASS 14.0 ft +D+Lr+H 1.000 0.453 0.007871 PASS 0.0 ft 0.0 PASS 14.0 ft +D+S+H 1.000 0.453 0.007871 PASS 0.0ft 0.0 PASS 14.0ft +0+0.750Lr+0.750L+H 1.000 0.453 0.007871 PASS 0.0 ft 0.0 PASS 14.0 ft +0+0.750L+0.750S+H 1.000 0.453 D.007871 PASS 0.0 ft 0.0 PASS 14.Oft +D+0.60W+H 1.000 0.453 0.8387 PASS 6.953 ft 0.07071 PASS 14.0 ft +D+0,70E+H 1.000 0.453 0.007871 PASS 0.0 ft 0.0 PASS 14.0 ft +0+0.750Lr+0.750L+0.450W+H 1.000 0.453 0.6291 PASS 7.047 ft 0.05303 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.453 0.6291 PASS 7.047 ft 0.05303 PASS 0.0 ft +0+0.750L+0.750S+0.5250E+H 1.000 0.453 0.007871 PASS 0.0 ft 0.0 PASS 14.0 ft +0.60D+0.60W+0.60H 1.000 0.453 0.8364 PASS 6.953 ft 0.07071 PASS 14.0 ft "7 •'t l p �'1 . ` DEN . I Consulting Lngineers .tructuraL Engineering l Wood Column File=z:1projecls12o15PR-1115319B-1115319B-1.EC5 ENERCALC.INC.1983-2015,Build:6.15.7.30.Ver:6.15.7.30 Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: King studs at Gable end door. 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 +0.60D+0.70E+0.60H 1.000 0.453 0.004723 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top ©Base -- ------------ --- -- - +0411 k k 0.075 k +0+141-1 k k 0.075 k 4D+Lr4H k k 0.075 k +0+84+1 k k 0.075 k +D40.750Lr40.750L+H k k 0,075 k +040.750140.750S+H k k 0.075 k +0+0.60W+H k 0.315 0.315 k 0.075 k 4040.70E411 k k 0.075 k 40+0.750Lr40.750L40.450W41 k 0.236 0.236 k 0.075 k +040.750L+0.750S+0.450W+H k 0.236 0.236 k 0.075 k +0+0.750L+0.750S+0.5250E441 k k 0.075 k +0.60D+0.60W+0.60H k 0.315 0.315 k 0.045 k 40.600+0.70E+0.60H k k 0.045 k D Only k k 0.075 k Lr Only k k k LOny k k k S Only k k k W Only k 0.525 0.525 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 404H 0.0000 In 0.000 ft 0.000 In 0.000 ft _ +D+L+H 0.0000 in 0.000 ft 0.000 In 0.000 ft 404Lr+H 0.0000 in 0.000 ft 0.000 In 0.000 ft 40+541 0.0000 In 0.000 ft 0.000 In 0.000 ft +040.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +040.750L40.750S411 0.0000 In 0.000 ft 0.000 in 0.000 ft 4040.60W+H 0.0000 in 0.000 ft 0.450 In 7.047 ft +040.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750Lr+0.750L+0.450W+H 0.0000 In 0.000 ft 0.338 In 7.047 ft 4040.750L40.750S40.450W+H 0.0000 in 0.000 ft 0.338 In 7.047 ft +040.750L+0.750S40.5250E41-1 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.450 In 7.047 ft 40.60D+0.70E40.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft 0 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 In 0.000 ft 0.000 In 0.000 ft L Only 0.0000 in 0.000 ft 0.000 In 0.000 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.750 in 7.047 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 3g iT j . - — — Consulting Engineers otructuraL Engineering I Wood Column File=z:lproJecls12015PR-14153198-11153196-1.ECs ENERCALC,INC.1983-2015.Build:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: King studs at Gable end door. 