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Specifications PZ,(079 r-6 Od ID OFFICE COPYRECEIVED s COPY JAIL 11 2022 j OFFICE CITY BUILDING MA�;KETCRAFT TIGARD, OR S I RUC I URAI CAI CUE A I IONS DESIGN CRITERIA: DC1 HEAVY EQUIPMENT ANCHORAGE: EA1-EA9 AIR TANK ANCHORAGE: AT1-AT2 WATER JET ANCHORAGE: WJ1-WJ2 JIB CRANE ANCHORAGE: JC 1-JC2 PARTIAL HIEGHT WALL ANCHORAGE: PW1-PWIO HORIZONTAL DUCT ATTACHMENT: HD l-HD4 DUST COLLECTOR ANCHORAGE: DA1-DA3 .cf Sl- a ,ED PRO la - (34 PAGES TOTAL INCLUDING COVER SHEET) ��,,p �.�GI N Ek. S%Oy 1L 799' r .i/ ., % /1"`/ 0 OREGON „ 41 MBER 0 ,�P January 10, 2022 KAH HUSG EXPIRES: 6/30/23 PROJECT NUMBER: 21031 1.01 P 11 ARCHITECTURE - ENGINEERING U PL INTNNIN NTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO@CIDAINC.COM W W W.CI DAINC.COM Ik TC Hazards by Location DC 1 Search Information Address: 8001 SW Hunziker St,Tigard,OR 97223, USA Vancouver -) 161ft tr Coordinates: 45.4283669,-122.7581229 alit land k Hillsboro: 0 0 Elevation: 161 ft Beave on Greshar Timestamp: 2021-12-14T22:18:08.889Z ze Mt Natior Hazard Type: Seismic Q Reference ASCE7-16 Go gle Document: Map data©2021 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.862 MCER ground motion(period=0.2s) Si 0.394 MCER ground motion(period=1.0s) SMs 1.035 Site-modified spectral acceleration value Slim *null Site-modified spectral acceleration value SOS 0.69 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 vAdditional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRs 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.392 MCEG peak ground acceleration I FPGA 1.208 Site amplification factor at PGA CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/15/2021 FAX:(503)226 1670 210311.01 LATERAL-ACCURPRESS Wp:= 17k Weight of unit L:= 128in Length of unit wm:= 43in Width of unit hm:= 89.7-in Height of unit SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped Ss:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SDS:= 0.69 h:= 25ft Ip:= 1.0 ap:= 2.5 RP:= 6 z:= Oft Air side HVAC component 0.4•a •SDS•I ( Fpunit:= R p•I 1 + 2.!)h •Wp F 1955 lb p Punit = Fpmin:= 0.3•SpS•Ip•Wp Fpmin=35191b Min.seismic Fp_GOVERN max(Fpunit,Fpmin) Fp_GOVERN=35191b OVERTURNING-UNIT TO CONCRETE 0.9D+1.0E hm Mot_seismic_unit Fp_GOVERN Mot_seismic_unit = 1.32 x 104lb ft (1.0•Mot_seismic unit) (0.9—0.2•Sps)•Wp Fup_seismic_unit w — 2 seismic unit—2806.6 m FpGOVERN =3519lb ATTACHMENT Design attachment for 3,5191b sliding and Ob tension at unit to concrete C2 := 2 1.0 Fp_GOVERN =3519 lb Fup_seismic_unit=—2806.6 lb <0,No Uplift anchors total 4 number of anchors total nanchors_per_side 2 . number of anchors per side CIFp,GOVERN Vanchor-= Vanchor= 1759.5 lb anchors total Fup_seismic_unit Tanchor Tanchor =—2806.6 lb U:= 0.31 nanchors jser_side Use(4)3/4"X4"Trten HD anchor bolts at unit to concrete attachment E:\adcadd\21\0311.01 MarketCraft \Structu ral\Accurpress.mcd _ - SI I-IVY ti ST FC)r!G TI -Anchor Oc-mtrit-r" >ae el Start-Protect