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Specifications I Sfirucfurcd Cciwia'ions:NW Fencing TI DC. I Project: NW Fencing TI Project Number: 20200503 Project Address: 1 1 101 SW Greensburg Rd Document: Structural Calculations for Tigard, OR 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Calculations — Gravity Design G-1 thru G-33 Structural Calculations — Lateral Design L-1 thru L-18 Reference Documents R-1 DESCRIPTION OF PROJECT This 'NW Fencing TI' project consists of the addition of a mezzanine in the existing building located at 1 1 101 SW Greensburg Rd, Tigard, OR 97223. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. G 1cad2020\20200503\NW Fencing\CALCULATIONSSSTRUCTURAL\20200503 DC.docx Structural Calculations:NW Fencing Tl DC CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) DESIGN LOADS Live Loads Floor Loads Office 50 psf Stairs 100 psf Dead Loads Mezzanine Sheathing (1 1/8" plywood) 3.4 psf Wearing Surface (5/8" plywood) 1 .8 psf Framing 5.0 psf Mechanical and Electrical 1 .0 psf Suspended Ceiling 1 .8 psf Miscellaneous 2.0 psf Total Mezzanine Load 15.0 psf Wall Weights 5 1/2" Concrete Tilt Panel 69 psf Wood-Stud Exterior Walls 15 psf Stud Partition Walls 10 psf Wind Basic Design Wind Speed, V (3-sec gust) 97 mph Nominal Design Wind Speed, Vasa 76 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCp, = +/- 0.18 Seismic Location Latitude 45.4399 Longitude -122.7807 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.681 Si = 0.396 Site Class D Spectral Response Coefficients Sds = 0.689 Sd, = 0.51 Seismic Design Category D G*ad2021t\20200503\NW Fencing\CALCULATIONS\STRUCTURAL\20200503 DC.docx Structural Cakcula ons:NW Fencing TI DC-3 Basic Seismic force resisting system(s) Light-Frame Wood Walls Sheathed with Wood Structural Panels Design Base Shear 0.7V = 7.8 kips Seismic Response Coefficient(s) CS = 0.1 Response Modification Factor R = 6.5 Overstrength Factor 1-20 = 2.5 Deflection Amplification Factor Cd = 4.0 Analysis Procedure Used Equivalent Static SOILS Allowable Soil Bearing Pressure 1,500 psf Passive Earth Pressure 250 pcf Coefficient of Friction 0.3 Wcad2020\20200504W Fencing\CALCUTATIONS\STRUCTURALV0200503 DC.docx I 1 I ' V V L M K Project NW FENCING TI Job 6: 20200503 By ERO Dote: 09/21 Sheet# G-1 ENGINEERING+DESIGN MEZZANINE GRAVITY DESIGN LOADING DLMEZZ:=15 psf DEAD LOAD OF MEZZANINE DLWALL:=15 psf DEAD LOAD OF WALL LLMEZZ:=65 psf LIVE LOAD OF MEZZANINE (OFFICE SPACE + PARTITION WALLS) TYPICAL JOISTS LMAx:=29.167 ft TRIB:=16 in w +wL, w DL°= MEZZ'DL TRIB=20 p if % 1 l 3 i A wLL:=LLMEZZ.TRIB=86.7 Of ( L . M.jorsr:=11.314 kip•ft < M ALLOW:=18.075 kip•ft 22.5.107.29.1674 /2.26.107.29.1672 lin:_ In + inl=0.764 in 2597.106 f 1 22.105 )) 22.5.87.29.1674 2.26.87.29.1672 ALL:= in + in =0.622 in 2597.106 / ( 22.105 TL DEFLECTION RATING = LMAx=457.9 > 180 ==> ADEQUATE ATL LL DEFLECTION RATING = LMAx =563.1 > 240==> ADEQUATE ALL USE 22"DEEP RED-I90 AT 16" O.C. TYPICAL BEAM NEAR GRID 2 25.5ft+18.5ft LMAx:=23.83 ft TRIB:= =22 ft LL 15 =LL . + =46.4 psf REDUCED LIVE LOAD RED° MEZZ• 025 P 1 L V2.524.3 , IDL:=DLMEZZ•TRIB=330 plf wLL:=LLRED•TRIB=1019.9 p/f USE 7x22 2.2E PSL 1 TYPICAL BEAM NEAR GRID 3 29.75ft+18.5ft LMAx:=22.083 ft TRIB:_ =24.1 ft w +w,,, 15 LLRED:=LLMEZZ• 0.25+ =46.1 psf REDUCED LIVE LOAD V2.532.2 , wDL°= MEZZ•DL TRIB=361.9 P/f wLL:=LLRED•TRIB=1113 plf USE 7x22 2.2E PSL 3933 S Kelly Avenue Portland, OR 97239 te1: 503.222,4453 fax: 03.248 9263 wv r_v{1mk corn Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-2 Printed:28 SEP 2C21,11:58AM General Beam File:20200503.ec6 Software copyright ENERCALC INC.1983.2020,Build:12.20.8.24 1 fc.