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CONNECTION NAILS STUDS TO PLATES—END NAIL (2) 16d COMMON OR(3) 10d OR STUDS TO PLATES—TOE NAIL (4) 10d TOP PLATES& BOTTOM PLATES -SPIKE TOGETHER 10d AT 8" OC -LAP AND INTERSECTIONS (4) 10d EACH SIDE JOINT FLOOR, ROOF, CEILING JOISTS -TO PLATES OR BEAMS—TOE NAIL (2) 10d BLOCKING TO PLATE—TOE NAIL (2) 10d BLOCKING TO JOISTS—EACH END (2) 10d CORNER STUDS 10d AT 12"OC i• 2X LAMINATED BEAMS 10d AT 12"2 ROWS STAGGERED PLYWOOD SHEATHING CONNECTIONS (ALL NAILS COMMON UNLESS NOTED OTHERWISE) 1. NAILS IN CONTACT WITH PRESSURE-TREATED LUMBER TO BE STAINLESS STEEL OR HOT-DIP GALVANIZED. 2. ROOF SHEATHING AND FLOOR a. BLOCK ALL EDGES WITH 2 X 4 FLATS WHERE NOTED ON DRAWINGS b. NAILING: AT EDGES OF EACH SHEET,BLOCKING& WALLS 8d AT 6" OC AT INTERIOR OF SHEETS 8d AT 12"OC AT BOUNDARIES OF ROOF 8d AT 6"OC 3. WALL SHEATHING a. BLOCKING ALL EDGES NOT SUPPORTED BY FRAMING MEMBERS WITH 2 X 4 FLATS, MIN. b. NAILING(UNLESS NOTED OTHERWISE ON SHEAR WALL SCHEDULE): AT EDGES OF EACH SHEET TO STUDS, BLOCKING • &PLATES 8d AT 6"OC AT INTERIOR OF EACH SHEET 8d AT 12"OC AT BOUNDARIES OF WALL 8d AT 6"OC OTHER WOOD CONNECTIONS 1. FRAMING CONNECTORS: SIMPSON STRONG-TIE OR APPROVED. a. FILL ALL NAIL HOLES WITH NAILS AS SPECIFIED BY THE CONNECTOR MANUFACTURER,UNLESS NOTED OTHERWISE. b. CONNECTIONS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. c. HANGERS TO DEVELOP BENDING STRENGTH OF MEMBERS, UNLESS NOTED OTHERWISE ON DRAWINGS. 2. ANCHOR BOLTS: ASTM F1554 (GRADE 36). 3. PROVIDE STAINLESS STEEL OR HOT-DIP GLAVANIZED ANCHOR BOLTS, LAG BOLTS, EXPANSION ANCHORS,PLATE WASHERS AND THREADED RODS IN CONTACT WITH • PRESSURE-TREATED LUMBER. - 4. PROVIDE STANDARD PLATE WASHERS UNDER HEADS OR NUTS OF BOLTS BEARING ON WOOD. SEE SHEAR WALL SCHEDULE FOR SQUARE WASHER REQUIREMENTS AT SHEAR WALLS. 5. ANCHOR ALL SILL PLATES WITH '/4"x3"x3"PLATE WASHERS AND WITH A MINIMUM OF 3 ANCHORS PER PIECE. 6. MINIMUM SIZE AND MAXIMUM SPACING OF PLATE OR LEDGER CONNECTIONS: V a. PLATES TO CONCRETE FOUNDATION WALLS: 1/2"DIAMETER x 8"EMBED ANCHOR BOLTAT 4'-0" OC 7. LAG BOLT a. PRE-DRILLED LEAD AND CLEARANCE HOLES FOR LAGS: i. PROVIDE CLEARANCE HOLE FOR SHANK, WITH DIAMETER EQUAL TO SHANK DIAMETER,DEPTH EQUAL TO LENGTH OF UNTHREADED SHANK. ii. PROVIDE LEAD HOLE FOR THE THREADED PORTION, WITH LENGTH EQUAL TO AT LEAST LENGTH OF THREADED PORTION, WITH DIAMETER AS FOLLOWS: 3/8"DIAMETER BOLT= 3/4"DIAMETER HOLE '/2"DIAMETER BOLT= 5/16"DIAMETER HOLE 5/8"DIAMETER BOLT=7/16"DIAMETER HOLE 3/4"DIAMETER BOLT= /2"DIAMETER HOLE b. SOAP THREADS OF LAGS IMMEDIATELY PRIOR TO INSTALLATION. ' c. INSTALL LAG BOLTS WITH HAND WRENCH ONLY. ME L EDGES II 1 SHEAR WALL SCHEDULE JST B BLOCKED MARK WALL COVER FASTENERS NAILNG@ FIELD SOLE BLOCK PANEL 10" REMARKS PANEL EDGES NAILING PLATES RIM R JOISTS A. 