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Specifications (9) • \q- U RECEIVED \ ‘.\-\-0 SvJ cc PSEMAY 2 8 2019 TACOMA OFFICE 708 Broadway CITY OF TIGARD Suite 110 PETERSON STRUCTURAL ENGINEERS BUILDING DIVISION Tacoma,WA 98402 �. �. Phone:253.830.2140 Structural Design Calculations OFFICE COPY Williams Residence Patio Cover Portland, Oregon Client Information Project Site Joe Burnett 10170 SW 90th Avenue Champion Windows of Portland Tigard, OR 97223 13009 NE David Circle 45.446538, -122.769388 Portland, OR 97230 Prepared By: Endorsement Peterson Structural Engineers May 23, 2019 ?NFA Job No. 1902-0077 � ok FR lv ., ork 84724PE / ORMON 10. 2°,° ��C I AM 0� EXPIRES 12/31/19 :; ,. / baJn lrsf':ym% a fl s "J/// // # ' YYVVIN.p*CifyillCCi.7.COM -- Portland, OR I Tacoma, WA I San Diego, CA Scope To provide structural calculations for a 560-ft2 patio cover being added to the existing residence at the location given on the cover page. Elements under review include select lateral and gravity force resisting elements of the patio cover and existing residence. Any other elements not specifically referenced in these calculations are outside the purview of these calculations and are designed by others. References 1. 2014 Oregon Structural Specialty Code(OSSC) 2. 2012 International Building Code(IBC) 3. ASCE/SEI 7-10, Third Edition, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers(ASCE) 4. 2011 Building Code Requirements for Structural Concrete,ACI 318-11, and Commentary(ACI) 5. 2010 Manual of Steel Construction, 14th Edition,American Institute of Steel Construction(AISC) 6. 2012 National Design Specification for Wood Construction,ANSUAWC (NDS) 7. 2008 Special Design Provisions for Wind and Seismic ANSUAWC (SDPWS) 8. 2010 Aluminum Design Manual(ADM) 9. Drawings provide by Champion dated 4/25/2019 Table of Contents Scope 2 References 2 Table of Contents 2 Drawings—Preliminary drawings provided by Champion Windows detailing proposed detailing proposed patio cover design unless noted otherwise herein 3 Design Criteria 10 Structural Design 15 Appendix 35 Peterson Structural Engineers,Inc. project 1902 0077 date 5/23/2019 www.psengineers.com designer JWC sheet 2 of 35 PETERSON STRUCTURALLENOINEERS Drawings—Preliminary drawings provided by Champion Windows detailing proposed detailing proposed patio cover design unless noted otherwise herein 3 x m £ i ri S, a f. ib x I (I x x1, �mT i K �-! j f. _z_14, F t f' r* \ 3 g r { m x r' O 4 p 1 6R N, X o` ri :t 1 r' A a o 9 0 iii 3 4 iv O m m x3- ii m I, d l'@ EL -- E II L 2 !m 0 f p CHAMPION WINDOWS AND PATIO NAMPI C .)1 c .. WILLIAMS EXISTING FLOOR PLAN a -- i Windows-Surinam Hose Exteriors i e v R _ tare SW 90TH AVE TIGARD OR 6 >y F i ! 13009 NE DAVID GM PORTLAND.OR 97239 PH00-119/2.7594 - \ m 1 ..o L, Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 designer JWC sheet 3 of 35 PETERSON STRUCTURAL ENGINEERS if, m 01 ,--1 o 9... (`J o -.., m r‘l .... -..., .1. I § 1 I i 1 I i , a s +-.• G) Exist.Window Exist.Window .St;e. t Exist.Window Exist.Garage Door ft ''.• g ra. 0 i i i i atieuill a g P--- , J i A 'a' . , Exist.Bedroom Exist Bedroom . Exist Family Room -))j L§) 11 r.. ' CD Exist.Car Garage ; ' --....... N 7-9a ,-I I o ....I I rq 'II.fcl I. Exist.Bath I - , a .,.; CU 0 Exist,Bedroom Exist.Kitchen '- ---I 00 r,i r- i d I ; '.1 L-1.' 12)) L Exlst,Wind,„_____ __=si YriplosWindis Exist Patio Door Exist,Window Exist DoSr \ \__ 1 S ',''`g — -- _I 4 Existing tr House Ea -+ , ... ....,. z k --1 I I , , , 0 II: to; , x . . , - a' ...V4-1)- . 4,10 ,„ , -) 1. . '... 16 , 41) 13) “C•Ir C 1 Zr. •••• / 2e4 Skylights .. 7.-sOcALEATE:: To, , C „ /c., 3, _, 4-,• 4, , I I Exist.Patio — Drawn by:kai, \ s_ li W I , REV; .; DATE; = C 4'Patio Cosier Posts ;: . U CID c ..- i 0 , SEE\,.......HL _T ..;_.wars ; 0 5 rn .- t13 4-, PATIO COVER PLAN CU ktH1 2!'.2dkelere414 0 4 8 IC, B Build Packet I ;\ S Champion Engineenno P Petetson Engineering Scale: I i/8”= V-0' 1 .../ LEE .. 41 i 14111 : • , .. L17 m rn o ,- N o m N 4 pi .Ialio n a cu t1.1o 1 , 1 a �x -a v, Exist.Window Exist.Window t.e•nt Exist.Window Exist.Garage Door oe 8 o Oo• R ! I E C Exist.Bedroom Exist.Bedroom i Exist.Family Room i $ O UU I O Exist,Car Garagei-I tils 'NS Pl c rc U GJC Exist.Bath € I J a .,- N D.0Exist.Bedroom I Exist.Kitchen _ .�, {Exist.Bath j 4f a LO 4J c Ens[, ; E I 1 r Q -0 Exist.Window n Window `,Exist Windov4 Exist.Patio Door Exist.Window _ Exist Dour I i = } _ '-t-- Existing 12'House Ea i Y_ y V ,z..., p +''11' o a..ym ."'ll. c '^ /`., 1,._ eD _ ix N / DATE ••••aim ♦r 2x4 Sk lights _ '" yc s.a- � _rt _.,e,x•.___a___ jo SCALE:. 4411,r, C Exist.Patio — Drawn by: o YJ i la,. zs-n' +nr«w.ewN+w.oww jpN ' EZEN11:1511111s_ N 4'Patio Cover Posts I __ U 0C) _ ` 111111111111111111111 „,_„.,,.. H C O h d 4+ 0 ICEEMPIY 4 PATIO COVER PLAN a 8t- R8 f i w.4(. 0 y t B Build Packet � S Champion Enginrnring P Peterson Engineering i) I Scale: I 1/8"= i'- " I 2 x ae 1,,.. Q ce ereca ca I ii I m . oi € A. \\ i t 1 2 a 8 N d if Elird m WI 0 N o IIA PI( . O(j' ys�1 li - y , (CHAMPION WINDOWS AND PATIO ROO -i m tltltl WILLIAMSi , ELEVATION DRAWING MOOSE AIS SORROWWindows•Sunrooms•Roots•Home Exteriors Ill 31. 