serttmgs Anchor layout •View P, T Layers A 0 q SIMPSON • ( ■fir F r - A _A ase Strong-Tie L� ;. � © 0 • ` AFont a Size 20 fonIncrt font 4� 1 St 0 3D view options I Font size Virg Movement Functi fluid 3.0.7947.14191' !Waft en_ I Caladatioa summary X O b Case mistrial • • Input Data +Y Design method:ACI 318-14 rR°ht II Loads Anther:3/40llten MD,hom:4'(10bam) Load factor source ACI 318 Section 53 Effective Embedment depth:2.940 inch 1 Seismic 0.75 reduction factor far MCC,D,£or F "tefyht Sbin:Cradxd ✓:',Anchors only residing wind and/or seismic loads wapreove strength:3000 psi Ductility section for Wool 1713A.2 not nook_ • SasNc design:Yes Ductity section for sheer 17.23.5.2 not apptc_. • 1If Apply antis shear load at front row Remai.7 Aadtor Fone 5 + 0 6 X Tension RI] th1 Yr,a,h + 17601b X 1 0 1760 Load YVitard(opt on to rout bad components) Govan**shear ratite 31.41b(Pass) ' a Rat. Ym Ohl *Y.Phi Prod.es-3/4'0 pees ND,Ire.o4•(lolmm) Steel strength 31.4% 1760 3610 `- Concrete pryout 26.8% 1760 6571 ss. 114444,6, 3/4'O Viten HD,haoao4'(102mm)meets the t selected deslpa attain. Ob X 1760 b Chart Mt 0 . *.f. 0 0 jJ ;(;Cmia>_1JS y Smia a 2.75 1 N•0% rL V•31% J.N+V.0% Pass �( Vrt 1 CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/16/2021 FAX:(503)226 1670 210311.01 LATERAL-BANDSAW Wp:= 28701b Weight of unit L:= 68.1 in Length of unit wm:= 27.2in Width of unit hm:= 90.2•in Height of unit SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped SS:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SDS:= 0.69 h:= 25ft 1p:= 1.0 ap:= 2.5 Rp:= 6 z:= h Air side HVAC component 0.4-ap•SDS•Ip (FPunit= Rp I I + 2 hz)•Wp Puntt= F 990.15 lb l Fpmin:= 0.3•SEG-Ip.Wp Fpmin=594.09 lb Min.seismic Fp_GOVERN:= max(Fpumt,Fpmm) Fp_GOVERN =990.15 lb OVERTURNING-UNIT TO CONCRETE 0.9D+c E S2 2 hm 1 Mot_seismic_unit:= Fp_GOVERN' 2 J Mot seismic unit=3721.31 lb ft (Q.mot_seismic_unit) (0.9—0.2S2-SDS)•Wp Fup_seismicunit w — 2 Fup_seismic_unit=2388.07 lb m c.Fp_GOVERN = 1980.3 lb ATTACHMENT Design attachment for 1,981 lb sliding and 2,3891b tension at unit to concrete �-Fp_GOVERN= 1980.3 lb Fup_seismic_unit=2388.07 lb nanchors total:= 4 number of anchors total nanchors_per_side:= 2 number of anchors per side Fp_GO V ERN Vanchor= Vanchor=495.07 lb nanchors total Fup_seismic_unit Tanchor:= Tanchor= 1194.04 lb U:= 0.86 nanchors.per_side Use(4)3/8"X4"Titan HD anchor bolts at Bandsaw to concrete attachment E:\adcadd\21\0311.01 MarketCraft \Structural\Bandsaw.mcd ... _ ,+s. .a„ _„a w mcs,waw•aMun+uuexpiiaaerraLemHakatwnr' IOt ' A f ri 8 009 0 a 4'*�`;'t` " � F N 4 0 ,.: Niii \ ; ' ''''' ' , 9/ 2 .,'w^ x,, g1d 5 O 1 8R 1 Y. a R o g ^ �4 1 rat g alii alii1 ; 11 ii J elii I I ") i i I P , 1'". �i x x. x m 4, I W111112 I I i2 ■ HIM iii• 4 �' . .::51! II 1Jj l i EA $ CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/16/2021 FM: (503)226 1670 210311.01 LATERAL-Morbidelli N100 Wp:= 80001b Weight of unit L:= 1 SOin Length of unit wm:= 100.47in Width of unit