's A � X"PLYWOOD gd 6'.0.C. 17 0.C. 16d 6-0.C. A35 @ 3Y O.C. 470.C. V SHTG SHEAR WALL NOTES: • PLYWOOD JOINT NA LING SHALL BE STAGGERED. • PANEL EDGES SHALL BE BACKED WITH 21NCH NOMINAL OR WIDER FRAMNG UNLESS NOTED OTHERWISE INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. • GALVANIZED NAILS SHALL BE HOT DPPED OR TUMBLED. • ALL A.B.'s TO HAVE 3"x3'xr PLATE WASHERS. • ALL EXTEROR WALLS NOT DESIGNATED AS SHEAR WALLS TO HAVE J4"DR.x 10"A.B.'S D 4B"0/C W/3'Xner PLATE WASHERS. • IN LEU OF 31(FRAMING MEMBERS(2)23 MEMBERS MAY BE USED.NAL LAMINATE MEMBERS WITH 10d NAILS WITH A SPACING EQUAL TO SHEAR WALL EDGE NAILING.STAGGER ALL NA LS. HOLDOWN SCHEDULE MARK HOLDOWN FASTENERS STUD FASTENED TOHOLDOWN NOTES WALL SHEATHING MUST BE EDGED NAILED TO ALL HOLDOWN MEMBERS 1.0 N REQUIRED AND TOME FOUNDATION MUD-SILL PLATE. v/ REQUIRED 1 I • 1 • SPECIAL INSPECTION PROGRAM TYPES OF WORK PERIODIC CONTINUOUS COMMENTS POST INSTALLED ANCHORS: SIMPSON SET-XP EPDXY X PER ESR-2508 SPECIAL INSPECTION PROGRAM NOTES: 1. PROVIDE SPECIAL INSPECTION,SPECIAL TESTING,REPORTING AND COMPLIANCE PROCEDURES ACCORDING TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE WITH THE 2010 OREGON STRUCTURAL SPECIALTY CODE. 2. SPECIAL INSPECTOR QUALIFICATIONS:DEMONSTRATE COMPETENCE,TO THE SATISFACTION OF THE BUILDING OFFICIAL,FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION IN QUESTION. 3. PRIOR TO THE BEGINNING OF CONSTRUCTION,REVIEW THE SPECIAL INSPECTION REQUIREMENTS WITH THE ARCHITECT,ENGINEER,BUILDING OFFICIAL,GENERAL CONTRACTOR AND SPECIAL INSPECTORS. 4. DUTIES OF THE SPECIAL INSPECTOR INCLUDE,BUT ARE NOT LIMITED TO: a.OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION. THEN,IF UNCORRECTED,THE ENGINEER AND TO THE BUILDING OFFICIAL. b.FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL,ARCHITECT,ENGINEER,GENERAL CONTRACTOR AND OWNER IN A TIMELY MANNER. c.SUBMIT A FINAL REPORT STATING WHETER THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED,AND WHETHER THE WORK IS IN CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. 5. DUTIES OF THE GENERAL CONTRACTOR INCLUDE,BUT ARE NOT LIMITED TO: a.NOTIFY SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE THE INSPECTION IS REQUIRED. b.MAINTAIN ACCESS TO WORK REQUIRING SPECIAL INSPECTION UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL. c.PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE. d.MAINTAIN JOB-SITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. 