1 10178 SW 907M AVE TMSARD OR 13469 NE DAVID CiR,PORTLAND,OR 97230 PH(503)342.7594 Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengiiieeis.wrn _— _. designer JWC sheet 6 of 35 PETERSON STRUCTURAL ENGINEERS r. 1 � e I 1 I 4 1 i D 1 pip p Z < . i d 4. x z A F a }3t 1 v Q d a z 8 S'ope Slope -1 44 4.4) <. 4-4 N /A 131771 Y^ fff��111 i;s''f ° --^__'11111 m A y ¢o 5 n m II 3n m O S He AMPION WINDOWS ANO PATIO ROO HAmpi4 w wRywss ROOF Pwr Windows•Sunrooms•Roofs•Home Exteriors ! p i 1070 SW MTH AVE TIGARD OR 4 .11 # I ORO NE 00010 GR,POR7LAN0,OR 97239 \ PN.(505(Y12.i 544 Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 _ ____ www.psengineers.cofn designer JWC sheet 7 of 35 PETERSON STRUCTURAL ENGINEERS to M 0i .-1 CD ,d_ N p M N CO •i :Al ** Si '_u re o SCALE: i/4"=i•-0" Exist.House 1 o Ilia a . +• ai a2. gEt' 1 RI0 I's O U Exit.Concrete Patio Stab 0 EXIST.CONCRETE PAD "v.,-- 01 . . :, ei _ a 0 0 n 0 z C ,_ U C �`` Z z a) UD a..-......................... . ..... - - "6 1 4 o n n n Ti 8 4"Patio Cover Posts p} g E. ti C 2. SECTION 2: CONCRETE FOOTING SECTION a^Pat()Inver Posts u to New 15"xlt3'Contlnous New tS'x18"Concrete New 15"z18"Continous SCALE:Y" Y'-D" Concrete Fooungs Footings for Patio Concrete Footings 01 /^ I� for Patio Cover Posta Cover Posts for Patio Cover Posts for "w»w (11 C F .s I . SCALE: ,.-.,.- "C IL) Drawn by;.w. W I GradeN REV: DATE: a.. bi a+. 7 C 4, d❑ ra �.'-----__. { I"'-1 I 5x.s• I `SHEET:xr erx C New 15"x18"Concrete h Footings for Patio CONCRETE FOOTING d Cover Posts DETAI` a b ?' 4 9' Scale: I 1/4" = 1'-0" I w z «.c P. E a 0 a • 0.- • II- g-x . r..,. s. g oia ..- ... ,.. L T j i g A I .;.. L II 1 I! I f? i-: I I a -I! 9§ Li if 2* 8:i'i, S' I 3••. F 'S .8 1 a ...,,.,.. i 0 Zz', I Fr r-5 --4. 1.1 II C? I _ \s- } CHAMPION WINDOWS AND PATIO ROO I W 7' 5r . HAMPI4 ., , , ., " , . , ti i ,i , [1:'x WILLIAMS ELEVATION SECTION 10170 SW 90TH AVE TIGARD OR 1Windows•Sunroorns•Roofs.Home Exterior; if 13009 NE DAVIEI COL PORTLAND,Oft 97230 Pli 004 3424994 pEngineers,Inc.Peterson Structural Incproject designer 1902-0077 date sheet 5/23/2019 9 of 35 PETERSON STRUCTURAL ENGINEERS JWC Design Criteria Risk Category II Gravity Loading Dead-Existing Roof 15 psf+5 psf(smear to roof for walls) Dead-New Patio Cover 10 psf Dead–Existing Wood Walls 8 psf Live—Roof 20 psf Snow—Roof 25 psf(per 2014 OSSC) Wind Loading Exposure B Basic Wind Speed,V= 120 mph Wind Zone 2 per Manufacturer Specifications See Sh. 11 For design wind pressures and distribution. Seismic Loading Soil Class D SDs=0.724 g(per ATC Hazards, see Sh. 12) SDI =0.446 g(per ATC Hazards, see Sh. 12) See Sh. 13 and 14 for seismic coefficient determination. C,=0.111g (Light-Frame Wood Shear Wall Construction) CS=0.290g (Embedded Steel Post Construction) Soil Design Values (assumed) Allowable Soil Bearing Pressure, Pb,a= 1500 psf Note: Pb,a may be increased by%3 for short-term loading(IBC 1806.1) Peterson Structural Engineers, Inc. project 1902-0077 date 5/23/2019 5 E www.psenglneers.com designer JWC sheet 10 of 35 PETERSON STRUCTURAL ENGINEERS • ASCE 7-10 Chapter 28:WIND FORCES ON BUILDING-Part 2:Simplified Method Basic wind speed(3 sec gust)= 12G MPH Exposure B ASCE Sect 26,7 Roof Pitch= 5.89:12 For slopes greater than 25(leg,Fig 28.6-1 Note 4 requires checking load case 2. Mean Roof Height h= 11.25 ft . Topographic Factor Kr= 1 ASCE Sect.26.8(evaluated at h) Height&Exposure Adjustment factor,A= 1 Figure 28.6-1 -7.01,0.93 -13.81,-5.87 -15.57 -12.09 (-941.-t47} ,.1992 -9 08) (-2744) (-19 05) tultui . . f t t t t t . 1 =awns I- 6.80.3.18 . .2a.6,0 ft (7.50,3.97) 1 -.et " 26.1 el -i. 1 20.72,4.63 15.13 (2797,5.81) Alf farces&Wren in psf 8 0 ri (22 67) --. .. 1. . 10, moi I ..1,:.:.,1 I I.. '1 50 5't I, 1' TRANSVERSE EL EV LONGITUDINAL ELEV. _,. (22.67) 311 10%of least dimension 2,7 ft 3.45k NMI bol 40%of the mean roof height= 4.5 ft 4.92k itatal Icaa 15. f 4%of least dimension or 3 ft= 3.0 ft 15 13 11,5,cmf ) Moreton?a= 3.011 -i- 60 5 ft 2a= 6,0 ft d =1 '. = AN force.s shown in psi 2a-60 It Example front Flo 28 6-1 lonciltudinal for wall i .. -oh (22 c71 , • i horizontal load at end zone,Poo= 21 00 psf Height&Exposure Adjustment factor,A= 1.G0 20.72.4.63 Topographic Factor,Ka= 1,00 (27.97,5.81) PLAN VIEW {27.97.5 81) ).,x,*(1,11152)P,. = 22.87 psi FIGURE 28.6-1MWFRS-Method 2 Enclosed Bulldlno Horizontal Loads Vertical Loads Roof - Load Direction Ane End Zone Interior zone End Zone Interior zone Overhang gt Wall(A) Roof(B) Wall(C) Roof(DI WiN(E} LW(F) WW(G) LW(H) Eo Transverse-LCI 26.1 27.97 7.50 20.72 6.80 -9.41 -16.92 -7.01 -13.81 -20.41 -17.93 Transverse-LC2 26,1 5.81 3.97 4.63 3.18 -1.47 -9.08 0.93 -5.87 -2.04 -2.34 LonolIudirtai Al 22,87 -11.87 15 13 -7,08 -27.44 -15.57 .19.05 -1209 -38.44 -30.05 -If roof pressure under horizontal loads is less than ze-o,use zero. -End zone...and pressures shown in(xx). -Plus/minus signs signify pressures acting toward/away from projected surfaces,respectively Fig30 5-1.COMPONENT AND CLADDING Topographic Factor 1c,= 1 CC ASCE Sect.26.8(evaluated