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Specifications • MS��Z3 o O4ti1 ALFONSO DECK VULCAN DESIGN AND CONSTRUCTION STRUCTURAL ANALYSIS ZRM 8/18/2023 JOB # 23-153 16679 SW DARWIN LOOP TIGARD, OREGON OFFICE COPY .ctsyED PROFFS,s ,5 ,GINFF ,A 85748PE Ciky ,'" OREGON '9^ AFC 31 2cs, Y R. MIOO\, RENEWAL DATE:12/31/2024 CONTENTS: DESIGN CRITERIA DC1 VERTICAL ANALYSIS V1 -V23 LATERAL ANALYSIS Ll - L10 ♦ RESIDENTIAL I COMMERCIAL FOUNDATION ANALYSIS Fl STRUCTURAL ENGINEERING MI L ON E FRI G 8 0 EWIHG (503) 875-8991 • WWW.MIDDLETONENGINEER.COM DC1 • MIDDLETON • Site Location: 16679 SW Darwin Loop 23-153 Tigard,OR Design Code: 2022 OSSC Design Loads: Vertical: Deck Dead Load 15 psf Deck Live Load 60 psf Deck Snow Load 25 psf Seismic: Seismic Design Category D Site Class D Sos = 0.676 Rp =4.0 IE = 1.0 Analysis Procedure Utilized: Equivalent Lateral Force Wind: Basic Wind Speed:97 mph (3-sec gust) Exposure: B Analysis Procedure Utilized: All Heights Method Structural Narrative: The proposed project consists of analyzing an addition to an existing deck structure at the Alfonso residence in Tigard, Oregon.The deck shall consist of wood framing with tiebacks into the existing structure and ledgers as the lateral force resisting components, along with new shallow footings. Middleton Engineering &Brewing has provided the calculations for the vertical, lateral, and foundation with respect to current locally adopted building code. zrm@imiddletonengineer.com 503.875.8991 1706.642.0217 Portland,OR I Atlanta,GA Middleton Engineering&Brewing * RESTQENTL4L ( COMMERCIAL STRUCTURAL ENGINEERING &D ON (503)875-8991 • WWW.MIDOLETONENGINEER.COM VERTICAL ANALYSIS Project Name:Alfonso Deck Engineer:ZRM Sheet Number: V1 • Job No: 23—153 Date:08/18/2023 ,--f Stringers S2 Vertical Analysis: , Loading Beam 61 I Deck 3 f- *le t� i Joists Jt I �1� vtringers Si DL c—15 n s f Deck 2I I � 1 ! LL-:=60 psf Column ,-- } ~—`',� II 1 i Stair BeamSB1 - SL:=25psf Column C3 —1 11 Deck 1 ___. i,�,� ,r i. j i ' Beam B2 DL 15 —° �� JI11LJTT2_ j j i PifLoads := = 0 psf i1 i,1 Joists J1 Column C2 sjoist :=16 in Deck Joist Spacing Lao.-st :=8 ft For a 2x8 HF#2 PT joist: b :=1.5 in d:=7-25 in Fb :=850psi F„ :=150psi min :=470000psi SW:=0.43.62.4 ib3 b•d=2.03 1bf ft ft w,;oist :—(DL +LL)•sioist +SW=102.03 Dr ft 2 joist gist W. •L. 3oist ioist R V 0.41 k M ax 8 =D..82 kip ft Vnax := 2 =0_41 kip end '— max — p CD :=1.0 CM:=1.0 Ct :=1.0 CF:=1.2 Cfll:=1.0 C. :=0.8 C :=1.15 1e :=1.63•L joist +3'-d=14.85 ft 1e •d R1- := =23-96 b 2 Fb.star :_Fb •CD •CM.Ct .CF-C. .Cr =938.4 psi E E 0.9 C C. =-3.38 105 Psi _ 1-20-Eain.Dr.in min.prime — min t i X FbE•— 2 —707.09 psi IDS 2 F 1 FIDE 1+ bE b� Fb.Star Fb.Star Fb.star C7 :=1.0 Joist cont. braced at compression CL =0.68 1.9 1.9 0.95 flange Bending Check: Shear Check: Fb.prime ._Fb -CD .CM.Ct-CL .CF .0 •C •Cr =938.4psi F primes-:=F•CD •C •Ct •C =120psi 6 3•V f := maa _745.36 psi f := max =56.29 si b b • d2 V 2•b•d p fb iv 0.794 = OK =0.469 OK F b.prime F,v.prime V2 k• Project Title. Enaineec, Project ID Project Deso- Wood Beam Project File:23-153-Alfonso Deckec6 - UC#:KW-06018334,Budd:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-2022 DESCRIPTION: Joists J1 CODE REFERENCES Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 850 psi Ebend-xx 1300ksi Fe-Pril 1300 psi Eminbend-xx 470 ksi Wood Species : Hem-Fir Fe-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 Repetitive Member Stress Increase a D(0.020)LL(0.07998) 0 ( 2x8 Span=8.0ft • Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0.060 ksf, Tributary Width=1_333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.794 1 Maximum Shear Stress Ratio = 0.469 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 745.18psi fv:Actual = 56.28 psi F'b = 938.40psi F'v = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft 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 0.140 in Ratio= 685>=360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.179 in Ratio= 537>=180 Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 (LOU 0.0 0_0 Length=8.0 ft 1 0.190 0.113 0.90 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.18 160.9 844.6 0.09 12.2 108.0 +D+L 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=8.0 ft 1 0.794 0.469 1.00 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.82 745.2 938.4 0.41 56.3 120.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=8.0 ft 1 0.511 0.302 1.25 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.66 599.1 1,173.0 0.33 45.2 150.0 +0.60D 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=8.0 ft 1 0.064 0.038 1.60 1.00 1.00 1.00 1.200 1.00 0.80 1.15 0.11 96.5 1,501.4 0.05 7.3 192.0 V3 • Project Title: Engineer: Project ID: Pro"iect.Descr Wood Bea Project File:23-153-Alfonso Deck.ec6 LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202? DESCRIPTION: Joists J1 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span +D+L 1 0.1786 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.408 0.408 Max Upward from Load Combinations 0.408 0.408 Max Upward from Load Cases 0.320 0.320 D Only 0.088 0.088 +D+L 0.408 0.408 +D+0.750L 0.328 0.328 +0.60D 0.053 0.053 L Only 0.320 0.320 Project Name:Alfonso Deck Engineer:ZRM Sheet Number:V4 Job No: 2 3—15 3 Date:08/18/2023 Beam$t: Wtrib '=4 ft LE :=7 k- For a ex8 HF#1 PT beam: b :=5.5 in d:=7.5 in Fb :=975 psi. F :=1.40psi_ min :=470000psi SW:=0.43-62.4 Lb3 .b •d7.69 lfbf t — ft win :_(DL { LL) wtrib +SW=307.69 ft 2 wB1 •LBI B1 -LB1 Mina x .