#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Joist General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.167 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 D(0 01995)L(0 08645) X � a s ' _' c � G � r� 4 Ilr rr'`fittr�a"a� 411.1._ $ s� \ zC�' l^7 Y3 e. xa f �t � �zz� p a isags �$S€;� �.. � � Fz � N $€ 4 � ' 3 � Via. . e.. �c,.,.H,a_,,.„•, ..a .. a m 5 %. Span=29.167 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150. L=0.0650 ksf, Tributary Width=1.330 ft,(Mezzanine) DESIGN SUMMARY Maximum Bending = 11.314 k-ft Maximum Shear= 1.552 k Load Combination +D+L+H Load Combination +D+L+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 14.584 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.489 in 715 Max Upward Transient Deflection 0.008 in 45064 Max Downward Total Deflection 0.602 in 581 Max Upward Total Deflection 0.001 in 325467 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.261 1.261 Overall MINimum D Only 0.291 0.291 L Only 1.261 1.261 I , Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-3 Printed:22 SEP 2021,11:51AM Wood Beam File:20200503.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 tac.#:KW460O2T28 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Beam-Near Grid 2 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+ 2,900,0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,200.0 ksi Fc-PM2,900.0 psi Eminbend-xx 1,1.18.19 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.3282)L(1.0064._............. • 7x22 Span=23.830 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0460 ksf, Tributary Width=21.880 ft,(Mezzanine) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.743 1 Maximum Shear Stress Ratio = 0.452 : 1 Section used for this span 7x22 Section used for this span 7x22 fb:Actual = 2,013.37psi fv:Actual = 131.15 psi Fb:Allowable = 2.711.30osi Fv:Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.915ft Location of maximum on span = 22.004ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.538 in Ratio= 531>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.713 in Ratio= 401>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.992 11.992 Overall MINimum 11.992 11.992 D Only 3.911 3.911 L Only 11.992 11.992 w Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-4 Printed:22 SEP 2021,11:51AM Wood Beam_ File:20200503.ec6 Lfe. Software copyright ENERCALC.INC.1983-2020J,Build:12.20.8.24 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Beam-Near Grid 3 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+ 2,900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,200.0 ksi Fc-Prll 2,900.0 psi Eminbend-xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D{0.3615)L(1.1086) 7x22 Span=22.083 ft 4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0460 ksf. Tributary Width=24.10 ft,(Mezzanine) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.702 1 Maximum Shear Stress Ratio = 0.458 : 1 Section used for this span 7x22 Section used for this span 7x22 fb:Actual = 1,904.42psi fv:Actual = 132.72 psi Fb:Allowable = 2.711.30psi Fv:Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H , Location of maximum on span = 11.042ft Location of maximum on span = 20.310ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.437 in Ratio= 606>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.579 in Ratio= 457>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.241 12.241 Overall MINimum 12.241 12.241 D Only 3.992 3.992 L Only 12.241 12.241 I VVIMIC Project: NW FENCING TI Job#: 20200503 By ERO Date: 09/21 Sheet is G-5 ENGINEERING+DESIGN LOADING RECALL FROM ABOVE: DLMEzz=15 psf LLMEZZ=65 psf TYPICAL COLUMN HMAX:=10 ft 22.083 ft 29.75 ft+18.5 ft PDL.1:=DLMEZZ• 2 2 =4 kip 22.083 ft 29.75 ft+18.5 ft PLL.1:=LLMEZZ• 2 2 =17.3 kip 19.5 ft 29.75 ft+18.5 ft PDL.2:=DLMEZZ• 2 2 =3.5 kip 19.5 ft 29.75 ft+18.5 ft PLL.2:=LLMEZZ• 2 2 =15.3 kip USE HSS4x4x1/4 FURRING WALL L„:=10 ft TRIB:=24 in w:=(DLMEZZ+LLMEZZ)•(29.75 ft+2)=1190 plf USE 2x6 STUDS AT 24"O.C. TYPICAL INTERIOR FOOTING PDL:=PDL.1+PDL.2=7.5 kip PLL:=PLL.I+PLL.2=32.6 kip USE 5'-6"x 5'-6"x 14"DEEP FOOTING WITH (6) #5 BARS EACH WAY TYPICAL END FOOTING PDL:=PDL.1=4 kip PLL:=PLL.I=17.3 kip USE 4`-O"x 4'-O" x 12"DEEP FOOTING WITH (4) #5 BARS EACH WAY 3933 S Kelly Avenue 9'or9 rod,OR 9 239 'fi. _03 222.ii 53 fox;:503.248.92 3 wwvLvimk.coo Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-6 Printed:22 SEP 2021,11 08AM Steel Column File:20200503.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20,8.24 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Column Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade ,A500, Grade C, Fy=50 ksi, Carbon Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10.0 ft.K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. .......................................................................................... Column self weight included:121.808 lbs*Dead Load Factor AXIAL LOADS... Northern Beam:Axial Load at 10.0 ft,Xecc=0.670 in,D=4.0,L=17.30 k Southern Beam:Axial Load at 10.0 ft.Xecc=0.670 in,D=3.50,L=15.30 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7977 :1 Maximum Load Reactions.. Load Combination +D+L+H Top along X-X 0.1820 k Location of max.above base 9.933 ft Bottom along X-X 0.1820 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 40.222 k Bottom along Y-Y 0.0 k Pn 1 Omega:Allowable 63.969 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 11.702 k-ft Along Y-Y 0.0 in at 0.0 ft above base Ma-y:Applied -2.224 k-ft for load combination: Mn-y i Omega:Allowable 11.702 k-ft Along X-X -0.1107 in at 5.839ft above base for load combination:+D+L+H PASS Maximum Shear Stress Ratio= 0.008102 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.2239 k Vn 1 Omega:Allowable 27.634 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 7.622 0.042 0.042 L Only 32.600 0.182 0.182 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 32.600 0.182 0.182 Minimum 7.622 0.042 0.042 Reaction, X-X Axis Base Maximum 32.600 0.182 0.182 Minimum 7.622 0.042 0.042 Reaction, Y-Y Axis Base Maximum 7.622 0.042 0.042 Minimum 7.622 0.042 0.042 Reaction, X-X Axis Top Maximum 32.600 0.182 0.182 Minimum 7.622 0.042 0.042 Reaction, Y-Y Axis Top Maximum 32.600 0.182 0.182 Minimum 7.622 0.042 0.042 Moment, X-X Axis Base Maximum 7.622 0.042 Minimum 7.622 0.042 Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-7 Printed.22 SEP 2021,11:08AM Steel Column Software Software copyright ENERCJ C,ING.1983.2020,BuiId:12.20.9,24 Lic.