at hi.3-per ASCE Sect 30.5.2) Area for wall element= 10 ft'' RESTRICTIONS- (30,5.1 t Wall,Interior Zone 4= 25.91 -28.)9 pe? 1. Building Height<Least Horizontal Plan Dimension End Zone 5= 25,91 -34.7.1 psf 2. Building Height<60 feet 3. Building is Enclosed. Area far Overhang element= 10 ft' 4. Roof is Flat,Gabled or Hip, Overhang.End Zone 2= - -48,34 psf 5, Building Plan is NOT Irregular, Corner Zone 3= - -81.23 psf Area for Roof element= 10 fe Roof.Interior Zone 1= 14.92 -23.74 psf End Zone 2 t• 14.92 -41.27 psf Corner Zone 3= 14.92 -60.98 psf E Peterson StructuralEngineers,Inc. project 1902-0077 date 5/23/2019 rInc designer JWC sheet 11 of 35 PETERSON STRUCTURAL ENGINEERS ATC Hazards by Location Search Information Address 10170 SW 90411 Ave,Tigard.OR 97223 USA 209 ft .1 Coordinates; 45.44651640000001 122.70939600000003 o6r1" Elevation; 209 11 ' Timestamp: 2019-05-22T21:32:21.5472 ni7 Hazard Type: Seismic Reference ASCE7.10 Cu yle Mao claTa‹,21:119 Document: Risk Category: Site Class: MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Satgl Sets} 1.00 abo 0.80 0F0 0 4C 0.40 020 0.20 0 00 000 0 a 10 15 Period(s 0 S 10 15 Period(s) Basic Parameters Name Value Description 0 98 MCER ground motion(peric,K1,10,2S) 5, 0.425 MCER ground motion(period=1,0s) 1.086 S1 -modified spectral acceterabon value 0 66.9 S4eirriod4ied spectral acceleration value Sr,9 0 724 Numeric seismic design value at 0.2s SA 0.446 Numeric seismic design viiitIP at 1.0s SA ...Additional Information - Name Value Description SDC D Seisnat design category F, 1.108 Site amplification factor at 0.2s 1', 1.575 Site amplification factor at 1,0s CR 8 0.898 Coefficient of risk(0.2s) CR 0.871 Coefficient of risk(1.0s) PS Peterson Structural Engineers,Inc. www.pserigrrieerS.coM JWC sheet project designer 1902-0077 date 5/23/2019 12 of 35 PETERSON STRUCTURAL ENGINEERS Seismic Base Shear-Building Structures I Building Code Information Seismic I Latitude: 45.4465164 Risk Category= II ASCE 7-10,Table 1.5-1 Longitude: -122 769396 Spectral Accel.,S. = 0.980 ASCE 7-10 Figures 22-1 to 22-11 Spectral Accel.,Si= 0,425 ASCE 7-10 Figures 22-2 to 22-11 Long.Trans. Period,IL= 160 sec,ASCE 7-10 Fig's,22-12 to 22-16 importance Factor,I 7 1.00 ASCE 7-10 Table 13-2 Soil Site Class= 0 ASCE 7-10 Table 203-1 Structure Height,h„= 14.50 it. Seismic Force Resisting System I A Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance I Response Mod.Coef.,R= 6.50 ASCE 7-10 Table 12.2-1 Over strength Factor,11„,= 3.0 ASCE 7-10 Table 12_2-1 Dell.Amplif.Factor,Cd= 4.0 ASCE 7-10 Table 12 2-1 Building Height Limit= 65.0 ft,ASCE 7-10 Table 12.2-1 Building Height Okay for Seismic Force Resisting System IFundamental Period I Actual Calc.Period,Tc= from analysis(calculated if blank) irenoci Loetticient,Li = 0.020 ASCE 7-10 Table 12.8-2 Period Exponent,x= 0.750 ASCE 7-10 Table 12.8-2 Approx.Period,I.= 0.149 sec., T„=Cr•h,a, ASCE 7-10 Section 12.8.2.1,Eqn.12.8-7 Upper Limit Coef.,CL, = 1.400 ASCE 7-10 Table 12.8-1 Period max.,T„ = 0.208 sec., T„,,=C.,„*T, ASCE 7-10 Section 12.8,2 Fundamental Period,I= 0.149 sec., T=Ta<=Cu*Ta, ASCE 7-10 Section 12.8.2 Flexible Diaphragm(al Calculated Seismic Design Parameters 111111,111111 1.1.,ing f ti,M0.11,..f,t L,it1 Fcrc t•Pr o,i,(Itile rot nil,:11,1'`/Irlio,It'level n.,114111INIS1,1,11.11.11"a1 5Ystem Site Coefficients: Fa 7 1.108 ASCE 7-10 Table 114-i Fv= 1.575 ASCE 7-10 Table 114-2 If :1=0.24.DS1'W Maximum Spectral ResDonse Accelerationsf r Short and 1-Second Periods: 1.086 S,,s=F,455,ASCE 7 10 Eqn.11.41 SmI- 0.669 5,,,I=P.,..S1, ASCE 7-10 Eqn. 11.4-2 Eh=C,*W -*- Design Spectral Resoonsç Accelerations for hort and 1-Second Periods: spivnic Base Shear 0.724 Sic=.2•Sys/3, ASCE / 10 Eqn. 11.4-3 (Regular Bldg.Config Only) SM- 0.446 5iii ', 2*S,,,,i/3,ASCE 7-10 Eqn. 11.44 Note.a Dist Between vert elements Seismic Design Category: cyr Vie crisrmc force rescuing system Categordfor S, )7 D ASCE 7-10 Table 11 6-1 do mut extefti sole Category(for S )= 0 ASCE 7-10 Table 11.6-2 Use Category= 0 Most critical of either category case above controls ISeismic Design Coefficients C, = 0,111 Cs =Spst(RA),ASCE 7-10 Section 12 8.1.1, Eqn. 12.8-2 CSI,e1/Ii= 0,462 For T<=TL,CS(max)-=501/11-"(R/1)).ASCE 7-10 Eqn.12.8-3 0.032 CS(min)=0.044*SDS*I>=0.01,ASCE 7-10 Eqn.12.8-S I Seismic Base Shear I Cs 71 0.111 Ig's *Base Shear,Eh=C,W ISeismic Vertical Component I 0.2-5,,1 0.145 Ig's *0Wift;Drce,E.,-112S,„IN -.__ -- I= Peterson Structiural neeTsEngineers,Inc. Mla project i desgner 1902-0077 date JWC sheet 5/23/2019 p 13 of 35 PETERSON STRUCTURAL ENGINEERS - - Seismic Base Shear- Building Structures IBuilding Code Information- Seismic I Latitude:, 45 4465164 Risk Category= II ASCE 7 10,Table 1.5-1 Longitude:, -122769396 Spectral Accele Ss= 0.980 ASCE 7-10 Figures 22-1 to 22-11 Spectral Accel.„S,= 0,425 ASCE 7-10 Figures 22-2 to 22-11 Long.Trans.Period,T,= 16.0 sec,ASCE 7-10 Fig's. 22-12 to 22-16 Importance Factor,I 7. 