6. DEFINITIONS: a.CONTINUOUS INSPECTION:THE SPECIAL INSPECTOR IS OBSERVING THE WORK REQUIRING SPECIAL INSPECTION AT ALL TIMES. b.PERIODIC INSPECTION:THE SPECIAL INSPECTOR IS ON SITE AS REQUIRED TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE. GENERAL NOTES DESIGN STANDARD 2014 OREGON RESIDENTIAL STRUCTURAL CODE DESIGN CRITERIA 1. DESIGN SNOW LOADS, UNLESS NOTED OTHERWISE: a. ROOF 25 PSF MINIMUM ROOF SNOW LOAD b. SNOW BUILDUP ASCE 7-10 2. DESIGN LATERAL LOADS,UNLESS NOTED OTHERWISE: a. WIND 2014 OREGON STRUCTURAL SPECIALTY CODE 120 MPH, EXPOSURE`B" • b. SEISMIC OREGON STRUCTURAL SPECIALTY CODE SEISMIC DESIGN CATEGORY D SITE CLASSIFICATION D,USE GROUP II GENERAL 1. THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS. 2. SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. 3. VERIFY DIMENSIONS AND CONDITIONS WITH THE ARCHITECTURAL DRAWINGS. FIELD VERIFY DIMENSIONS AND ELEVATIONS RELATIVE TO THE EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS. 4. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN, PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. 5. APPLY,PLACE,ERECT, OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 6. ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST WIND, LATERAL, EARTH,AND SEISMIC FORCES UNTIL THE PERMANENT LATERAL FORCE- RESISTING SYSTEMS HAVE BEEN INSTALLED. 7. PROVIDE BLOCKING BETWEEN STUDS (OR OTHER MEANS OF BRACING)AT WOOD BEARING WALLS TO PREVENT STUD BUCKLING PRIOR TO INSTALLATION OF GYPSUM WALLBOARD. 8. SUBMITTALS: a. SUBMIT SHOP DRAWINGS FOR: i. PRE-FABRICATED WOOD ROOF TRUSSES b. SUBMIT SHOP DRAWINGS, STAMPED BY A REGISTERED STRUCTURAL ENGINEER LICENCED IN THE STATE OF OREGON FOR THE TRUSSES. FOUNDATIONS 1. FOUNDATION SIZES BASED ON ALLOWABLE SOIL BEARING PRESSURE OF 1,500 PSF (DEAD +LIVE) WITH AN ALLOWABLE ONE-THIRD INCREASE FOR WIND AND SEISMIC. _ 2. PLACE FOOTINGS ON FIRM, UNDISTURBED NATIVE SOIL OR ON STRUCTURAL FILL (SEE "STRUCTURAL FILL"NOTES FOR ADDITIONAL INFORMATION) 3. LOCATE BOTTOM OF FOOTINGS A MINIMUM OF 1' —6"BELOW FINISH GRADE. 4. PRIOR TO PLACEMENT OF CONCRETE, REMOVE ALL DISTURBED SOIL FROM FOOTING EXCAVATION. 5. STEP BOTTOM OF FOOTINGS AT ELEVATION CHANGES AT A SLOPE OF 1 VERTICAL TO 2 HORIZONTAL, WITH A MAXIMUM VERTICAL STEP OF 2' —0" 6. CONSULT THE SOILS REPORT(IF AVAILABLE) FOR ADDITIONAL INFORMATION. CONCRETE REINFORCING STEEL 1. REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60. CAST IN-PLACE CONCRETE 1. ALL CONCRETE MATERIALS,FORM WORK, MIXING, PLACEMENT, AND CURING SHALL BE IN ACCORDANCE WITH: a. ACI 301 "STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE" b. ACI 305 "RECOMMENDED PRACTICE FOR HOT-WEATHER CONCRETING"AND c. ACI 306 "RECOMMENDED PRACTICE FOR COLD-WEATHER CONCRETING" 2. CONCRETE MIX DESIGN—UNLESS NOTED OTHERWISE,ALL CONCRETE