= 8 =1.88 kip ft Unax 2 =1.08 kip Rend:= max =1.08 Kip CD :=1.0 CM:=1.0 ct :=1.0 CF:=1.0 Cfu :=1.0 C 1 :=0.8 C :=1.0 Ie :=1.63•LB1 +3 •d=13.28 ft le -d '— 2 =6.29 Rs b b.star '=Fb •CD -CM"Ct -CF•Cj -C =780psi E =L' •C .0 -C. _=3.76.105 psi 1.20 min.pri.me min ' min M t 1 p FbB=_ =11415.38 psi R 2 B 1-{- FbE �1+ Fb.E �� FbE F F C _ b.star _ b.star _ -b.sta-_ L _ =1 1.9 1.9 0.95 Bending Check: Shear Check: n.prime n C• D •CM C• t -GI •CF•Cfu •C. -Cr 777.16 psi. F.prime :=F -CD -CM•Ct •Ci =112 psi M •6 max 3 max fb := =438.59psi f :_ =39.16 sa. b •d 2 v 2•b •d p f b f ` =0.564 OK v =0.350 OK F b.prime F Prime V5 Project Title: Engineer. Project ID: Project Descr Wood Bea Project File:23-153 Alfonso Deck.ec6 - LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202° DESCRIPTION: Beam B1 _ - CODE REFERENCES Calculations per NDS 2018,IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 975.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 975.0 psi Ebend-xx 1,300.0ksi Fe-Prtl 850.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem-Fir Fe-Perp 405.0 psi Wood Grade : No.1 Fv 140.0 psi Ft 650.0 psi Density 26.840pcf Beam Bracing : Completely Unbraced D(0.060)L(0.240) o- n n X rar 6x8 1T�1�TT44I111TT��11 Span=T.0 ft r 1 Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0.060 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.565 1 Maximum Shear Stress Ratio = 0.350 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 438.60psi fv:Actual = 39.16 psi F'b = 776:82psi Pv = 112.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 7.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio= 1384>=360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.078 in Ratio= 1079>=180 Span:1:+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M ib F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.138 0.085 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.41 96.5 699.4 0.24 8.6 100.8 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.565 0.350 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.88 438.6 776.8 1.08 39.2 112.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.364 0.225 1.25 1.00 1.00 0.99 1.000 1.00 0.80 1.00 1.52 353.1 969.9 0.87 31.5 140.0 +0.60D 1.00 1.00 0.99 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.047 0.029 1.60 1.00 1.00 0.99 1.000 1.00 0.80 1.00 0.25 57.9 1,239.5 0.14 5.2 179.2 Vli• Project Title: Engineer Project ID. Project Dem. Wood Beam Project File:23-153-AlfonsoDedc.ec8 LIC#:KW-06018334.Bufld:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-2022 DESCRIPTION: Beam B1 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max.+"Defl Location in Span +0+L 1 0.0778 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.077 1.077 Max Upward from Load Combinations 1.077 1.077 Max Upward from Load Cases 0.840 0.840 D Only 0.237 0237 +D+L 1.077 1.077 +D+0.750L 0.867 0.867 +0.60D 0.142 0.142 L Only 0.840 0.840 Project Name:Alfonso Deck Engineer:ZRM Sheet Number V.7 Job No: 23-153 Date:08118/2023 Joists J2 Joists J2 are OK by inspection - Beam B2: LB2 :=4 ft wtrzb :=2. ft For a 4x/2 HF#2 PT beam: b ::----:3.5 in d:=11.25 in Fb :-=850 psi F,:=150 psi Emir, :=470000 psi ibf ibf SW:=-----0.43•62.4 — •b •d=7.34 Stairs :=--(15 psf+40 psf)•(3 tt+2 in)=174.17lbt — 3 ft ft WB2 ' (DL ±LI ) Wt_rab +SW+Stairs---=331.5 — ft 2 WB2 •L B2 WB2 •_LB2 R :=V ..,----0.66 kit, M := —0.66 kip ft V -- —0-66 kip end ma.s, max 8 IrlaX 2 CD :=1.0 C :=1.0 Ct :=1.0 C :=1.I C :=1,0 C :=0.8 Cr :=1.0 PI E fu L le R:=2.06-LB2 =-8.24 ft :._ le •di _ B 2 b Fb.star :=Fb •CD-CM-C -CF-C. -Cr=748 psj ti 5 1.20•E Emin.prime :=Emln .Cm-C .Ca -7. 3 76.10 bE psi F man.VI Illie —4968.72 psi 2 R B + , F FbE F bE bE 2 bE 1wr 'b.s td C i± Fb.staz Erb.star — 1.9 1.9 0.95 0.99 Bending Check: Shear Check: Fb.prime :=Fb-CD•Cm-Ct -CI •CF-Cfa •Ci .CI .