1.00 ASCE 7-10 Table 1-5-2 Soil Site Class= D ASCE 7-10 Table 203-1 Structure Height,h„= 14,50 ft. Seismic Force Resisting System I G.Steel special cantilever column systems Response Mod.Coef.,R= 2.50 ASCE 7-10 Table 12.2-1 Over strength Factor,SI, = 1.3 ASCE 7-10 Table 12.2-1 Dell.Arnold,Factor,.Cd = 2.5 ASCE 7-10 Table 12,2-1 Building Height Limit= 35,0 ft,ASCE 7-10 Table 12,2-1 Building Height Okay for Seismic Force Resisting System I Fundamental Period I Actual Calc.Period,Tc= from analysis(calculated if blank} renoo coetticient,CT = 0,020 ASCE 7-10 Table 12.8-2 Period Exponent,x= 0.750 ASCE 7-10 Table 12.8-2 Approx.Period,T, = 0.149 sec., T.=CTsh,:, ASCE 7-10 Section 12.8.2.1,Eqn. 12.8-7 Upper Limit Coef.,C, ml 1,400 ASCE 7-10 Table 128-1 Period max.,T, = 0.208 sec., T,„,„=C.,,, Ta, ASCE 7-10 Section 12,8.2 Fundamental Period,T is 0.149 sec., T=Ta<=CteTa, ASCE 7-10 Section 12,8,2 Flexible Diaphragm(a) Calculated Seismic Design Parameters 1111111111 (1,Ing E ri,,,N,),,,r,I lateral Forte Procedure for Tie8s,14r Single Level Building/Structural system Site Coefficients: Fa,-. 1.108 ASCE 7-10 Table 11.4-1 F.,.= 1.575 ASCE 7-10 Table 11,4-2 I Ev=0.2'.,DS•W Maximum Spectral Resoqnse Accelerationsf r Short and 1-Second Periods: 5,,- 1.086 S, =f4•SASCE 7-10 Eqn. 11.41 MIIIIIMM SMI 0,669 Smi=F,. 51, ASCE 7-10 Eqn.11.4-7 Eh= Desien Spectral Resoons hart and 1-Second Periods: Seismic Base Shear 5- ,- 0.724 Sir,=2•S /3, ASCE 7-10 Eqn. 11.4-3 (Regular Bldg.Config Only) Sm.= 0,446 5ut z 2*.SmI/3,ASCE 7-10 Eqn. 11.4-4 Note a,Out.Between vert elements Seismic Design Category: or iho...so.,forty,rruntms wit., Category(for 5,0 7 D ASCE 7-10 Table 11 6-1 do not exceed IC/ft Category(for 5-., )= 0 ASCE 7-10 Table 11.6-2 Use Category D Most critical of either category case above controls I Seismic Design Coefficients I C, = 0.290 Cs=Sost(R/1), ASCE 7-10 Section 12 8.1.1, Eqn. 12.8-2 = 1,201 For T<=-TL,CS(max)=SD1/(1-*(R/1)},ASCE 7-10 Eqn.12.8-3 C.,, = 0.032 CS(min)=0.044*SDS•1>=0.01,ASCE 7-10 Eqn.12.8-5 I Seismic Base Shear I Cs=I 0.290 I g's *BaSe Shuar,E„—C,W I Seismic Vertical Component I 0.2•5,s1 0.145 11.;'s 'UOft Fume,E., 0 2S,..,W _.-- MI Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psetigirieers.cam designer JWC sheet 14 of 35 PETERSON STRUCTURAL ENGINEERS • Structural Design 1= Lateral Design These calculations address the lateral design of the patio cover and wall lines of the existing structure where lateral design loading has increased by more than 10% (per 2014 OSSC 3404.4). Exist.Window Exist.Window 'El st.Fant Exist.Window Exist.Garage Door Exist.Bedroom l Exist.Bedroom I 1 Exist.Family Room ,,- 11 j Exist.Car Garage E r11= L_ Exist.Bath i! Exist.Bedroom Exist.Kitchen JExist.Bath' + —,, Exist. l i 1 Ernst.Window s Window i Txist Windovv Exist.Patio Door Exist.Window Exist.OW 5 - i``i 1 ln.�., $, 5 r• / t,. Ir 53VeSu _ m 4`•11' . 4'F4` a 4`•11" 2x4 Skylights '" .v--� •.__�--- ...._._. �s:ar` .t Exist.Patio ' C 4'Patio Cover Posts r i IMO- - Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengtneers.com designer JWC sheet 15 of 35 PETERSON STRUCTURAL ENGINEERS A i,., L 0 A Di t--.1 Col — ......,_ S. -1-A4tC., Lo441)10(1 : Vet' t:: fkkSrt esJ4/ LOAD' +06r —To WAt,L. s72) (0 iii)(2.0Psf) z- A-r CS CLE) (i/0 f., ) L 0 A DI t-q-i tog, 2f..0?OS1) r e- La Art . ....) *,1 a0 ie, ----: I cizil" (1 , o ) I , (44 A r•Jc., c,, :L..-- v- -v c-i 1 )A- Lt 1... .11,,,4re 1 N.) g'el) NJ 0-7- .., erket-ACE-t) 'Foia,.. C'EtSfrktc. L DA-OtJ(4. f, ib (I, 0 E) fr1 #0. .6) Ve.„2. : V,,, i ---- tf'.3.- DO , _ .40r5',)-4- 15.5??...s.')] (to? c)(0. 1 >0"0, (-HA J6 E.,' -=-. a,---!...' -....1 . too .: 27:S 7, > I 0*>°. I 4e,0 2.. t\At/tsr ' ,e tAp6re.A Det) 1 1 0N) \if-11A -.7-• \v/k.,A ,1 ii0.141,, L. 1,4 viir A II ) I- t,,-.::... C tit, (...4.4,e4 ('") 0 e) .6.,...,,i.„,... _ / Veils 2 — 11- o!12 -4-. 1'1111/4) — '2 03- i I b (1 0 ) f, gg*, fi)A !--1, 1,. ! t° ),‘.,.'7.• ?;.. 1,,A.LA 5 ii- 1.5. V.. A fGle A 1)-t: I), ______ ...-- Inc. Peterson Structural Engineers, project designer 1902-0077 date 5/23/2019 www.psengineers.com JWC sheet 16 of 35 PETERSON STRUCTURAL ENGINEERS --__ Loftw NIG OF PAS 10 (oVeR tAtTS ! r.) Lei5Tfri P 10/, 1i & 4 LT-CL 1-vost-_-D LOAziNef, LoAbs'Pbs 10 ‘./-) I. INE .C. Z. ANC) PsKe. rAtCkALAitb 41eRt. AINID tA3t Fo (a V PGAA s To toS1 LL LI &..) CS • " vw,2- 'Puo/e i-- 4/(6;4:4 .91 r5f 42(2-+-2-5')(2-0 Z r5f) = 40 50VV) Vwie, (4.'t .4:6')/z(22.<39 F5C-) + 1015(5,5'+ to.59/2,(15.13rEi, 1: I 5-i-0112 (LOW) -D5(6-N) LOA - 16 4165 0 ( ,Ow) VE, = 04 0I t. 6 1 c.)101 ( .ow) = 3'3 ( 16 (10 E) 5EPeterson Structural Engineers,Inc. www.psengineers.com JWC sheet project designer 1902-0077 date 5/23/2019 17 of 35 PETERSON STRUCTURAL ENGINEERS • 1- lic Aft„ rt,..)A k, I, AT Li t‘tit• :.,t, V 6 ::: (al) 0 I 1> (1 0 E) L.,..) = I ' (r4 li1S-40119 (1 ,ow) 51-4.. . 19 ,.. 0 ,S't-I e 4 te. to A 1 t r i-i er KS , S t' 1 Si 3 2,. ApPt KAT"E 12) atiPt1-1-i I ts-.3 Ce4 (...-)rrii t, ci , t,,,tAtis e 6,-71 2. ' SPA CI t,-) („1. , HI)L-4, 2 -SD'S 2 10'1 1010 t.: K k 7 iivG. (01' -Ill ( C tc, Sr 1,,,,,, 1 . L_ 44,y1 2 J.4. LT FtAiZt HO flt 1..., L Ai L 1 kt)Et 2...: itzi-osott° 0. 0 -') ( tow) se c so . 20 1 t,e. S-4-‘17'.A(Z,... 11,,,,,,,-).P.