#,KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Column Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Moment, Y-Y Axis Base Maximum 7.622 0.042 0.042 Minimum 7.622 0.042 0.042 Moment, X-X Axis Top Maximum 7.622 0.042 0.042 Minimum 7.622 0.042 0.042 Moment, Y-Y Axis Top Maximum 7.622 0.042 0.042 Minimum 7.622 0.042 0.042 Sketches 21100k 2800k x +X Pt c Loa o o TO i 0. 4.00in • V L Nt K Prolect: NW Fencing T1 lob#. 20200503 By. ERO Dote: 09/21 Sheet G-8 v4.02-Software Copyright 2018 VLMK Consulting Engineers. All Rights Reserved. Wood Stud Wall Design Based on the 2018 International Building Code and the 2015 NDS Design Input l„ = 10 ft stud unbraced length s = 24 in stud spacing DF #2 stud wood grade type = sawn lumber 2 x 6 stud size slenderness ratio, Kel„/d = 22 <_ 50 OK one side sheathing (assumes pin-pin end conditions) HF #2 sill/sole plate wood grade w = 1190 plf vertical load Including Live, Snow or Const.7 L Cd = 1.00 e = 0.6 in eccentricity of vertical load P = 5 psf out-of-plane load Wind, Earthquake or Live? L Cd = 1.00 L/ 240 allowable deflection Analysis Design Values and Adjustment Factors (Note: C f„= Ci= 1.0) Fb = 900 psi allowable bending stress CM x Ct = 1,00 Fc = 1,350 psi allowable compressive stress parallel to grain Fc,perp = 405 psi allowable compressive stress perpendicular to grain E = 1,600,000 psi modulus of elasticity Emirs = 580,000 psi modulus of elasticity CD = 1.00 load duration factor [NDS Table 2.3.2] Cr = 1.15 repetitive use factor [NDS Section 4.3.9] CF,b = 1.30 size factor for bending [NDS Table 4A] CF,c = 1.10 size factor for compression [NDS Table 4A] Cv = 1.00 N/A for sawn lumber CL = 0.82 beam stability factor (NDS Equation 3.3-6) Cp = 0.54 column stability factor (NDS Equation 3.7-1) Cb = 1.25 bearing area factor (NDS Equation 3.10-2) Stud Compression fc = 288 psi actual compressive stress F,' = 808 psi adjusted allowable compressive stress OK Out-of-Plane Stud Bending fb = 198 psi actual bending stress Fb' = 1098 psi adjusted allowable bending stress OK Interaction Equation (per NDS Section 15.4.1) 0.13 compression term 0.51 bending term I.E. = 0.64 5 1.0 (NDS Equation 15.4-1) OK Out-of-Plane Stud Deflection (neglects sheathing) = 0.07 in deflection due to out-of-plane load Al = (5wL4)/(384EI), where w=P*s A2 = 0.04 in deflection due to vertical load ecc. A2 = (3ML2)/(48EI), where M=P*e A3 = 0.01 in deflection due to PA effects 63 = (3ML2)/(48EI), where M=P*A1+2 Atotal = 0.11 in total service deflection Hallow = 0.50 in allowable deflection OK Sill/Sole Plate Bearing fc,perp = 288 psi actual compression stress perpendicular to grain F'c,perp = 506 psi adjusted allowable compressive stress perpendicular to grain OK Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-9 Printed 22 SEP 2021,11;28AM General Footing ile:20200503.ec6 Software copyright ENERCALC.INC.1983.2020,Build 12.20.8.24 Lk,#:KW-06002720 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Interior Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 .p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure : No when max,length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis = 5.50 ft Footing Thickness = 14.0 in V Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in a w Reinforcing Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 �� g w-•:k '`£�� v % Bandwidth Distribution Check (ACI 15.4.4.2) , A-, , i„„: i f_x.., __ ,' . a._µ Direction Requiring Closer Separation ° ., n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D............................................... Lr........