-----741-5 psi F :=F -C -C -C -C =120 pp, v.prime v D M t i Mmax -6 3.VITIaX fb •— —107.76 psi iv 2:— -25.26 psi •b-d b•d 2 fb f v F —0.145 ok —0.210 OK b.prime Yv_pz r me V7 Project Title: i Engineer: �Project.r of ID_ Project Descr. Wood Beam Project File:23-153-Alfonso Deck.ec6 LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202:: DESCRIPTION: Beam B2 CODE REFERENCES Calculations per NDS 2018,IBC 2021,ASCE 7-16 Load Combination Set:IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 850 psi Ebend-xx 1300ksi Fc-Prfl 1300 psi Eminbend-xx 470 ksi Wood Species : Hem-Fir Fc-Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84pcf Beam Bracing : Completely Unbraced Of0.047511 L D.1267) 0(0.030)>L{�120) v ti s s o- 4x12 Spanr=4:0ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0.060 ksf, Tributary Width=2.0 ft Uniform Load on ALL spans: D=0.0150, L=0.040 ksf, Tributary Width=3.167 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.146 1 Maximum Shear Stress Ratio = 0.210 : 1 Section used for this span 4xt2. Section used for this span 4x12 fb:Actual = 107.77 psi Iv:Actual = 25.26 psi Fb = 740.65psi F`v = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 2.000ft 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 G.003 in Ratio= 15502>=360 Span:1:L Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.004 in Ratio= 11535>=180 Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0_0 0.00 0.0 0.0 Length=4.0 ft 1 0.041 0.060 0.90 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0_17 27.6 667.3 0.17 6.5 108.0 +D+L 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.146 0.210 1.00 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.66 107.8 740.6 0.66 25.3 120.0 +D+0.750L 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.095 0.137 1.25 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.54 87.7 923.0 0.54 20.6 150.0 +0.60D 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.014 0.020 1.60 1.00 1.00 0.98 1.100 1.00 0.80 1.00 0.10 16.5 1,175.8 0.10 3.9 192.0 V8 Project Title: Engiree,--, F'rojectID: Project Descr Wood Beam Project File:23-153 Alfonso Dedc:ec6 UC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202c DESCRIPTION: Beam B2 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+ Deft Location in Span +D+L 1 0.0042 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.663 0.663 Max Upward from Load Combinations 0.663 0.663 Max Upward from Load Cases 0:493 0.493 D Only 0.170 0.170 +D+L 0.663 0.663 +D+0.750L 0.540 0.54C +0.60D 0.102 0.102 L Only 0.493 0.493 Project Name:Alfonso Deck Engineer:ZRM Sheet Number:V9 - Job No: 23—153 Date:08/18/2023 Connections LUS26:=990 ibf HUCQ410 :=4500 ibf HUCQ68 =2350 ik Joists J1 &J2: Rmax :=0.41 kip R OK LCS26 0.41 Beam B1: R max :=1.08 kip OK max HuQ680.46 Beam B2: Rmax:=1.83 kip OK max HUCQ410 =0.41 Column Cl hcl :=9 ft For a 6x6 HF#2 PT post: b :=5.5 in d:=5.5 in F :=575 psi ein :=470000 psi SW:=0.43•62.4 1bf -b -d=5.64 lbs ft3 ft Pc/ :=1.08 kip+SW-hcl =1.13 kip Ke :=1.0 ie :=Ke •hcm =9 ft CD :=1.0 CM:=0.91 Ct :=1.0 C :=1.0 C. :=0.8 C :=1.0 F.star '—Fc •CD CM Ct •CF•C1 =418.6 psi Emin_prime °—ein 1.0 Ct Ci =3.76 10 5 psi 0.822•E min.prime C :T 0.8 F'cE 2 =801.56 psi d ) 2 1+ FcE I 1+ FcE FcE C • _ Fc.star j F.star F c._ _ star'2•c 2-c c =0.86 Compression Check: Fc.prime :=Fc -CD •CM•Ct -CF i-C -CP=359.93psi PC fc := bd =37.38 psi •f c =0.104 OK Fc.prime . V10 Project Title: Engineer: Prow ID: Project Descr Wood-COlulmR Project File:23-153-Alfonso Deck.ec6 LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202: DESCRIPTION: Column C Code References Calculations per NDS 2018,IBC 2021.ASCE 7-16 Load Combinations Used:IBC 202` General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn (Used for non-slendercalculatrol Exact Width 5_50 in Allow Stress Modification Factors Wood Species Hem-Fir Exact Depth 5,5 in Cf or Cv for Bending 1.0 Wood Grade Not Fb+ 575.0 psi Fv 140.0 psi Area 30.250 inA2 Cf or Cv for Compressio 1.0 lx 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 575.0 psi Ft 375.0 psi IY Fc-Pr!! 575.0 psi Density 26.840 pcf 76.255 in"4 Cm:Wet Use Factor 1.0 Fc- Incising Factors: Ct:Temperature Fad 1.0 Perp 405.0psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Column Buckling Condition: ABOUT X-X Axis: Lux=9 ft,Kx=1.0 ABOUT Y Y Axis: Luy=9 ft,Ky=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:50.744 lbs*Dead Load Factor AXIAL LOADS. . . Beam B1 Reaction:Axial Load at 9.0 ft. D=0.210, L=0.840 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1049:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-t 0.0 k Bottom along Y-Y 0.0 k Goveming NDS Forumla Comp Only,fc/Fc' Top along X-) 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.101 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0_0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 346.848 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0:0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 9.0 ft Applied Design Shear 0.0 psi -- Allowable Shear 179.20 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.850 0.02693 PASS 0.0ft 0.0 PASS 9.0 ft +D+L 1.000 0.829 0.1049 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L 1.250 0.774 0.07272 PASS 0.0ft 0.0 PASS 9.0ft +0.60D 1.600 0.697 0.01107 PASS 0.0ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top ©Base @ Top ©Base ©Base @ Top CO Base @ Top D Only 0.261 +D+L 1.101 +D+0.750L 0.899 • . V11 • Project Titie Engineer Project ID: Project Desa Wood Column Project File:23-153-Alfonso Deck LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202:i