-• L 1--- (4-4 CS 1 _ A t,., htiu H 0 I-I) o(„,,,) 1,4 Alt,t 5 f„.C,,,N) A s ,t,..).A 1-L 1--11,J e: 'If , i V. ',.. 4-1., 21 .1' '0 p, t-„4,,, L..... 0(..,....)t\J A t•Jc. fi. C — i t.,4 ,--,.... —... ' 5,/ 4 f t .544-• Gie . 3 (.0 ,V,it5D Del:). 1i01e 1 NI---0 11 (-E-.) 7„. .--ciL t„," fd,j A LA ',Ail-7 I-1 21.," Nit. t t•t,/t ti, 0 11 ii1-7)1•91*ANJC V L/4 S 1 t\JC,, T,,:\./4.7. I.A.)Po-LT` PV. R.e• i tO "4- ,_—____—_—_-------- 7------ project 1902-0077 date 5/23/2019 Peterson Structural Engineers,Inc. .corn designer JWC sheet 18 of 35 PETERSON STRUCTURAL ENGINEERS Line B Allowable Capacity-SDPWS 2008 2,5 Overstrength Factor VA,= 1510 lbs (Strength.Wind) VF' 2070 lbs (Strength,Seismic) 335 pit Dead Load =::6 2 Of ' h= 8,f1 ft x• 4 = Ltot= lt.3 ft i 3 ? WWI Type at A 365 00 pit ASD Wind Cap v.,= 260 00 pir ASD Seismic Cap. ri Wall span lfti Dead Load assumed to ad Over Total Wall Length "tf«ial Snurent teneths Mond Ratio 1.11/1.4. 2n.fri Rerti.,rtIon Factor lc,t Wal Description. Ll: 11.33 ft 0.71 <3.5 OK 1.00 L2 ft L3. ft 15/32-COX plywood L4 ft sheathing we ad nails&6" L5 ft ex.edge/boundary& 12" L6. ft o C leld,Blocking L7 ft required. L6 ft DoeninP terurths• nireninp hciplit• Duerti nit Area: Icl ft Hot ft Aol ft IL: 11 :1Tft 162 ft Ho2 It Ao2. et2 A : 3 03 ft2 Lo3 ft 4lo3ft Ab3' ft Lo4. ft Ho+. It Ao4: ft' 1o5 ft Ho5: ft Ao5: 'I' La ft t-1o6: ft Ao5: ft- Lo7. ft Ho7. It Ao7: ft: r= 1.00 Sheathing Area Ratio(SDPWS Eqn 4,3-6) Cu= 1.00 Shear Capacity Adjustment Factor(SDPWS Egn 4 3-5) Adjusted Allowable Capacity(PM Max ASO Unit Shear fog `flyjr1 Fioi: 1,,Lal. Sic (0 617w,0 71/0 ra = (yaw*VaeCI . J(:,1 I 365 I 260 10K 83 128 1' = Anchorage Forces 0 Wall Ends,T.t1bs1 (0.6110.7Vv)h ASO --- LW° ALI Seisrmc VILLISn i.,..urpa. ,. 0.«SMSMic. 665 1023 1109 I 1482 _ 3664Oliv.1101/E)h ri.1101)= '1)CJ.( 1 richoracie forces ft Wall En s From boye,P.0.s Wind Seism«n Wind Seism«n n,swsa.t., a , ,,,4 --,,,, 4) Faikt; Use'15,32"COX plywood sheathing 0= 1857.8 lbs Resisting Dead Load wi ad nails @ 6"o.c edgeiboundary T «:c,= -115.5 lbs max(Ti+P)7 0.6D Seismic Controls &12"o,c.field.BloCking required. - 1.940,13:lbs ,-;,' ,:-*,;47'r:12:414=.l:5:M,3 Seismic Controls Use HOU2-SDS2 5 wil min.3"x3 5 end post ea_end R= 3075 lbs Holdown AS0 Tension Cap. OK 6 ,; 0.088 in Max Holdown Def. -----_____ ....---- project 1902-0077 date F 5/23/2019 Peterson Structural Engineers,Inc. designer JWC sheet 19 of 35 PETERSON STRUCTURAL ENGINEERS Line 2 Allowable Capacity- SDPWS 2008 0..7 2.5 Overstrength Factor 4050 lbs (Strength,Wind) 2270 lbs (Strength,Seismic) wo= 120 plf Dead Load E ^ 2 . b2 h= 8 0 Ft ii. s i Ltot= 16.0 ft I 2 Wall Type= A v.,,,= 365 00 Of ASD Wind Cep = 260.00 Of ASD Seismic Cap in i' :.i ii Iii Wall Span(ft) Dead Load assumed to act Over Total Wall Length Wa'l Sezmont teneths: Aspect Ratio(hill. 2tifri Reduction Factor lc.t Wall Description. Ll- 16.00 .,ft 0.50<3.5 OK, 1.00 L2 ft L3. Ft 15/32"CDX plywood Ld ft sheathing wl 8d nails g 6" 15 ft O.C.edgetbouriclary S 12" L6 ft o.c.field Blocking required 17 ft . L.8 ft Doeninri t firwth5.-. OoeninP heloht,-. Ooenine Area: Lot ft Hol rt Aot ft' IL: rilia, 01(t Lo2 ft Ho2. II Ao2. fe A.. 0 00 He Loa ft 1-1o3- rt Ao:3' ft' Lod ft Hod. II ArA. ft2 LoS ft 1-to5: Ft Ao5: ft Lo6 ft 14a6: II Ao6: ft' Lo7. ft 4137: ft Ao7: ft' r.7 1.010 Sheathing Area Ratio(SDPWS Eqn 4.3-6) 1.00 Shear Capacity Adjustment Factor(SDPWS Eqn 4 3-5) Adiusted Allowable Capacity(pill Max ASD Unit Shear(DM jai Itianar Wind. Seismic. (0,61/w,0,7VE) v„, = (vw.i.,,,,„ci„iin)C.,`„ I 365 260 ,I0K I 152 99 Ir = EL, Anchorioe Forces jr.Wall Ends.T /Ills( (0.6Vw.0.7V5)h ASD LRFD TLASO = COELi 'ALL liazu_i-. L.1; r:...4 LT., .z..i. 1215 795 2025 I 1135 2835 (Vw,St„VE)h Ti.LRF0= Col:L( 1 chorale areas At•Wall Ends From ole.P.(I - Wird Seismr. 'A.qr.. Sisir 6 0 0 0 0 Use 1532"CDX plywood sheathing 0= 960.0 lbs Resisting Deaa Load w/ad nails @ 6"a c edge/boundary TA,sc.= 639.0 lbs maxIT+P)-0.60 Wind Controls 8 12.o.c. field.Blocking required. lbs max{O,T,*CI -0 90 "gj seismic Controls Use Pi DU2-SOS2 5w%min 3"x3 5' end post aa end R= 3075 lbs Holdown ASD Tension Cap. OK i5. :- 0.088 in Max Holdown Def. _ P5 E Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengineers.com designer JWC sheet 20 of 35 PETERSON STRUCTURAL ENGINEERS 111611111 www.hittlus Profis Anchor 2.7.2 Company Peterson Structural Engineers Page: Specifier: JWC Project Address: 708 Broadway Suite 100 Sub-Project I Pos No.: Phone I Fax: 253 328 6727 I Date: 5,23.201ll E-Mail: lay ciins@psengirieers.corn Specifiers comments; 1 Input data 411.1.0rt*.401.4141. Anchor type and diameter: HIT-RE 500 V3 it HAS 87 518 Effective embedment depth. h,, l2.500in.(h =-in . _ Material:: ASTM A 193 Grade B7 Evaluation Service Report ESR-3814 issued I Valid. tit/2017111112019 Proof: Design method ACI 318.11 Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete.2500,f =2500 psi,Ii=18.000 in.,Temp.short/long:32,12 Installation: hammer drilled hole,Installation condition;Dry Reinforcement: tension:condition B,shear:condition 13,no supplemental splitting reinforcement present edge reinforcement none or<No.4 bar Seismic loads feat.C,0,E,oi ; Tension load.yes(0.3.3.4.3 jcl)) Shear load:yes(0.3 3 53(a)) Geometry[in.]