_—._...._............._.- L S W E H P:Column Load = 7.50 32.60 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-10 Printed:22 SEP 2021.11;28AM General Footing File:20200503.ec6 Software copyright ENERCALC.INC,1983.2020,Bui1d:12.20.8.24 Lic.#:KW06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical Interior Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9967 Soil Bearing 1.495 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4709 Z Flexure(+X) 7.645 k-ft/ft 16.235 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.4709 Z Flexure(-X) 7.645 k-ft/ft 16.235 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4709 X Flexure(+Z) 7.645 k-ft/ft 16.235 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.4709 X Flexure(-Z) 7.645 k-ft/ft 16.235 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 1-way Shear(+X) 27.80 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 1-way Shear(-X) 27.80 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 1-way Shear(+Z) 27.80 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 1-way Shear(-Z) 27.80 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7493 2-way Punching 123.129 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-11 Printed:22 SEP 2021,11,52AM General FootingFile:20200503.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.'#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Typical End Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thickness = 12.0 in I Pedestal dimensions... xo !3lrllti� "" px:parallel to X-X Axis = in + x pz:parallel to Z-Z Axis = in Height = in ,,SL 4 r 3 i1 Rebar Centerline to Edge of Concrete... (1 1 i at Bottom of footing = 3.0 in j " ,ax..,._,2L. i0 W Reinforcing A?p., Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 ra p t, _ t, 0 w i `Bandwidth Distribution Check (ACI 15.4.4.2) la °' Direction Requiring Closer Separation , ,..__: .„,: �� n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 17.30 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-12 Printed:22 SEP 2G21,11:52AM General Footing File:20200503.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12 21/8.24 Lic.#:KW-06002728-- VLMK CONSULTING ENGINEERS DESCRIPTION: Typical End Footing DESIGN SUMMARY............................................................................... ----_.__ Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9840 Soil Bearing 1.476 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2271 Z Flexure(+X) 4.060 k-ft/ft 17.879 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.2271 Z Flexure(-X) 4.060 k-ft/ft 17.879 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.2271 X Flexure(+Z) 4.060 k-ft/ft 17.879 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.2271 X Flexure(-Z) 4.060 k-ft/ft 17.879 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.2837 1-way Shear(+X) 23.307 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2837 1-way Shear(-X) 23.307 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2837 1-way Shear(+Z) 23.307 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2837 1-way Shear(-Z) 23.307 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5903 2-way Punching 96.999 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H