DESCRIPTION: Column Cl Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination ©Base ©Top @ Base @ Top @ Base @ Base ©Top @ Base @ Top +0.60D 0.156 L Only 0.840 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.00011 0.000 in 0.010It +D+L 0.0000In 0.000ft 0.000in 01)O0f1 +D+0.750L 0.0000in 0.00011 0.010 in 0.000ft +0.60D 0.0000in 0.000ft 0.000in 0.000ft L Only 0.0000in 0.000ft 0.000 in 0.00011 Sketches 1 050k 1 050k 7 +X C Load 1 - tri 6 6 5.50 in Project Name:Alfonso Deck Engineer:ZRM sheet Number:V12 - Job No: 2 3—15 3 Date:08/1812023 Column C2 9.25 It-- For a 4x4 HF#2 PT post: b:=3.5 in d:=3.5 in F :=1.300 psi Fain :=470000 psi SW:=0.43.62.4 lb3 •b •d=2.28 1bf ft ft PC2 `=1.16 kip+SW•hC2 =1.18 kip e :=1.0 1e :=K •h _ =9 ft CD :=1.0 CM:=0.8 Ct ==1.0 CF,:=1.15 Ci :=1.0 Cr:=1.0 5 Fc.star "—Fc •CD •CM•Ct •CF•Ci =1196psi Emin.prime "—min -1.0•Ct •Ci =4.7.10 psi 0.822-E . m_7n_prime c :=0.8 FcE := 2 =405.75 psi d1 2 1-} FcE 1+ FcE FcE Fr.star Fc.star Fc.star C := — — =0.31 2- c 2-c c Compression Check: rc.prime '—F •CD •CM.Ct .CF.Ci •Cp =372.13 psi fc := b cd =96.42 psi •f E c =0.259 OK c.prime V13 Project Title: Project ID: Project Descr Wood Column Project File:23-153-Alfonso Deck.ec6 LIC#:KW-06018334,Build20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202 DESCRIPTION: Column C2 Code References Calculations per NOS 2018,IBC 2021.ASCE 7-1€ Load Combinations Used:IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.25 ft Wood Member Type Sawn I Used for non-slender calculations,i Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade Hem Exact Depth 150 in Cf or Cv for Bending 1.50 Area 12.250 inA2 Cf or Cv for Compressio 1.150 Fb+ 575 psi Fv 140 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb- 575 psi Ft 375 psi Fc-Pr(' 575 psi Density 26.64 pcf IY 12.505 inA4 Cm:Wet Use Factor 1.0 Fce-Per Incising Factors: Ct:Temperature Fad 1.0 p 405 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 Basic 110a 1100 1100 ksi Use Cr:Repetitive? No Minimum 400 400 Column Buckling Condition: ABOUT X-X Axis: Lux=9.25 ft,Kx=1.0 ABOUT Y-Y Axis: Luy=9.25 ft,Ky=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:21.120 lbs*Dead Load Factor AXIAL LOADS. . . Beam B1 Reaction:Axial Load at 9.250 ft, D=0.1550, L=0.4933 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2526:1 Maximum SERVICE Lateral Load Reactions.Load Combination +D+L Top along Y-t 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fd Top along X-) 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.8694k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 216.299 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 9.250 ft Applied Design Shear 0.0 psi Allowable Shear 17920 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 Only 0.900 0.551 0.06848 PASS 0.0ft 0.0 PASS 9.250 ft +D+L 1.000 0.511 0.2526 PASS 0.0ft 0.0 PASS 9.250 ft +D+0.750L 1.250 0.430 0.1961 PASS 0.0ft 0.0 PASS 9.250 ft +0.60D 1.600 0.349 0.03652 PASS 0.0ft 0.0 PASS 9.250 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base ©Top ©Base @ Top @ Base @ Base @ Top @ Base ©Top D Only 0.176 +D+L 0.669 +D+0.750L 0.546 114 , Title: Proie€t ID: iroiect Descr Wood Column Project tile:23-153 Alfonso Deck.ec6 LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202 DESCRIPTION: Column C2 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top C Base E Base `,Top @ Base ©Toy - +0.60D 010E L Only 0493 Maximum Deflections for Load Combinations Load Combination Max_X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000in 0. +D+L 0.0000in 0.000ft 0.000in 0.000ft +D+0.750L 0.0000in 0.00011 0.000in 0.000€1 +0.60D 0.0000in 0.000ft 0.000in 0.000t L Only 0.0000in 0.000ft 0.000in 0.000f` Sketches 16683k 06483k I +X c -Load 1 f.` 44 s 3.50 in ?rood Name:Alfonso Beck Engineer:ZRM Sheet Number: V15 Job No: 23—153 Date:08/18/2023 Stairs Loading: DL :=15 osf LL:=40 ID s f Stringers St :=12 in Stair Stringer Spacing =12 —S stranger Istrancle: For a 2x12 HF P Stair Stringer: b :=1.5 in d:=11.25 in det f :=5.5 in F :=850 psi Fv:=150 psi Fans :=470000 psi_ b inf ibf SW:=0.43-62.4 —•b •d=3.14 3 ft ft lbf wsutinger :-.7-(D ±LL)•s stringer -1 SW=58.14 ft 2 Lstringer Wstrange 2 _Lsz rrr2aer M := -----0.26 kip ft 5-w •max 8 stringer 2 V :— =0.22 kip max 8 L Stringer 3•wstri ,ger 2 Rid:=max =0.22 kip Rd •= =0.13 kip en • 8 CD :=1.0 C :=1.0 Ct :=1.0 C :=1.3 Chi :=1_.0 C. :=0 8 Cr :=1.15 le =1.63-6 ft+3-d =11.16 ft le -deft cif' R :— —16.25 3 b 2 Fb.star :=Fb •C •Cm-Ct -CF.-CI -Cr =1016.6 psi E 5 1.20-.E psi min 7.pr Me mi n.prime :=E min •O.9•Ct -C, =3.38.10F — —1538.18 p,5i he 2 R 13 ,2 1+ i F FbE r St 1 ' 1 +1 FbE 1 FbE Fb.star Fbst Stringer cont. braced at b. . . ar C z=1.0 C :=L 1. 