&Loading fib,in.Ib] ;.; It•J Ce 0 I:1,Ce 7e4 •\sr. ' '•';2"2•"' 4.1 4 rtt \ *7"",. •4:4,7Piit' " A-tgeoe' :Nolzes: X Input ki0te eta%SAS ffit.*:,L.)chodc..d fox as,'roarnen1 kv*SteAMON multtimg ate 5x Diaus,Mity PROFtS Alchm I 200 3-2009 Hit 49,PL-9,194 Berzaao HIM a a...gittett Radentstk HAI AG.Scirtaaf, Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengineers.corn designer JWC sheet 21 of 35 PETERSON STRUCTURAL ENGINEERS 01:1M;13 vnvw.hittitis Profis Anchor 2.7.2 Company. Peterson Structural Engineers Page 2 Specifier. JWC Project Address, 108 Broadway soils 100 Sub-Project I Pos No, Phone I Far 253 328 67271 Date 5/23/2019 E-Mail, pay.collinsgpsenTneers.corr 2 Proof I Utilization (Governing Cases) Design values[11a) Utilization Loading Proof Load Capacity I3v Status Tension Concrete Breakout Strength 1972 2192 OK Shear Loading ANç Utilization Status Combined tension and shear toads 3 Warnings • Please consider all details and hmtsfwamings given in the detailed reenre Fastening meets the design criteria! 4 Remarks;Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilu products and are based on the principles.formulas and security regulations in accordance with Hat's technical directions and operating,mounting and assembly instructions,etc that must be strictly complied with by the user Alt figures contained therein are average figures,and therefore use•specific tests are to be conducted poor to using the relevant Hilt,product The results of the calculations carried out by means of the Software are based essentially on the data you put in Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you Moreover,you bear sole responsibility for having the results of the calculation checked arid cleared by an expert,particularly with regard to cernpiance with applicable norms and permits,poor to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and.if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up•to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hal,will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you, lop clatA a seum."§t*040.1 ist,,an.rg ro,m 4041V ots.,,Nly PROFIS Mao,i c)2003-rm Hie AG,R.-4454 Scc,w .1.41r, •ryist re+.4 Trod...no.*,4 Hriu AG.Sciwn Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.pset igilleers.carrt designer JWC sheet 22 of 35 PETERSON STRUCTURAL ENGINEERS e Ivk Be 1)0 le;b —0,,1 c., AT 1. 9 Vc -.:-- 85S (I . 0 ) I . 3. C 2 .5 215 / ( E) nP 3 : I ',7_,--Id , 24 1 ole- z...- z(1 C b ((.0 1)) f 22.3ft 2a(2S PS-0 55816 CI 0 S) /3 _4-... 0.02.1-1 k.A:-,1:: 3,/2.4' 1,A3 A 3/Ib' ASOOE HSS. Fos T. A (3 PLA C E: 5 . _ . .. ..., ________-_ F3 5 E Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengineers.com designer JWC sheet 23 of 35 PETERSON STRUCTURAL ENGINEERS • • • Steel Column File X t2Oltd7TAOtEEk0I-VaSitt3d-Gt1IFSNA-V71719_05 73 VASaies Pak°Cow 14770777 So**are .3,104 E'NERCALC NC 1483409.BM 10 191 SO Uc.l KIN4400240S PETERSON STRUCTURAL ENGINEERS DESCRIPTION: Embedded Past Code References Calculations per AISC 360.10,IBC 2012.CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name HSS3-1/2x3-1/2x3/16 Overall Column Height 7.750 ft Analysis Method Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed Steel Stress Grade Brace condition for deflection(budding)along columns Fy `tied 46.0 ksi X-X(width)axis E Elastic Be . Modulus 29,000.0 ksi Untraced Length for buckling ABOUT v-Y Ars 7750 ft x 2.1 YY{depth;axis Unbraced Lengdi for buckling ABOUT X.X,As z 7.75011,K=2.1 Applied Loads St-„,i.. k:dds vfitu, Luad FJC1V'S V1,1 bi appltod to-co'culdOci‘s Column self weight included:62.984 Os•Dead Load Factor AXIAL LOADS • Axial Load at 7750 ft.D 0.4880.Sr 1170k BENDING LOADS . Lat Pont Load at 7.750 It creating Mx-x,E=02950k DESIGN SUMMARY Bending&Shear Check Results PASS Max Axial+Benting Stress Ratio = 0.2691 1 Maximum Load Reactions, LcalCorre.naton +0+0.70E Top along X-X 00k Location max.above base 0,0 ft Bottom along X-X 00k At maximum brawn yaL.ies are Top along Y-Y 0,0 k Pa Axia 0 5310 k Bottom along Y-Y 0 2950 k Pa Omega Asaviatve 16.088 Ma-x Applied •1.60 k-ft Maximum Load Deflections MOmegaAllowatle 6 335 Alorig Y-Y 0.670 in at 7,7501 above base 0.0 «-ft for load combination E nly Anoted Mn-y Omega•Ailowatie 6 335 ix-ft Along X-X 0 0 in at Colt above base for'oats combination• PASS Maximum Shear Suess Ratio= 0.01206 1 Load Cornonation 40+0.70E Locabon droax atom:base 0,0 ft At maximum location values are Va Apoea 0.2065 S Vn Omega Altmoable 17.128 k Load Combination Results Max mum Axial*Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KisLielts Kytyilly Stress Raw Status Locabon D Only 0.033 PASS 0.00 ft 1.67 1.00 144.67 144.67 0.000 PASS 0.00 ft •0+5 0.106 PASS 0.00 ft 1.67 1.00 144,67 144.67 0.000 PASS 0,0011 .0#0.750S 0.088 PASS 0.0011 1.67 1.00 144.67 144.67 0.000 PASS 0.00 ft 40+0.70E 0 269 PASS 0.00 ft 1 67 1 00 144.67 144.67 0 012 PASS 0 00 ft *D*0.750S+0 5250E 0.233 PASS 0,0011 1 67 1 00 144.67 144.67 0.009 PASS 0 00 11 •0.600 0.020 PASS 0 00 ft 1.67 