hm:= 86.22-in Height of unit SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped SS:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SDS:= 0.69 h:= 25ft Ip:= 1.0 ap:= 2.5 RP:= 6 z:= h Air side HVAC component 0.4•aP SDS•Ip ( z FPunit RP 1 + 2•h)•Wp F 2760 lb l Puntt= Fpmin:= 0.3•SDS•Ip•Wp Fpmin = 1656 lb Min.seismic Fp_GOVERN max(FPunn,Fpmtn) Fp__GOVERN=2760 lb OVERTURNING-UNIT TO CONCRETE 0.9D+S2E SZ := 2 hm 1 Mot seismic_unit Fp_GOVERN' 2 I Mot_setsmic_unit=9915.3 lb ft (O'Mot_seismic unit) (0.9-0.2 .SDS}•Wp Fup_seismic_unit 2 Fup_seismic_unit=—127.46 lb m FP_GOVERN =5520 lb ATTACHMENT Design attachment for 5,520Ib sliding and 0b tension at unit to concrete Fp_GOVERN =5520lb Fup_seismic_unit =—127.46 lb <0,NO UPLIFT nanchors total 4 number of anchors total nanchors_per_side 2 number of anchors per side Fp_GO VERN Vanchor Vanchor= 1380 lb anchors total Fup_seismic_unit Tanchor= Tanchor=—63.73lb U:= 0.81 nanchors_per_side Use(4)3/8"X4"Ten HD anchor bolts at Morbidelli N100 to concrete anchorage E:\adcadd\21\0311.01 MarketCraft \Structural\Morbidelli N100.mcd W ,4, 101 ' z f A 1 z I A 0 3 1 i 0 009 O e - ...aaw:, sY;,. 50 N �--------- r Y 7 K x N 0 r^Z I o©© C.1 h9 1511 I 0 Vr r N I e I .141- IIo 11831 il . Q 4 ¢ i ' Jilt 1 £ j Y x x x ] I MA I Ali , 0 8 0 k: ■ @ p E n . . : i j CIDA MARKETCRAFT RNH TEL: (503)226-1285 12/16/2021 FAX:(503)226 1670 210311.01 LATERAL-Cojet 2612 Wp:•= 55201b Weight of unit L:= 181 in Length of unit wm:= 148in- 12in wm= 11.33 ft Width of unit hm:= 86.22•in Height of unit SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped Ss:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SDS:= 0.69 h:= 25ft Ip:= 1.0 ap:= 2.5 RP:= 6 z:= h Air side HVAC component 0.4•aP SpS•Ip \ z FPunit I +2 Wp R h FPunit= 1904.4 lb P Fpmin:= 0.3•SpS•Ip•Wp Fpmin = 1142.64 lb Min.seismic Fp_GOVERN max�Fpuntt Fpmin) Fp_GOVERN= 1904.4 lb OVERTURNING-UNIT TO CONCRETE 0.9D+S2E S2 := 2 h m Mot_seismic_unit Fp_GOVERN' —( 2 Mot_seismic_unit=6841.56 lb ft (c''Mot_seismic_unit) (0.9-0.2n.s ).wp Fup_seismic_unit:= w - 2 Fup_seismic_unit=-514.91 lb m I I•Fp_GOVERN =3808.8 lb ATTACHMENT Design attachment for 3,809Ib sliding and 01b tension at unit to concrete n'Fp_GOVERN= 3808.8113 Fup_seismic unit= -514.91 lb <0,NO UPLIFT "anchors total 4 number of anchors total nanchors_per_side 2 number of anchors per side Vanchor•= OFp_GOVERN Vanchor=952.2 lb Less load than Morbidelli N100 "anchors total Fup_seismic_unit Tanchor Tanchor=-257.45 lb nanchors_per side Use(4)3/8"X4"Ttten HD anchor bolts at Cojet 2612 to concrete anchorage E:\adcadd\21\0311.01 MarketCraft \Structural Cojet.mcd ..xtais�kK.ls4Wratsai+�z6 ltbid��1'id#AkS�atxi4tlbvX`.' aat+ibtit�§Me �ai',t<wk+zww,a,kizsm+w.w.wwxn,..��.a.r+wv _. ..... ...