1.9 0.95 —0.93 -T, compression flange 9 , Bending Check: Shear Check: -cr Fb.prilne Fb CM"Ct -CL C =1016.6 psi Fv.pfime:=--Fy-CD -Cm•Ct •Ci r---120 psi := •CI . .CF'-C f a • a M •6 3-V max max fb •— 415.18 psi f :— —39.64 psi 2-b •d b •d eff 2 eff f f h —0.40: OK F v °— '33° b.prime OK F v.prime V16 • Proiect Title: • Engineer: Proiect ID: Project Descr Wood Beam Project File:23-153-Alfonso Deck.ec6 LK#:KW-06018334,Budd:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-2022 DESCRIPTION: Stringer S1 . - CODE REFERENCES Calculations per NDS 2018, IBC 2021.ASCE 7 16 Load Combination Set:IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 850.0 psi Ebend-xx 1,300.0ksi Fc-Pit 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem-Fir Fe-Perp 405.0 psi Wood Grade : No.2 Fir 150..0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.0150)L(0.040) * 2x6 2x6 Otr t Span=6.0 ft Span=6.0 ft r Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0.040 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.397. 1 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 403.71 psi fv:Actual = 38.55 psi Fb = 1,016.60psi Pv = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.000ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 3393>=360 Span:2:L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.030 in Ratio= 2401>=180 Span:2:+D+L Max Upward Total Deflection Cl in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct Cl-x CF Cfu C i C r M lb Fb V fv F'v D Only 0.0 0.00 0.0 0.0 Length=6.0 ft 1 0.129- 0.104 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.07 118.1 914.9 0.06 11.3 108.0 Length=6.0 ft 2 0.129 0.104 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.07 118.1 914.9 0.06 11.3 108.0 +D+L 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=6.0 ft 1 0.397 0.321 1.00 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.25 403.7 1,016.6 0.21 38.5 120.0 Length=6.0 ft 2 0.397 0.321 1.00 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.25 403.7 1,016.6 0.21 38.5 120.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=6.0 ft 1 0.262 0.212 1.25 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.21 332.3 1,270.8 0.17 31.7 150.0 Length=6.0 ft 2 0.262 0.212 1.25 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.21 332.3 1,270.8 0.17 31.7 150.0 V17 Protect Title: • Engineer: Amt.ID: Project Descr: Wood Beam Project File;23-153-Alfonso Deck.ec6 - LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-2022 DESCRIPTION: Stringer Si Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C M lb Pb V fir F'v - +0.60D 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=6.0 ft 1 0.044 0.035 1.60 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.04 70.9 1,626.6 0.04 6.8 192.0 Length=6.0 ft 2 0.044 0.035 1.60 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.04 70.9 1,626.6 0.04 6.8 192.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L 1 0.0300 2.547 0.0000 0.000 +D+L 2 0.0297 3.486 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.127 0.424 0.127 Max Upward from Load Combinations 0.127 0.424 0.127 Max Upward from Load Cases 0.090 0.300 0.090 D Only 0.037 0.124 0_037 +D+L 0.127 0.424 0.127 +D+0.750L 0.105 0.349 0.105 +0.60D 0.022 0.074 0.022 L Only 0.090 0.300 0.090 Project Name:Alfonso Deck Engineer:ZRiVi Sheet Number:V18 - Job No: 2 3—15 3 Date:08/18/2023 Stringers S2: sstringer =12 in Stair Stringer Spacing Lstrinae_ -=3 -.: For a 2x12 HF PT Stair Stringer: b:=-1.5 in d:=:11.25 in d5Ff:=5..5 in Fb : 850 psi FV :=150 psi E .n :=470000 psi SW:=0.43.62.4 ib3 •b•d=3.14 l.bf ft ft lhf Wstringer •—(DL +LL)•sstringer -I-SW----=58.14 -,` 2 • Wstringer •Lstringer Wstrringer Lsrringei- — Max '— =0_07 kip ft max •_— —0.09 kip 8 2 Rend • max =0.09 kin C :=1.0 CM:=1.0 Ct:=1.0 CF,:=1.3 Cfu :=1.0 C. :=0.8 Cr :=1.15 1 :=1.63•L +3•d =6.26ft Le doff e stringer deft RB := 2 =18_09 b F5.star •—Fb •C •CM•C5 •C •Ci •C =1016.6psi E =E •0.9 C •C =3.38 105 psi = =1241.03 psi 1.20 nun.prime min.prime min t p Fb R_13 2 FbE FbE 11 FbE 1+ Fb.star 1+ Fb.star Fb.star C :=1.0 Stringer cont. braced at C :- — — =0.88 z compression flange L 1.9 1.9 0.95 Bending Check: Shear Check: Fb.prime '=Fh ••Co •Ci�•C_ •C •C_Cfu -C -C-C=r .101.6.6psi Fv.prime '=F •C -CM •C =120 psi • -V fb •— Max 3. 6 =103.79 psi f := 3 max =15.86 psi 2 b •Jeff v 2 b 'deff f f b V =0.102 OK =0.132 OK Fb.prime Fv.prime V19 • , Project Title. Engineer Pmiect 1D: Project Des . Wood Beam f'rojet File:23-153-Alfonso Deck.ec6 - UC4:KW-06018334,Build:20.23.0522 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202: - DESCRIPTION: Stringer S2 ' CODE REFERENCES Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 850.0 psi Ebend-xx 1,300.0ksi Fc-Pill 1,300.0 psi Erninbend-xx 470.0 ksi Wood Species : Hem-Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0psi Ft 525.0psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase ---- --------- - .. 