VVLMK Project: NW FENCING TI Job#: 20200503 By: ERO Date. 09/21 Sheet#:G-13 ENGINEERING+DESIGN r--- LOADING RECALL FROM ABOVE: DLMEzz=15 psf DLwaLL=15 psf LLMEzz=65 psf DLRF:=15 psf ESTIMATED WEIGHT OF ROOF SL:=25 psf ESTIMATED WEIGHT OF SNOW ON ROOF DLTILT:=69 psf ESTIMATED WEIGHT OF TILT WALL FOOTING AT NEW FURRING WALL ALONG GRID 4 TRIB:=29.167 ft+2=14.6 ft WDL:=(DLMEZZ•TRIB)+(DLWALL•10 ft)=368.8 plf LL TRIB=947.9 /f WTL:=WDL+WLL=1481.8 plf w MEZZ•LL:= P dsLAB:=4 in MINIMUM REQUIRED SLAB DEPTH b WALL:=5.5 in ==> bEFF:=b WALL+d SLAB=9.5 in ==> bMID:=bWALL+(dsLAB)±2=7.5 in WIDTH OF WALL dwacc:=12 in =_> dEFF:=d WALL+d SLAB=16 in LENGTH OF WALL �:=0.75 STRENGTH REDUCTION FACTOR PER ACI TABLE 21.2.1 A:=1.0 MODIFICATION FACTOR FOR NORMAL WEIGHT CONCRETE PER ACI TABLE 19.2.4.2 (WDL+WLL)•1 ft q:= =1247.4 psf BEARING PRESSURE AT SLAB < pALLow:=1500 psf bEFF•d EFF VALLOW:=cb•2•A.\2500 •bMID•dsLAB•(lbf. in2)=2250 Ibf PUNCHING SHEAR CAPACITY OF SLAB VERIFY(E) SLAB IS 4"MINIMUM FOOTING AT EXISTING TILT WALL ALONG GRID 1 DLRF•24.583 ft\ WEXIST.DL 2 +(DLTILT•21.5 ft)=1667.9 plf SL•24.583 ft WEXIS.SL:= 2 =307.3 plf W �DL 24.583 ft2 )+ DL .5 ft)+�OLMEzz 2 { 25.25 ft _1857.2 plf NEW.OL:= RF' TILT'21 /I LLMEzZ•25.25 ft WNEW.LL:= 2 =820.6 plf EXISTING FOOTING IS ESTIMATED 2'-O" WIDE WTIH MEZZANINE LOADING, FOOTING IS STILL ADEQUATE FOOTING AT EXISTING TILT WALL ALONG GRID J 19.5 ft 29.75ft+18.5ft PDL.2:=DLMEZZ• 2 2 =3.5 kip 19.5 ft 29.75ft+18.5ft PLL.2:=LLMEZZ• 2 2 =15.3 kip DLRF+SO•4 ft PEXIST:= =80 psf ESTIMATED BEARING PRESSURE OF EXISTING CONTINUOUS FOOTING 2ft PER ENERCALC, PNEW 1320 psf ==> PTOTAL:=PEXIST+ANEW=1400 psf < pALLow:=1500 psf ENLARGE EXISTING FOOTING TO BE 4'-O"x 4'-0"x 12"DEEP 3933 S efly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.2 8 9263 we.vlmk.corn Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-14 Printed 23 SEP 2021,112.57 PM Wall Footing File:20200503.ec6 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Lic. €,KW-t Qt1 d72B VLMK CONSULTING ENGINEERS DESCRIPTION: Estimated(E)Tilt Footing at Grid 1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 1.0 ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min,Sliding Safety Factor = .0::1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 10.0 in Bars along X-X Axis Wall Thickness = 5.50 in Rebar Centerline to Edge of Concrete... Bar spacing = 10.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in 8-1,2" Z 1 q i$r slt 4 rig - a �iNt 'k t .., tA" _ za6 sty,°mfle -' Applied Loads D Lr L S W E H P:Column Load = 1.668 0.3073 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing i i Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-15 Printed:23 SEP 2021,12:57PM wad) FOO#lti File:20200503.ec6 Software copyright ENERCALC.INC.1983.2020,Build.12.20.8.24 Lk.#;KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Estimated(E)Tilt Footing at Grid 1 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding I PASS n/a Uplift 0.0 k 0.0 k No Uplift I Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.7390 Soil Bearing 1.108 ksf 1.50 ksf +D+L+H PASS 0.05659 Z Flexure(+X) 0.4134 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.03495 Z Flexure(-X) 0.2553 k-ft 7.306 k-ft +0.90D+E+0.90H PASS 0.03764 1-way Shear(+X) 3.093 psi 82.158 psi +1.20D+0.50Lr+1.60L+ PASS 0.03764 1-way Shear(-X) 3.093 psi 82.158 psi +1.20D+0.50Lr+1.60L+ Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-16 Printed:23 SEP 2021,12:57PM Wall Footing File:20200503.ec6 Software copyright ENERCALC.INC.1983.2020,Buiid:12,20.8 24 Lic.