STRENGTHS SHALL BE: 2,500 PSI FOR FOOTINGS 3,000 PSI ALL OTHER CONCRETE(DESIGNED FOR 2,500 PSI) a. UNLESS NOTED OTHERWISE,CONCRETE STRENGTHS SHALL BE OBTAINED AT A MINIMUM OF TWENTY-EIGHT(28)DAYS AFTER PLACEMENT AS DETERMINED BY LABORATORY-CURED CYLINDER TESTS. b. NO WATER SHALL BE ADDED TO THE CONCRETE OTHER THAN THAT REQUIRED BY THE MIX DESIGN APPROVED BY THE ENGINEER OF RECORD. WATER ADDED AFTER INITIAL CONCRETE BATCHING SHALL BE SPECIAL INSPECTED. c. PREPARE MIX DESIGNS FOR EACH TYPE OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS SPECIFIED IN ACI 301. d. USE PORTLAND CEMENT TYPE I OR II; CONFORM WITH ASTM C 150. SUPPLY FROM ONE(1) SOURCE. e. AGGREGATES SHALL CONFORM WITH ASTM C 33 AND BE THOROUGHLY CLEANED AND WASHED PRIOR TO USE. f. REPLACE UP TO FIFTEEN PERCENT(15%), BY WEIGHT, OF CEMENT WITH FLY ASH. FLY ASH SHALL CONFORM WITH ASTM C 618, CLASS C OR F. CONCRETE MIX STRENGTH DATA SHALL BE PROVIDED. g. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5%, +/- 1%AIR ENTRAINMENT, BY VOLUME,AND SHALL CONFORM WITH ASTM C 350. 3. CONCRETE MIX PROPORTIONS a. PROPORTION ACCORDING TO ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" b. SUBMIT MIX DESIGNS, COMPLETE WITH STATISTICAL BACKUP, FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. ANCHORS IN CONCRETE 1. ADHESIVE ANCHORS (CONCRETE) a. ICC/ICBO APPROVED b. ANCHOR COMPONENTS: ALL-THREAD ROD,NUT, WASHER,AND ADHESIVE INJECTION GEL SYSTEM. c. ANCHOR RODS: r i. RODS WITH ROLLED THREADS ii. ANCHOR ROD NUTS TO CONFORM WITH ASTM A 194 iii. ROD MATERIAL TO BE ASTM A 36 HOT-DIPPED GALVANIZED OR AISI 304 STAINLESS STEEL WHEN IN CONTACT W/PRESSURE TREATED LUMBER OR EXPOSED TO WEATHER. d. ACCEPTABLE ADHESIVE INJECTION GEL SYSTEMS: i. "HIT HY-150"BY HILTI FASTENING SYSTEMS, INC. ii. "SET"BY SIMPSON STRONG-TIE COMPANY, INC. FRAMING LUMBER 1. LUMBER SPECIES: DOUGLAS FIR-LARCH (HEMLOCK-FIR FOR PRESSURE TREATED • MATERIAL), GRADE LUMBER ACCORDING TO RULES OF WEST COAST LUMBER INSPECTION BUREAU(WCLIB). 2. LUMBER GRADES: SIZE CLASSIFICATION GRADE A. EXTERIOR BEARING WALL STUDS NO. 2 B. NON-BEARING WALL STUDS STANDARD OR BETTER OR STUD GRADE C. INTERIOR BEARING WALL STUDS NO. 2 D. JOISTS NO. 2 E. BEAMS NO. 2 F. POSTS NO. 1 G. BLOCKING, PLATES,BRIDGING STANDARD OR BETTER OR STUD GRADE 3. MAXIMUM MOISTURE CONTENT: 19%AT 3X OR LESS (LEAST DIMENSIONS)MEMBERS. 4. PROVIDE SOLID BLOCKING(SAME DEPTH OF MEMBER)AT ALL POINTS OF BEARING (MAXIMUM SPACING OF 6'-0"O.C.)AT JOISTS WITH A 5:1 OR GREATER DEPTH-TO-THICKNESS • RATIO OR WHERE 1 EDGE OF JOIST IS NOT ATTACHED TO SHEATHING, WALLBOARD, BRACING,ETC. 5. PLATES AND LEDGERS: A. PLATES AND LEDGERS USED IN INTERIOR CONDITIONS (LUMBER AND FASTENERS ARE INSIDE OR CONCEALED BY MOISTURE BARRIER, ROOFING,ETC.)AND IN CONTACT WITH CONCRETE OR MASONRY ARE TO BE SEPARATED FROM CONCRETE OR MASONRY BY USE OF A MOISTURE BARRIER MEMBRANE SUCH AS W.R. GRACE- VYCOR,45-LB. ROOFING PAPER, OR SIMILAR. USE STANDARD OR NON-PRESSURE TREADED LUMBER. B. PLATES AND LEDGERS USED FOR EXTERIOR CONDITIONS (EXPOSED TO EXTERIOR ENVIRONMENT IN ANY CIRCUMSTANCE)TO BE PRESSURE TREATED. 