4f0.0150)L(0.040) 2x6 Span=3.0 it Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0_040 ktft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.099: 1 Maximum Shear Stress Ratio = 0.128: 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 100.93psi fv:Actual = 15.42 psi F'b = 1,016.60psi Pv = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.500ft 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 0.003 in Ratio= 11348>=360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.004 in Ratio= 8029>=180 Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 nia Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb Pb V fv F'v D Only 0.0 0.00 0.0 0.0 Length=3.0 ft 1 0.032 0.042 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.02 29.5 914.9 0.02 4.5 108.0 +D+L 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=3.0 ft 1 0.099 0.128 1.00 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.06 100.9 1,016.6 0.08 15.4 120.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=3.0 ft 1 0.065 0.085 1.25 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.05 83.1 1,270.8 0.07 12.7 150.0 +0.60D 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=3.0 ft 1 0.011 0.014 1.60 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.01 17.7 1,626.6 0.01 2.7 192.0 V20 Project Title: • Engineer Proiect ID: Proied Descr Wood Beam Project File:23-153-Alfonso Deck.ec6 LIC#:KW-06018334,Build:20.23.05,22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-2022 DESCRIPTION: Stringer S2 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max. +"Dell Location in Span +D+L 1 0.0045 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.085 0.085 Max Upward from Load Combinations 0.085 0.085 Max Upward from Load Cases 0.060 0.060 D Only 0.025 0.025 +D+L 0.085 0.085 +D+0.750L 0.070 0.070 +0.60D 0.015 0.015 L Only 0.060 0.060 Project Name:Alfonso Deck Engineer:ZRM Sheet Number:V21 Job No: 23-153 Date:08/18/2023 Stair Beam SB#: Wtrib :-6 ft Ls . :=4 f Fora 4x12 KF#2 PT beam: =3.5 in d:=1.1.25 in F. :=850 psi FV:=150 psi ELa :=470000 psi SW:=0.43.62.4 1_tit •b-d=7-34 1bf 1pf ,dual :=(DL ±LL).wtrib +SW=337-34 2 wsai •LSai WSBI -LSai R :=V =0.67 ki;_ M max := 8 =0.67 kip ft V = —0_67 kip end max max 2 C :=1.0 C:=1.0 Ct :=1.0 C,=1.1 Cfv •_1_0 Ci .-0.8 Cr =1.0 1e :=2.06•LB2 =8.24 ft le -d RB :_ =9.53 741.5 _ b 2 850.22 —0.87 =F •C •C -C •C -C. -C =748psi .scar b D M t E z r E e=E -C -C -C. =3.76.105 p`si 1.20 m2n_prime min.pr3me min M t z FbE — 2 =4968.72 psi Ra 1 l FbE: 1+ bE L bE Fb.star b.star -D.sta_ C 0.99 L 1.9 1.9 _ 0.95 Bending Check: Shear Check: Lb.prime.— Eb `C -CM-Ct -CCL -C `-CCfu -Ci -C =741r .5p5i v.prime -C -CM-Ct -Ci =120psi M -6 3•V max max fb := =109.66 psi fv c_ 2 b d 25.7 psi b•d2 fb fV =0.148 OK =0.214 OK Fb.prime F.prime V22 1 Project Title Engine. Project 1D Project besot.. I Wood Beam Project File:23-153-Alfonso Deck.ec6 - LIC#:KW-06018334.Budd:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202 DESCRIPTION: Stair Beam SB1 . - CODE REFERENCES Calculations per NOS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 850 psi Ebend-xx 1300ksi Fc-Prti 1300 psi Eminbend-xx 470 ksi Wood Species : Hem-Fir Fc-Perp 405 psi Wood Grade : No.2 Fir 150 osi Ft 525 psi Density 26.84 pcf Beam Bracing : Completely Unbraced ----- - - --- --- D(0.090)L(0.240) T 4x12. A Span=-,40ft 1. i Applied Loads Service loads entered.Load Factors will be applied for calculations Bin self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft DESIGN SUMMARY--_-- Design OK Maximum Bending Stress Ratio = 0.148 1 Maximum Shear Stress Ratio = 0.214: 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 109.66psi fv:Actual = 25.70 psi F'b = 740.65psi F'v = 120.00 pSi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft 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 0.003 in Ratio= 15934>=360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.004 in Ratio= 11336>=180 Span:1:+D+L Max Upward Total Deflection 0 in Ratio= 6<180 nla Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb Pb V fv F'v D Only 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.047 0.069 0.90 1_00 1.00 0.99 1.100 1.00 0.80 1.00 0.19 31.6 667.3 0.19 7.4 108.0 +D+L 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.148 0.214 1.00 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.67 109.7 740.6 0.67 25.7 120.0 +D+0.750L 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.098 0.141 1.25 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.55 90.2 923.0 0.55 21.1 150.0 +0.60D 1.00 1.00 0.99 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.016 0.023 1.60 1.00 1.00 0.98 1.100 1.00 0.80 1.00 0.12 19.0 1,175.8 0.12 4.4 192.0 V23 Project Title_ • Engineer: Project ID: Project Descr Wood Beam Project File:23-153-Alfonso Deck.ec6 LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202c DESCRIPTION: Stair Beam SB1 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0042 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.675 0.675 Max Upward from Load Combinations 0.675 0.675 Max Upward from Load Cases 0.480 0.480 D Only 0_195 0.195 +D+L 0.675 0.675 +D+0.750L 0.555 0.555 +0.60D 0.117 0.117 L Only 0.480 0.480 RESIDENTIAL COMMERCIAL STRUCTURAL ENGINEERING MI{S L ON•W4 (503)875-8991 s WWW.MIDDLETONENGINEER.COM LATERAL ANALYSIS L1 • Ax.E. ASCE 7 Hazards Report -AK AN LENGINEERS Address: Standard: ASCE/SEI 7-16 Latitude: 45.4156 16679 SW Darwin Loop Risk Category: II Longitude: -122.848625 Portland,Oregon Soil Class: D-Default(see Elevation: 345.40825795267017 ft 97224 Section 11.4.3) (NAVD 88) i 1 PintPirni r! n Pi A At rOft: x ' r. irm5 i d w t` Wind Results: Wind Speed V • Use 97 mph per 2022 OSSC 10-year MRI „ PGZt = 1.0 25-year MRI 72 Vmph 50-year MRI 77 Vmph Exposure B 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig.26.5-16 and Figs. CC.2-1—CC.2-4,and Section 26.5.2 Date Accessed: Wed Aug 09 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours.Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7%probability of exceedance in 50 years(annual exceedance probability= 0.00143, MRI=700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Wed Aug 09 2023 12 ASCE AMERICAN SOCIETY OF MIL ENGINEER; Seismic Site Soil Class: D-Default(see Section 11.4.3) Results: Ss : 0.845 So/ : N/A Si : 0.398 TL : 16 Fa : 1.2 PGA: 0.386 F„ : N/A PGA M : 0.469 SMS : 1.014 EPGA : 1.214 SM1 : NIA J : 1 Sos : 0.676 C„ 1.222 Ground motion hazard analysis may be required.See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Aug 09 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Wed Aug 09 2023 L3 ma .ON SOCIETY OF CIVIL DNGONEE% The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers.. or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, " currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. .. 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Lateral Loading Directions / t-- / / 3<' 4'-a' / > L-R 1 i1Il IIF-B, I 1 1 1 t-o- — A...a- 1, . . 1 1 _P P 6 �c.o=oIII c°v r- 1, - ! 12 O.C..[ ! 1 O.C. a 1 ! ICI .. (E).DECK • 1 https://asce7hazardtool.online/ Party, 3 of 3 Wed Aug 092023 • RESIDENTIAL 1 COMMERCIAL Project Name: ALFONSO DECK STRUCTURAL ENGINEERING MI L ON L4 ,.G Job No: 2.3-153 Sheet No. Revision: (503) 875-8991 • WWW.MIDDLETONENGINEER.COM Date: 08/18/2023 Engineer: ZRM Wind Loads per ASCE7 Simplified Procedure per§28 Part 2 Roof Pitch 0-5 Deg Basic Wind Speed 97 Mph Exposure B Building Envelope Enclosed Main Wind Force Resisting System(MWFRS) Building Height Adjustment A= 1.0 1.0 1.0 1.0 1.05 Topographic factor Kzt= 1.0 Kl= 0 K2= 0.0 I K3= 0 Horizontal Pressures Zone A Zone B Zone C Zone D [psf] 95 mph 14.3 -7.4 9.5 -4.4 100 mph 15.9 -8.2 10.5 -4.9 Vertical Pressures Zone E Zone F Zone G Zone H Zone EQH Zone GOH [Psf] 95 mph -17.2 -9.8 -12.0 -7.6 -24.1 -18.8 100 mph -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 Qroof= .4*Zone B+.6*Zone D Qwalis= .4*Zone A +.6*Zone C Qroof(95) -5.6 Qwatts(95) 11.42 Qroof(100) -6.22 Qwalis(100) 12.66 Qroof(97) 8.00 A= 1.00 Qwails(97) 12.0 A= 1.00 8.00 A=1.00 12.0 A= 1.00 8.00 A= 1.00 12.0 A= 1.00 8.00 A= 1.00 12.0 A= 1.00 8.00 A= 1.05 12.6 A= 1.05 [ASD] Qroof min 8 [ASD] Qwaits min 16 [ASD]0.6 Qroof 4.80 A= 1.00 [ASD]0.6 Qwaits 7.2 A= 1.00 4.80 A= 1.00 7.2 A= 1.00 4.80 A=1.00 .. 7.2 A= 1.00 4.80 A= 1.00 ., ,a 7.2 A= 1.00 4.80 A= 1.05 "" 7.6 A= 1.05 0.6 Qroof min 4.8 0.6 Qwalis min 9.6 Project Name:Alfonso Deck Engineer:ZRM Sheet Number: L5 • , daub Na: 23—15 3 Date:08/18/2023 Lateral Analysis (Deck 1): Wind Qwa11s `=0.6-16 psf=9.6pz Seismic ` • SDS :=0.676 R:=4.0 p:=1.3 Ie:=1.0 C :_ °DS =0.17 Weff:=(7 ft-8 ft)•15 psf=0.84 kl,-. s F .re VEQ •=0.7 p .s Weft.—0.13kip L-R F-B VW.LR :=Q wails -2 ft-8 ft=0.15 kip VW.FB=12wa11s .2 ft-7 ft=0.13 Kip V ' I V W.LR W.LR V :=max =0.15 kip V$ .=max 0.15 x_ :. LR VEQ EQ wLR := VLR =19.2 1bf w = °�a =21.94 — lbf 8 ft ft FB + 7 ft fft w 8• ft w 8 ft vLR := LR 2 ) FB=10.97 1bf v 2 =12..54 � 1bf 7 ft ft 13 7 ft ft vLR 1bf lbf 2x6 Horizontal TimberTech WI(3)-16d nails @ each =12.54 —vmax :=max vmap:=25 —fv ft end and bearing points,with D=4 OK FB max =0.502 OK v cap Tiebacks to Existing 2 v (8 ft) . max 2 T:= 7 ft —57.32 lbf DTT1Z:=840 1bf T DTT1Z =0.07 OK Use DTT1Z w/3/8"lag screw wl 3"thread engagement into double top plate Project Name:Alfonso Deck Engineer:ZRM Sheet Number: L6 i. Job file: 23-153 Date:08/18/2023 Lateral Analysis (Deck 2): Wind ails `=0.6.16 psf=9.6 psf Seismic ' SDE:=0.676 R:=4.0 p:=1_3 S =1.,_ C := 'ns =0.17 eff_`=(4 ft•4 ft)-15 psf=0.24 k .. rt p 1e VEQ :=0.7•p•Cs •W ff=0..04 kip L-R F-B VW.LR '—Qwalis .2 ft 4 ft=0.08 kip VW.FB : Qwalls •2 ft•4 ft=0.08 kip ( ' VW.LR VW.I,R VLR :=max =0.08 kip V� :=max V =0.08 kip VEQ EQ VLR ibf = =19.2 FB ibf w — LR •_ 4—ft _-19.2 —L w FB: 4 ft ft ft w r 4 ft VLR •— wLR i• 4 2 =9.6 ibf vEe::= FB. 2 =9.6 ibf 4 ft ft 4 ft ft VLR ibf lbf 2x6 Horizontal TimberTech wl(3)-16d nails @ each end vmax :=max v =9.6 ft Vcap :=25 ft and bearing points,with Q=4 OK FB max =0.384 OK v — car Tiebacks to Existing 2 (8ft) J max 2 T;_ =43.89 lbf DTT1Z:=840 lbf 7 ft =0.05 OK Use DTT1Z w/3/8"lag screw w13"thread engagement into double top plate DTT1Z ?reject Name:Alfonso Deck Engineer:ZRM Sheet Number: L7 Job No: 23--153 