-tshasstccCrAscA:...q' CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/16/2021 FAX: (503)226 1670 210311.01 LATERAL-HYDRAULIC PRESS BRAKES W,:= 52001b Weight of unit L:= 72in Length of unit wm:= 44.5in—6in wm=3.21 ft Width of unit hm:= 86.22•in Height of unit SEISMIC PARTS AND PORTIONS (Tigard,OR) Mapped Ss:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SOS:= 0.69 h:= 25ft Ip:= 1.0 ap:= 2.5 Rp:= 6 z:= h Air side HVAC component 0.4•a •SDs•1 Z P P r _ FPunit R \( + 2 h WP FPumt= 17941b P Fpmin:= 0.3 SDS IP Wp Fpmin= 1076.4 lb Min.seismic Fp_GOVERN max(FPumt,Fpmin) Fp_GOVERN = 1794 lb OVERTURNING-UNIT TO CONCRETE 0.9D+ScE S2 := 2 hm)Mot_seismic_unit Fp_GOVERN'I 2 Motseismic_unit =6444.94 lb ft Mot_seismic_unit) (0.9—0.20•SDS)'W Fup_seismic_unit w — 2 P Fup_seismic_unit=2395.23 lb m O•Fp_GOVERN =3588 lb ATTACHMENT Design attachment for 3.588Ib sliding and 2,3961b tension at unit to concrete Fp_GOVERN=3588 lb Fup_seismic_unit=2395.23 lb nanchors total 4 number of anchors total nanchors_per_side 2 number of anchors per side Fp_GOVERN Vanchor Vanchor=897 lb nanchors total Fup_seismic_unit Tanchor= Tanchor= 1197.61 lb nanchors_per_side Use(4)1/2"X4"Titen HD anchor bolts at Hudraulic Press Brakes to concrete anchorage E:\adcadd\21\0311.01 MarketCraft \Structural\Hydraulic Press Brakes.mcd s i to°l z i a B (7, I _ 1 x R f P Y a 0 / I k a i ifiti;s6... i { 009 C it q 41r if \ K x. i Boa It le it L 1. IQ iiJliIi 6a f • .. ii ill Si € .'t Q I :All n J i d I R .. ; ¢1 e R i e t i l l a e C Ka:■ . , c -v , i ATI CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/17/2021 FAX:(503)226 1670 210311.01 LATERAL-200 GAL.AIR TANK Wp:= 25001b Weight of unit L:= 78in Length of unit wm:= 26in wm=2.17 ft Width of unit hm:= 85.375•in Height of unit SEISMIC PARTS AND PORTIONS (Tigard,OR) Mapped Ss:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SDS:= 0.69 h= 25ft Ip.•= 1.0 ap:= 1.0 RP:= 2.5 z:= h Air side HVAC component 0.4.ap Sps•Ip zl FPunit= R I + 2•h •W p FPunit=828 lb Fpmin:= 0.3•SDs•Ip•Wp Fpmin=517.5 lb Min.seismic Fp GOVERN:= max(Fpunit,Fpmin) FP_GovERN 828 lb OVERTURNING-UNIT TO CONCRETE 0.9D+f2E := 2 (h m Mot seismic Mot seismic =2945.44 lb ft unit (0.Mot_seismic_unit) (0.9—0.252•Spg)•Wp Fup_seismic_unit Fup_seismic_un•it= 1938.87 lb wm 2 ).Fp_GovERN= 1656 lb ATTACHMENT Design attachment for 1,6561b sliding and 1,9391b tension at unit to concrete ).Fp_GOVERN= 1656 lb Fup seismic unit= 1938.87 lb anchors total := 4 number of anchors total nanchors_per_side:= 2 number of anchors per side f2Fp GOVERN Vanchor:= Vanchor=414 lb nanchors total Fup_seismic unit Tanchor Tanchor=969.43 lb nanchors j,er_side Use(4)3/4"X4"-Men HD anchor bolts at 200 gallon air tank to concrete E:\adcadd121\0311.01 MarketCraft \Structural\200gal Air Tank.mcd * . . Ili ! liiii Ili . e + ,- r i - - l 11111 aaa I 1-X k . . xnzzlir 8 a p I l i g x it ii !