6. DOUBLE ALL JOISTS UNDER ALL PARALLEL PARTITIONS. 7. SEE SCHEDULE AND DRAWINGS FOR NAILING. PLYWOOD SHEATHING 1. PLYWOOD MATERIAL: a. GRADE: C-D, UNLESS NOTED OTHERWISE. b. MANUFACTURED WITH EXTERIOR GLUE ACCORDING TO UNITED STATES PRODUCT STANDARD PS 1-96. c. SHALL BEAR THE AMERICAN PLYWOOD ASSOCIATION(APA)TRADEMARK. 2. NAILS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE STAINLESS STEEL. 3. ALL FLOOR SHEATHING SHALL BE GLUED TO THE SUPPORTING MEMBERS. 4. SUBSTITUTION OF ORIENTED STRAND BOARD (OSB)FOR PLYWOOD IS ACCEPTABLE IF THE OSB: a. CONFORMS WITH APA PERFORMANCE STANDARDS FOR WOOD BASED STRUCTURAL PANELS PRP-105 AND UNITED STATES PRODUCT STANDARD PS 2-92. b. IS MANUFACTURED WITH EXTERIOR GLUE. c. HAS A LOAD/SPAN RATING INDEX EQUAL TO PLYWOOD. d. BEARS THE APA TRADEMARK. 5. PROVIDE PRESSURE-TREATED PLYWOOD WHERE INDICATED ON DRAWINGS. CONFORM WITH AWPA SANDARD C-9. MARK SHEETS WITH AWPB. 6. SHEATHING TYPES: a. FLOOR SHEATHING Y4"INDEX 32/16 • b. ROOF SHEATHING %2"INDEX 24/0 • c. WALLS '/2"INDEX 24/0 • 7. PLYWOOD LAYOUT AND INSTALLATION: a. LAY OUT PLYWOOD SHEATHING WITH END JOINTS STAGGERED,UNLESS NOTED OTHERWISE. b. LAY OUT PLYWOOD TO ELIMINATE WIDTHS LESS THAN 1'-0"AT ROOFS, OR LESS THAN 2'-0"AT FLOORS,UNLESS ALL EDGES OF UNDERSIZED PIECES ARE SUPPORTED BY BLOCKING. c. PROVIDE PANEL SPACINGS ACCORDING TO APA RECOMMENDATIONS. d. BLOCK SHEAR WALL SHEATHING WITH 3 X FLAT BLOCKING AT ALL EDGES. e. NAIL ACCORDING TO SCHEDULE AND DRAWINGS. 8. PROTECT FLOOR AND ROOF SHEATHING FROM EXTREME WET CONDITIONS. GLUE LAMINATED MEMBERS 1. MEMBER SPECIES: WESTERN ` 2. MEMBER GRADE: a. SIMPLE SPANS: 24F-V4. b. CONTINUOUS OR CANTILEVERED SPANS: 24F-V8. 3. MATERIAL STANDARDS: a. ALLOWABLE STRESSES: AITC 117. b. MANUFACTURE AND FABRICATION: AITC A190.1 4. MANUFACTURE AND FABRICATION: a. FABRICATE WITH WATERPROOF GLUES. b. SHAPE TOP OF MEMBERS TO ROOF SLOPE. ADD LAMINATIONS AS REQUIRED FOR SHAPING. c. PROVIDE STANDARD 3500 FOOT RADIUS CAMBER, UNLESS NOTED OTHERWISE ON DRAWINGS. 5. IDENTIFY MEMBERS WITH THE APA-EWS MARK OF AMERICAN WOOD SYSTEMS OR MEMBER INSPECTION IS REQUIRED BY AN INDEPENDENT TESTING LAB. 6. ERECT MEMBERS ACCORDING TO AITC SPECIFICATIONS. -NAILING AND CONNECTION SCHEDULE 1 1. MINIMUM NUMBER OF NAILS FOR WOOD MEMBERS,UNLESS NOTED OTHERWISE ON DRAWINGS. 2. NAILS AND SCREWS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. •