#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Estimated(E)Tilt Footing at Grid 1 with Mezzanine Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 1.0 ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 10.0 in Bars along X-X Axis Wall Thickness = 5.50 in Rebar Centerline to Edge of Concrete... Bar spacing = 10.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in y 71y ii \A +i1. .f3 g3 3 ;T 3s,f t4 yE i 4� a 3§i a 3 0 - ,.__— a„..-..„, 3 ' ,1N . Applied Loads — _-_-___Q �_—Lr __..............._L S W E H P:Column Load = 1.857 0.8206 0.3073 k OS:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing ' Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-17 Primed:23 SEP 2::'. '2;57 PM I File:20200503.ec6 Wall Footing Software copyright ENERCALC.INC.1983-2020,Build.12,20.8.24 Lic.#:KW-06002728 VIMK CONSULTING ENGINEERS DESCRIPTION: Estimated(E)Tilt Footing at Grid 1 with Mezzanine DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9815 Soil Bearing 1.472 ksf 1.50 ksf +D+0.750L+0.750S+0.5 PASS 0.08102 Z Flexure(+X) 0.5920 k-ft 7.306 k-ft +1.20D+1.60L+0.505+1 PASS 0,03840 Z Flexure(-X) 0.2806 k-ft 7.306 k-ft +0.90D+E+0.90H PASS 0.05389 1-way Shear(+X) 4.428 psi 82.158 psi +1.20D+1.60L+0.50S+1 PASS 0.05389 1-way Shear(-X) 4.428 psi 82.158 psi +1.20D+1.60L+0.50S+1 Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-18 Printed:23 SEP 2021, 1:09PM General Footing File:20200503.ec6 Software copyright ENERCALC,INC.1983.2020,Build.12.20.8.24 Ltc.'#:KW-0600272B VLMK CONSULTING ENGINEERS DESCRIPTION: Footing Near Grid 2-J Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3.122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 12.0 in ii Pedestal dimensions... x x px:parallel to X-X Axis = 6.0 in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... i m at Bottom of footing = 3.0 in w Reinforcing 4z Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 k ', a� 3 a Reinforcing Bar Size = # 5 v` �` '' h i ,L 1 ',� , Bandwidth Distribution Check (ACI 15.4.4.2) *, ,. -' :: ._. ..,:,M. .,_. i-l....,,,o_.. .- Direction Requiring Closer Separation ,,u. ,k � n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr ._....._...._..._..._ S W E H P:Column Load = 3.50 15.30 k OB:Overburden = ksf k-ft M-zz = k-ft V-x _ k V-z = k Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-19 Printed:23 SEP 2C21, 1:09PM General Footing File:20200503.ec6 Software copyright ENERCALC,INC.1983-2020,Buiild.12.20.8.24 Lic.#:KW-0600272e VLMK CONSULTING ENGINEERS DESCRIPTION: Footing Near Grid 2-J DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.880 Soil Bearing 1.320 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2263 Z Flexure(+X) 2.745 k-ft/ft 12.131 k-ft/ft +1.20D+L+1.605+1.60H PASS 0.2263 Z Flexure(-X) 2.745 k-ft/ft 12.131 k-ft/ft +1.20D+L+1.605+1.60H PASS 0.2955 X Flexure(+Z) 3.585 k-ft/ft 12.131 k-ft/ft +1.20D+1.605+0.50W+1.60H PASS 0.2955 X Flexure(-Z) 3.585 k-ft/ft 12.131 k-ft/ft +1.20D+1.605+0.50W+1.60H PASS 0.2020 1-way Shear(+X) 16.597 psi 82.158 psi +1.20D+L+1.605+1.60H PASS 0.2020 1-way Shear(-X) 16.597 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 0.2505 1-way Shear(+Z) 20.581 psi 82.158 psi +1.20D+L+1.605+1.60H PASS 0.2505 1-way Shear(-Z) 20.581 