Date:08/18/2023 Lahtral Analysis (Deck 3): Wind Qwalls :=0.6.16 psf=9.6 psf Seismic SDS :=0.676 R :=1.5 p :=1.3 Ie :=1.0 C := SDS =0.45 Weft :_(4 ft-4 ft)•15 psf=0.24 kit s R Le EQ :=0.7•p •Cs eff=0.098 kip L-R F B VW.LR :=Qwall.s •2 ft-4 ft=0.077 kip V . :=Q •2 ft•4 ft=0.08 kip W.FB wails 11 W.LR VW.LR VLR :=max V =0.1 kip V :=maFB x V =0.1 kip EQ EQ t w := f_=24.61 t ft w :m— =24.61 1{ff a_ 4 ft w 4• ft 2 VLR :_ =12.3 lb f VFB ` Fa 2 =12.3 lbf 4 ft ft 4 ft ft max '=max =12 lb.3 lbf 2x6 Horizontal TimberTech WI(3)-16d nails @ each VLR Vcap:=25 f t f t end and bearing points,with Q=4 OK V max =0.492 OK cap • • Column Footings UNCONSTRAINED POLE FOOTING EMBEDMENT 2`dia.x 1.5 deep footings OK Allowable PSF Q = 150 "footing dia ft b 2 Height ft h = 2.5 Load !be P = 98 Trial footng depth(ft) d = 4.5 S1 = 225 A = 0 51 (IBC Eqn. 18-1) d = m4 Project Name:Alfonso Deck Engineer:ZRM Sheet Number:LB Job No: 2 3—15 3 Date:08/1812023 X-Bracing at Stairs: Wind )walls `=0.6.16 psf=9.6 psf Seismic 3Ds `=0.676 P :-=1.5 p :=1.3 Ie :=1.0 DS = =0.45 eff:=(12 ft•4 ft)•15 psf=0.72 kip T _e EQ :=0.7•p-Cs -eff =0.295 kap Shear Force Vw`—Qwalls •2 ft•12 ft=0.23 kip Vw Y:=max V =0.295 kip �Q Force in Brace(+/-): X:=12 ft Y:=6 ft+10.25 in L :=IX2+ Y2,=13.820 ft L P:=V• X1=0.340 kip Py:=P-[L YJ=0.169 kip Px:=P•[XX)=0.295 kip • ti n. L9 Proeet Title: • Engineer: Project ID: Project Descr. Wood Column Project File:23-153-Alfonso Dec k ec6 i LICt:KW-06018334,Buiid:20.23.0522 Middleton Engineering&Brewing (c)ENERCALC INC 1983-2022 DESCRIPTION: Brace Code References Calculations per NDS 2018, IBC 2021.ASCE 7-16 Load Combinations Used:IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.1 ft Wood Member Type Sawn Used for non-slender calculations' Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem-Fir Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Fb+ 850.0 psi Fv 150.0 psi Area 5.250 in"2 Cf or Cv for Compressio 1.150 tx 5,359 in"4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 525.0 psi Fc Pill 1,300.0 psi Density 26.840 pcf ty 0.9844 in"4 Cm:Wet Use Factor 1.0 Fc-Pe Incising Factors: Ct:Temperature Fact 1.0 rP 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Column Buckling Condition: ABOUTX-X Axis: Lux=7.1 ft,Kx=1.0 ABOUT Y-Y Axis: Luy=3.50 ft,Ky=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included:6.948 lbs*Dead Load Factor AXIAL LOADS. . . Brace Load:Axial Load at 7.10 ft, E=0.490 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1960:1 Maximum SERVICE Lateral Load Reactions. Load Combination +D+0.70E Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fd Top along X-) 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.3499 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 340.10 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0,70E ' Location of max.above base 7.10 ft Applied Design Shear 0.0 psi Allowable Shear 192.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination CD Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.303 0.004054 PASS 0.0ft 0.0 PASS 7.10 ft +D+0.70E 1.600 0.178 0.1960 PASS 0.0ft 0.0 PASS 7.10 ft +D+0.5250E 1.600 0.178 0.1480 PASS 0.0ft 0.0 PASS 7.10 ft +0.60D 1.600 0.178 0.002335 PASS 0.0ft 0.0 PASS 7.10 ft +0.60D+0.70E 1.600 0.178 0.1944 PASS 0.0 ft 0.0 PASS 7.10 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.007 +D+0.70E 0.350 L10 4 Project Title: • Engineer Project ID: Project Descr. I Wood Column Project File 23-153-Alfonso Deck.ec6 a LIC#:KW-06018334,Build:20.23.05.22 Middleton Engineering&Brewing (c)ENERCALC INC 1983-202 DESCRIPTION: Brace . ` Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination ©Base ©Top @ Base @ Top @ Base ©Base @ Top ©Base @ Top ` +D+0.5250E 0.264 +0.60D 0.004 +0.60D+0.70E 0.347 E Only 0.490 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000 in 0.000ft +D+0.70E 0.0000in 0.000ft 0.000 in 0.000ft +D+0.5250E 0.0000in 0.000ft 0.000 in 0.000ft +0.60D 0.0000in 0.000ft 0.000 in 0.000ft +0.60D+0.70E 0.0000in 0.000ft 0.000 in 0.000ft E Only 0.0000in 0.000ft 0.000 in 0.000ft Sketches ____ F i I 0490k 0490k i Y r C i +X /� Load t �I ri E I 1.50 in t • RESIDENTIAL{ COMMERCIAL STRUCTURAL ENGINEERING M€D 1 OM (503)875-8991 • WWW.MIDDLETONENGINEER.COM r FOUNDATION ANALYSIS •t • Project Name:Alfonso Deck Engineer:ZRM Sheet Number: F1 Joti No: 23—15 3 Date:08/18/2023 I Foundation Analysis: q,,ap :=1500 psf Footing for C1: 1 Pci =1.13 p q�• ,_ 180.92 (30is =0.121 OK qca„ r Footing for C2: P'2 =1.18 kip Pc2 2 =524.94psf (18 in) qC2 =0.350 OK q.=p Footing for C3: Downward PC3 :=0.67 kip+P5 PV3 qca 2 =372.74 psf (18 in) qC3 =0.248 OK cap _ Uplift DL :=15 psf•12 ft-2 ft=0.360 kip SW:=0.43-62.4 3 • =0.07 kip ft (3.5 in-11.25 in-2 ft)+{(3.5 in)2•(5 ft+10.375 in))-F(1.5 in-11.25 in-12 ft)) Wfooting `150 lb3 •18 in•18 in•24 in=0.675 kip EL:=PY=0.169 kip ft U�3 :=0.6•(DL +SW+Wfooting)—EL =0.492 kip No net uplift,OK Sliding p :=0.3 Ffriction —u •(DL } SW+W Coo ting)=0.330 kip Px =0.894 OK frictie-