-, i1' 1 ilif f - 1 1'U[(I ' E V 'ii aa6 i I :i 5^. al 0 f ' 'S ..s a g g S b' 0 i till, X e \ \ - f ' -m ► N o � 1 r 1- 5 C t- F F p d N z 1 °z 3� 1J ) CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/16/2021 FAX:(503)226 1670 210311.01 LATERAL-Water Jet W,:= 232001b Weight of unit L:= 13.67.ft Length of unit wm:= 98in—6in Win =7.67 ft Width of unit hm:= 42in Height of unit SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped SS:= 0.862 site class=D Adjusted Maximum Sms:= 1.035 Design SDS:= 0.69 h := 25ft z:= Oft IP:= 1.0 aP:= 1.0 RP:= 2.5 Water side HVAC component 0.4•ap SDS•1 P z FPunit I + 2•— •W Rp h P Fpumt=2561.28 lb Fpmin:= 0.3 SDS IP'WP Fpmin=4802.4 lb Min.seismic Fp_GOVERN max(Fpunit Fpmin) Fp_GOVERN=4802.4 lb OVERTURNING-UNIT TO CONCRETE 0.9D+QE := 2 Mot_seismic_unit:= Fp_GOVERN'(30in) Mot seismic unit= 1.2 x 1041bft (n•Mot_seismic_unit) (0.9-0.252•Sps)•Wp Fup_seismic_unit — Fup_setsmic_unit=—4106.4lb wm 2 fl.Fp_GOVERN=9604.8 lb ATTACHMENT Design attachment for 9.605Ib sliding and Olb tension at unit to concrete S2•FP GOVERN =9604.8 lb Fup_seismic unit=—4106.4 lb <0,No Uplift anchors total 4 number of anchors total nanchors_per_side 2 number of anchors per side n Fp_GOVERN Vanchor Vanchor =2401.2 lb anchors total Use(4)3/4"X4"embed Simpson Tlten HD anchor bolts at Water Jet to concrete E:\adcadd\21\0311.01 MarketCraft \Structural\Water Jet.mcd i WS z Z R \ o 'i */ i z = 7) j f A * a a 6 1 / A sa u i i *I,. 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DESCRIPTION: top plate at 9ft partial ht wall CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 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 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ¢ a L(0.0225) 0 2x6 Span=12.375 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: L=0.0050 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.584 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 683.44 psi fv:Actual = 23.46 psi Fb:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination L Only Load Combination L Only Location of maximum on span = 6.188ft 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 0.000 in Ratio= 0<180 Max Upward Transient Deflection 0.000 in Ratio= 0<180 Max Downward Total Deflection 0.359 in Ratio= 413>=180 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 C d C FN CI Cr Cm C t CL M fb F'b V fv F'v L Only 0.00 0.00 0.00 0.00 Length=12.375 ft 1 0.584 0.130 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.43 683.44 1170.00 0.13 23.46 180.00 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max."+"Dell Location in Span L Only 1 0.3589 6.233 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.139 0.139 Overall MINimum 0.139 0.139 L Only 0.139 0.139 . 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 (1) E-MAIL:info@cidainc.com/In / �y /y PROJECT NAME: Altar 4a r 1(6'f c ra,'t f Pao).No, Z�O 3 1 V) Q p f'� /j�/� SHEET r(yty�jj/W�-5 U Ti :E:..... BY: Fi DATE: !'w,7(/` A. 4t (T 'F bf ►�!all5 1 i ; 1 j i ( i . i 9 � . W4 ' Pit 1 _ -, f ' �- I i , e SS t i i ; E Irk` , s i j S i, 1 __ ' Z � IS9 2 . Ib! 6 2-A : F 4 ;. 