100 144.67 144.67 0.000 PASS 0.00 ft *0.600+0.70E 0.263 PASS 0.00 ft 1.67 1.00 144.67 144.67 0.012 PASS 0.00 ft Maximum Reactions Note Oi,y non-zero reactions are Iisied. Arai Reaction X-X Axis Reaction k Y•Y Axis Reaction Me-Er Moments Ipft my-End Moments Load Combination @Base §Base 4 Top g Base @ Top §Base §Top g Base cis Tap D Only 0 531 •D•s 1701 '0.07505 1404 *EX TOE 0 531 0.207 -1600 +0.0 7505'O 5250E 1404 0 155 -1 200 +05013 0 319 Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengiiteers.com designer JWC sheet 24 of 35 PETERSON STRUCTURAL ENGINEERS , . Steel Column ri. :+‘,2014e2 TAC,EEK0`,-3 13,90f-VINO-1:1010 09,23 31311133rt Pato Cole 1902003 cce Sieweisi--2,41NEI4ERCALC,NC 19892019.Peel 1019130 i,34 .K9V48010 ;;,,,,,--„ .T ,, ' PETERSON TR TO AL ENOINEE S ..„ DESCRIPTION: Embedded Post Maximum Reactions No1e Omy non-3990 react ons are tinted Arai Reamirn X-X Alas Reaction k Y-Y Axis Reaction Mx-End MOMVIES Mt My-End Moments Load Combination 4 Base 4 Base ,t3 Top @ Base iii Top g Base ii:t.Top 4 Base di Top *0.600x0.70E 0319 0207 4600 B Orty 1170 E OrA 0 295 -2286 Extreme Reactions Axial ReacEcm X-X Aies Reaction k Y-Y Ain Reaction Mx-End Moments k-ft My-End filaments Item Extreme Value i"..i Base 4 Base 4 Top 4 Base fi,rap 4 Base a Top 0 Base fi,,Top Ante 4 Base Maximum 1 701 " Moslem 0 296 -2286 Reaction.X-X Axis Base Maximum 0 531 . Minimum 0531 Reaction,Y-Y Axis Base Maximum 0.295 -2286 * febOLIANTI 0.531 Reaction,X-X Axis Top Maximum 0,531 * Unum 0531 Reattion,Y-Y Axis Top MatftitY4 0 531 • Mireinurn 0 531 Moment.X-X Ass Base Maximum 0 531 Magnum -2 256 0 295 -2286 Moment,Y*1 Axis Base Maximum 0 531 Minenum 0 531 Moment.X-X Axis Top Maximum 0 531 Minimum 0 531 Moment,lf-Y Axis Top Maximum 0 531 • Minimum 0 531 Maximum Deflections for Load Combinations toad Camembert Max.x-x Deflection Distance Max.'VW DeSeceon Cs-slant* 0 Only 0 0000 in 0 000 ft 0 900 in 0 000 fl +0,s 00000 in 0.000 ft 0000 in 0000 ft 00.0 7505 0 0000 in 0.000 ft 0 000 in 0040 ft +0.0?OE 0 0000 in 0000 ft 0 460 in 7/50 ft «Di0.7505s0.5250E 0 0000 in 0000 ft 0 352 in 7 750 ft t0.600 0 0000 in 0000 ft 0 000 in 0000 ft *0600+0 70E 0 0000 in 0.090 ft 0 469 in 7 750 ft S Orly 00090 in 0 090 ft 0 000 in 0 000 ft EOily 00000 in 0 000 ft 0 663 in 7 696 11 Steel Section Properties : H533-1/2x3-1/2x3116 °eat " 3 500 in 1 ax sr 408 in*4 J 4 6 560 in'a Design Tnark 0 174 it Sax . 2 31 intl Weten ti, 3 5fi0 in Rim i 1 350 in Wel Thick x 0187 in Zx a 2 760 in*3 . Area .x. 2 240 W2 f yy i 4 050 in"4 C ' 3 830 inn /1%01 x 8 122 ce Spy . 2 310 0'3 R yy x 1 350 in Yea x. 0 000 in ..._ ---- r PS Peterson Structural Engineers,Inc. www.psengineers.com project 1902-0077 date 5/23/2019 - designer JWC sheet 25 of 35 PETERSON STRUCTURAL ENGINEERS Steel Column Pitz uxxpl ttotee m-risco -stymea-a,,os_ r ,cmor"5a 0""v, Sall ,g .t E 4E/WAX INC.1963-2019,0m4 10,191 Licit': M 4960024139 PETERSON STRUCTURAL ENGINEERS DESCRIPTION: Embedded Post Sketches +X Load 1 t r jf _ . :1.,' 3.50in 5 E Peterson Structural Engineers,Inc. www.psengineers.corn project 1902-0077 date 5/23/2019 designer JWC sheet 26 of 35 PETERSON STRUCTURAL ENGINEERS iLestipo-- .,c 12.,' R AT (k-kt"..1) 7;7F\P.P41:-'iN YT P, Cfogl- VA„R.:* = A vaizic,6,z c„,..!---P rt Of- 3)1A-P•H%tv, r 1,1 : -T-E,'S 1- 1 °O. C E" --MST sptclmsk3 WIDTH 4rt PIP , r > >' -k/C -7- 1-0'2. f" I c --.4 PtAeli*tkolGtA, IS )E:.a.u...,A,Avrif 1 ' j 54‘-- "D .51. ) Ci-W.C_14.5. — / TIE Er.ACK - S-TRAP, 7-6e, -"FT't , : 14, , , 1 1 :., . I , to 11 i H ' i 1 1 1 11 i / i.,_ II ,i___ i sIkAp AT cack,*)o„ — 15 '— H- ftwe,„rs AT I 61,1 PP,mt.I. 7-'00413 (1,e :.-- c'elskeoc. rore_cc i) .t2... 4-t 2 .7- 9....D C. 1....- 10,i i i(.1 0 PS() ;,--. (11 I ?'S f ( JJ) (aL) i(0,2..qa(to.95C- p Peterson Structural Engineers,Inc. www.psengineers.curn- JWC sheet project designer 1902-0077 date 5/23/2019 27 of 35 PETERSON STRUCTURAL ENGINEERS --------..............._ k .3 ( CAti-r. r 0 ,...\ ... -lu :: _Q.0 TE :-.:_ no Ai.9_,e, 11 P, „,,, - L N f4. IL i NI cl /....T- f-4 0 tAs, t..- f 0 0.F. cAftqc. ti-c-i is clitsc. te.....t...... D v,s t"../Gt 20 1 0 16,,k)t.,” d.t) L,,-, 0 50 2 'O 7-7: SO1 VS Re :: 4-,. 2FITT-)1 T---..,,_ -- 4 2-117r,00•I 61-*)(2-Vcs:) .,.....",.3 o 1V5 \Ai -.-•.,.-,-.-+W.I,, . --A11 ,•-v ,- —.-- a.,+-.-..•-,. .-: -,-.- , .- .r-,,.-.-,-.,.. --.- - ..,, — '-.--- '-' WO. 8 5-1-ALe..s.,s oe , .,s r...-T- trAk...--1-A-i— .5c-12-c.:-..-v,..JS, 0,..C' t-4, ), I i Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 designer JWC sheet 28 of 35 PETERSON STRUCTURAL ENGINEERS ...........•••••••• ••••••••••••••••.,_ -4, <1-1-ft,4 c.).s 3A4p Ar L.tt,.40. 1 ,2... (orl-rk o L...s. i, ,:i i r) p;IF,( T " 0 r k) 461_4: -T -- ;...... ; ....0 ; . I 4 ..= SI(,:rta,- :-.7: 2,5(Z; 1 S 1.Q) - , - ___ . ; „.......... . ; .. C. 2.0 S.-re, A P tftu ITtt (1 2.) 11 3 :.. ti 1 1: (tTvi el ..: 4.- 4 sce.e t"...) (1'2- Sc ta prttkr•) -- 8 a I 61 0 -> -r-,,,, - 9 S.4-- ' , --= ----- _____--- Peterson Structuralr designer JWC sheet Engineers,Inc. project 1902-0077 date 5/23/2019 p 29 of 35 PETERSON STRUCTURAL ENGINEERS LLrt:_ ', /,:.,,,t,4 .,,,k,,,,,,q.) (1- L A i-Ii.),P4 (..,, f ,,,cr. i L 6,e.ivisttir = (- 2?.