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DESCRIPTION: 9ft High Wall-End Post CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850 psi Ebend-xx 1300 ksi Fc-PM 1300 psi Eminbend-xx 470 ksi Wood Species : Hem-Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 si Ft 525 ppsi Density 26.84pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.'392) i i 4x6 Span=9.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: L=0.1392 k©9.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.964 1 Maximum Shear Stress Ratio = 0.090 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 851.96psi fv:Actual = 10.85 psi Fb:Allowable = 884.00psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.000ft 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 0.973 in Ratio= 222>=180 Max Upward Transient Deflection 0.000 in Ratio= 0<180 Max Downward Total Deflection 0.973 in Ratio= 222>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.9726 9.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.139 Overall MINimum 0.139 +D+L+H 0.139 +D+0.750Lr+0.750L+H 0.104 +D+0.750L+0.750S+H 0.104 +D+0.750L+0.7505+0.5250E+H 0.104 L Only 0.139 H Only 1 W7 Post FOOTING DESIGN REFERANCE: IBC SECTION 1807.3 WIND LOAD: 5psf interior pressure Pwind:= 139.221b Pwind= 139.21b Total wind Mot Pwind'9ft Mot= 1.253 ft•k h:= Mot h=9ft Pwind Ylateral 100. psf ft d:= 3.5•ft h=9ft b:= 1.33 •ft d S 1 3 •Ylateral S3 d.Ylateral P:= Pwind P= 139.2 lb 2.34• P A:_ SI • b CONSTRAINED d':= P h 4.25• d'=3.382 ft J S3b „ , iimmliK 15895 SW 72ND AVENUE,SUITE 200 .. el PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 LIE-MAIL:info@cidainc.com IN PROJECT NAME: filtetr keit-Grail- pRo,No, 2,1 0_3I I ‘a 1 SHEET pw ir U T T E' - . 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I . , ' , ! - t- --- , _ • Project Title: Engineer: Project ID: Project Descr: 1'Wa Wood Beam Project File:MarketCraft.ec6 LIC#:KW-06015824,Build:20.21.12.16 CIDA INC. (c)ENERCALC INC 1983-2021 DESCRIPTION: 9ft Partial Height Wall-Center Post CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850 psi Ebend-xx 1300ksi Fc-PHI 1300 psi Eminbend-xx 470ksi Wood Species : Hem-Fir Fc-Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ........................ L(0. 784) ;' 0 J 6x8 Span=9.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load : L=0.2784 k @ 9.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.935 1 Maximum Shear Stress Ratio = 0.067 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 795.17psi fv:Actual = 10.12 psi Fb:Allowable = 850.00psi Fv:Allowable = 150.00 psi Load Combination L Only Load Combination L Only Location of maximum on span = 0.000ft 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 in Ratio= 0<180 n/a Max Upward Transient Deflection 0 in Ratio= 0<180 n/a Max Downward Total Deflection 0.862 in Ratio= 250>=180 Span:1 :L Only Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios 111Toment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v L Only 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.935 0.067 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.51 795.17 850.00 0.28 10.12 150.00 Overall Maximum Deflections Load Combination Span Max."-Dell Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.8624 9.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -Overall M mum Overall MINimum 0.278 L Only 0.278 .. PWIO Post FOOTING DESIGN REFERANCE: IBC SECTION 1807.3 1 WIND LOAD: 5psf interior pressure Pwind 278.441b Pwind=278.4 lb Total wind Mot Pwind•9ft Mot=2.506 ft•k h:= Mot h =9 ft Pwind psf Ylateral IN• ft d:= 4.0• ft h =9ft b:= 1.67•ft d St 3 •Ylateral S3= d•Ylateral P:= Pwind P=278.4 lb 2.34•P A:_ SI • b CONSTRAINED d':= 4.25 • P•h d'=3.993 f J S3•b HP1 CIDA MARKETCRAFT RNH TEL:(503)226-1285 12/21/2021 FAX:(503)226 1670 Horizontal Duct Strapped to Exterior of Building- 18"x18" dm:= 18in Diameter of Duct Duct weight calculations: DL20 GA I.5psf p:= dm•n p=4.7 ft duct perimeter Wduct P'DL2O GA Wduct =7.07 Of Weight per linear foot of duct Sven:= 8ft Vertical duct support slateral 8ft Lateral bracing spacing Wvert Wduct'svert Wvert =56.55 lb Vertical weight at supports SEISMIC PARTS AND PORTIONS (TIGARD, OR) Mapped Ss:= 0.862 site class=D Design SDs:= 0.69 h:= 25ft z:= h Ip:= 1.0 Values for air side HVAC per table 13.6-1 ASCE 7-10 ap:= 2.5 RP:= 6 0.4•a •SDs•I z Fp:= R P 1 + 1—)•WVen Fp= I9.51 lb Total seismic Fpmin:= 0.3 SDs Ip•WVert FPmin= 11.71 lb Minimum seismic doesn't govern WIND LOAD: BASED ON 2018 IBC/2019 OSSC Vas:= 98 Exposure B Kd:= 0.85 Kh:= 0.7 ICat:= 1.0 GCr:= 1.9 GCr vert:= 1.5 q,:= 0.00256•Kh•Kzi-Kd•V3,2.psf F:= GC1 qZ F=27.79 psf Pwind F'slaterardm Pwind=333.54 lb Wind governs over anchorage WIND LOAD: BASED ON 2018 IBC/ASCE7-16-VERTICAL Fvert qz'GCr vert Fven =21.94 psf Pwind_vert Fvert'siaterai-dm Pwind veil=263.32 lb C 15895 SW 72ND AVENUE,SUITE 200 15 PORTLAND,OREGON 97224 0 TEL:503.226.1285 FAX:503.226.1670 . 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HD'f• CIDA MARKETCRAFT RNH TEL: (503)226-1285 12/21/2021 FAX:(503)226 1670 Try(1)114"(x 3"ISIMPSON SDS SCREW BUILDING(18pa strap to stud wall) al := atanl — a 1 =40.27 deg a2:= atanl I a2= 11.49 deg T1 T2 d := 0.25in Screw diameter CD:= 1.6 Load duration factor SDS screw LSDS screw 3 in Length of screw SDS thread 172-lb Withdrawal capacity per inch in LSDS thread:= 2in Thread length LSDS EMBED:= LSDS screw-0.25in- .75in LSDS EMBED=2 in L(EMBED) =SCREW LENGTH-UNISTRUT-SHEATHING Vallow:= CD•4201b Tallow:= CD.min(LSDS_thread,LSDS_EMBED)'WSDS_thread Vaitow=672 lb Tallow=550.4 lb Z allow_I := Tallow'Vallow Zallow_( LL1 615.22lb ' P = 182.48 lb Vallow'sin(a l)2+Tallow'coS(a 1)2 Z allow_2:= =Tallow'Vallow Z 666.16 lb ' P2=312.27 lb 2 allow 2 Vatlow'sin(a2)2+ Tallow.cos(a2) Use(1)1/4x3"SIMPSON SDS SCREVVSAT EACH END OF STRAP-MIN.(2)FASTENERS PER STRAP LOCATION ... 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.I 285 FAX:503.226.1670 40E II E-MAIL:info@cidainc.com NI PROJECT NAME: /(tay ke/t CrietPi- PRO).No. 21 0311,01 SHEET Dk I TrrLE. 11) By: FY H DATE IY22241 is.'r,t1 1 1 i ' - 7- . - atst „C I -r . 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