-4-4- rff---- ( f rs4 I rfs o g. zy,,,t,4,..,1) '4 1 •2 --1- ( t-}cd. ( QR 20 ) -il -41) ',..„Ap\-. C.C-1- ta,.e A LT-tot,,,3 " A -51*4- Z-4.-f ) 140111i (Low AT- lokweik, .160&- ) T (t 0 1„.0 AT pt t.,D L v Po s1-) Ro vt A 1) LOAD -r-.0 1‘.0 sr' 3'2.›,s j( • + C)(5,4,4)(10 PSC) 4G316 (b) (1)) Rtle+iAsp "r. 0,C,R4."44 - 04vR4D = O. (14›39.16— 3. 7..- 7.- E5D (0,40A/ 4 ) i A T 'Z',-1 e e. 1- Po S' T 5: , ra 7- 66611° '.;"* R60-14, -7--' 45016 OK .... ct, Fop, ---> -4-0 1 Vs r-fz-ta 1..,,, (1 • G) = i I - IC) . c--r SVje...-EVES-Tb POST-5 Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengineers.corn designer JWC sheet 30 of 35 PETERSON STRUCTURAL ENGINEERS (.: kP1111-4 1--T,- 1 if v i 40,,,,,„„ ., , --- 1:9 iNsPecTiotai -T-1-kt5: fk5A00.1k 0 veir2- xi- 1 Vo0S ( fRL-:. ÷ (1 'fri 0 rs-f -1,----) r .1- 2- 2 5P5f 1 2- ) 25 Ps-r ,Q = 1244 PIC (1)) 4---- ,5'—i. 1.444FIC-- ( ) 11-fe 5,0ST t t--)C1 I-ke is,D efk,s AP,.. - ASS'LA.m b To E, E 4x 17-- -CA 2 )c1 t")'E.(2.,, Com kA tv iCATI ot\.) i...0 rri--1 3-0...e, .E,t.A.RAJ TIT 0 F C 1,4- A.NI t o N.) , VRFz IN F.iLt,,14. Z::-1,, . 32 4:M(4,, Dt.SI (AN C t4s 6c...ss, .j.-:.x.' ° S ri r-,-",,,;,z• i-1,-s IA t;),11 P-,,,, 14,S 4x t 0 1-4.iit4 I Al 1 m ,.....,._...... , . ....... .......,_„,,..,... ._ ,...,„ U project p 1902-0077 date 5/23/2019 Peterson Structuralrs.com Engineers,Inc. designer JWC sheet 31 of 35 PETERSON STRUCTURAL ENGINEERS • — Wood BeamFick=.S Qi55c2-TA.0 EEK31 eSi$5iQ@-G41 Nt4–Li2419_Dz3 W5i4rr3P .r�&t".2024277602 Wow.u itIENERCA.C,PlC.1 E--2C.,19,WW1 219170. 70:KW 55552406PETERSON, i,•T' t"II r DESCRIPTION: Existing Header at Sliding 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+ 900 psi E;Modulus ofEEastirity Load Combination ASCE 7.10 Fb- 900 psi Ebend-xx 1600ksi Fc-Pill 1350 psi Emirtend-xx 580ksi Wood Species Douglas Fir Larch Fc-Perp 625 psi Wood Grace No.2 Fy 1800 Ft 575 psi Density 31.21 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsional buckling 0(0.244)Sf0.444 — ._ ,- _,.,,.,,_„ 4x12 1,41 4� Span=6.50 ft }, --in Applied Loads S+}ryrf-A,loads eniered.L oixt Factors will lac applied for calculations Unibi Load 0.0244.0, S=0,4440 kst Tributary Width=1.0"ft DESIGN SUMMARY .__ Design.olc Maximum Bending Stress Ratio = 0.519 1 Maximum Shear Stress Ratio - 0,294:1 Section used for this span 4x12 Section used for this span 4x1 2 fb:,Actual - 590.59 psi fv-Actual = 60.93 psi F13:Allowable r 1,138.SOpsi Fv:Allowable = 201.00 psi Load Combination +C7+S+hi Load Combination +D+S+H Location of maximum on span - 3250ft Location of maximum on span - 5.575 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 2889)=360 Max Upward Transient Deflection 0_000 in Ratio= 0<360 Max Downward Total Deflection 0042 in Ratio= 1844..7=240 Max Upward Total Deflection 0.004 in Ratio= 0<240 Overall Maximum Deflections Load Corr atan Span Max"-"Dell Location in Span Load Combinaten Max."+"Del Location*Span +D•Sres. 1 0.0418 3.274 . 0.COCO 0400 Vertical Reactions Support nolaton;Far left ss N1 Values KIPS Load Cow anon S p xi 1 Sui;pon 2 Overall MAXimunr 2.236 2 236 4verai MlNimum 1 443 1 443 +0+14 0793 0 793 +D*l+H 0 793 0.793 +D+Lr+H 0793 8.793 +D+g+rr 2;236 2236 +040.7500_40 750t+11 0 793 0193 +0+075 +0.7 +H 1 875 1.8755 +D+0.6GW+H 0.793 0.793 Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 www.psengineers.com designer JWC sheet 32 of 35 PETERSON STRUCTORAL ENGINEERS Pb3 23201232TACIETA01-RISAILIA-Gilf3414331023,03 23 Mom 04603 Capp]#901071 sce Wood Beam EliERCN.0 NC 1953.3019 9,9410191 30 Lk.*:KW.INTINI24013 PETERSON STRUCTURAL.ENGINEERS DESCRIPTION: Existing Header at Sliding Door Vertical Reactions Skipport rotator; Fay lel,s*1 Values 5 KloS i 5-3,3 Corrst+3565 SL*pcx1 1 Svc'2 +0,9 7 CI-'.+4 0 793 0 793 +0+0 7502+0 75ot.40 450W+14 0 793 0 793 +0+0 750+0 7505+-S 45022+H 1 875 1 875 +5-+0 7504.+0 7505+0 5250E+1-1 1 875 1 575 +0600+0 6059+0 6051 0 476 0476 +0600+0 70E+0 6011 0 476 0.476 0 Oaly 0 793 0 793 L°054 Lc* S 05W 1 443 1 443 W Oely E Orey 11 Only --_,._ _--- project 1902-0077 date U 5/23/2019 I= Peterson Structural Engineers,Inc. designer JWC sheet 33 of 35 PETERSON STRUCTURAL ENGINEERS y.._ • E.ExTt & t .ofs.1.7-.1-..L, o.c -rJP cfkmfg Itki o o vca tk,c)-or 'ffv4N- usP A3 (T..04 eg. t At- TH I 0 Liu ILL /11,TTACH piraftz Ci4A-im Pt a t,,,3 1)t.TA I L .a/s2, , z14,Sif 1 0 PJ PF (b) 2s4-Flf-(Dts) 12.s fst- 118 p4- (5) R ot\J C)ef4\A --z, 1. 145' (D) 13z") (5) ( +s) (,ptio.r," p I ()t.) a-16,,, I 5'44 4E 8" oc . Sr- PcMA al: - Stik,,f'4) 3- L 46o. INTO et oavt.4. DrLF<,PT TTA,-S V = A (t ) ?S I 13at6 MG\ LS Pa>t,C)I,LAJA-1- Ej vi3f) - F„e ac-6,AflL c S Pf 0r 1)1,ty I 0 Co vER Peterson Structural Engineers,Inc. project 1902-0077 date 5/23/2019 --.ps-engine•ers.coM— designer JWC sheet 34 of 35 PETERSON STRUCTURAL ENGINEERS -........•••••=••••••••• ••••••••••„....... • Appendix 1. Terrapin Test Report for Roof Assembly(7 sheets) Peterson Structural Engineers,Inc. project 1902 0077 date 5/23/2019 5 E www.psengineers coin__ _ designer JWC sheet 35 of 35 PETERSON STRUCTURAL ENGINEERS a