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 0.3808 2-way Punching 62.565 psi 164.317 psi +1.20D+L+1.60S+1.60H • VVLMK Protect NW FENCING TI i lobo: 20200503 By: ERO Date: 09/21 Sheer#G-20 ENGINEERING+DESIGN LOADING RECALL FROM ABOVE: DLMEzz=15 psf DLWALL=15 psf LLMEzz=65 psf DLRF:=15 psf ESTIMATED WEIGHT OF ROOF SL:=25 psf ESTIMATED WEIGHT OF SNOW ON ROOF DLTILT:=69 psf ESTIMATED WEIGHT OF TILT WALL FOOTING AT EXISTING COLUMN ALONG GRID J DLRF•24.583 ft•49.5 ft PDL.E:= 2 +150 pcf•16 in•12 in•21.5 ft=13.4 kip P SL•24.583 ft•17.75 ft=5.5 ki sL:= 2 P EXISTING FOOTING IS ESTIMATED 4'-0"x 4'-0"x 12"DEEP DLMEzz•24.583 ft•17.75 ft PDL.N:= 2 =3.3 kip LLMEzz•24.583 ft•17.75 ft PLL:= 2 =14.2 kip ez.NEw:=4.5 in ECCENTRICITY OF NEW COLUMN IN THE Z-DIRECTION eZ.ExIST=6 in ECCENTRICITY OF EXISTING COLUMN IN THE Z-DIRECTION ex.NEw=3.5 in ECCENTRICITY OF NEW COLUMN IN THE X-DIRECTION ex.ExIST=6 in ECCENTRICITY OF EXISTING COLUMN IN THE X-DIRECTION eKERN:=5 ft+6=10 in /(P +0.75 P 6•ez.EXIST 1 6•ez.NEw 1 gMAx.z:=(( DLE aL�� (1— 5 ft , 5 ft•5 ft)+(PDLN+0.75 PLL} 1(1— 5 ft ) ((5 ft•5 ft))+145 psf ��P +0.75 P �� (1— 6•ex.E XIST / 1 )+(PDLN+o.75 PL 1_ 6•ex.NEW +145 sf gMAXX°= LE SL L5ft , ( 1(5 ft•5 ft)) P5ft \5ft•5ft gMAx.z=731.3 psf < gALLow:=1500 psf gMAX.X=786.9 psf < 9ALLow:=1500 psf INCREASE EXISTING FOOTING TO 5'-0"x 5'-0"x 12"DEEP 3933 S Kelly Avenue Poland,OR 97239 le: 503.222.4453 fax:503.248.9263 www.virnk.corn Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-21 Printed:16 SEP 2021,10:55AM General Footing 20200503.ec6 Software copyright ENERCALC,INC.1983.2020,Build:12,20.8,24 Lac.#:K*Q6002728. VLMK CONSULTING ENGINEERS DESCRIPTION: Estimated (E)Concrete Column Footing at Grid J Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. -- Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... , 6 px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in i - Height - in . Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in w Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 ., o, ,'. Bandwidth Distribution Check (ACI 15.4.4,2) `,• FJ ,' ` a,.,_.,... 1 Direction Requiring Closer Separation ,._.—,:. :..n. n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads P:Column Load = 13.40 5.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-22 Printed:16 SEP 2C21,10;55AM General Footing Fle:20200503.ec6 Software copyright ENERCALC,INC.1983.2020,Buiid1220.8.24 Lic.#,KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Estimated(E)Concrete Column Footing at Grid J DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8840 Soil Bearing 1.326 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2564 Z Flexure(+X) 3.110 k-ft/ft 12.131 k-ft/ft +1.20D+L+1.60S+1.60H PASS 0.2564 Z Flexure(-X) 3.110 k-ft/ft 12.131 k-ft/ft +1.20D+L+1.605+1.60H PASS 0.2564 X Flexure(+Z) 3.110 k-ft/ft 12.131 k-ft/ft +1.20D+L+1.605+1.60H PASS 0.2564 X Flexure(-Z) 3.110 k-ft/ft 12.131 k-ft/ft +1.20D+L+1.605+1.60H PASS 0.2173 1-way Shear(+X) 17.854 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 0.2173 1-way Shear(-X) 17.854 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 0.2173 1-way Shear(+Z) 17.854 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 0.2173 1-way Shear(-Z) 17.854 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 0.4522 2-way Punching 74.302 psi 164.317 psi +1.20D+L+1.60S+1.60H t1 VV L M K Project NW FENCING TI job#: 20200503 By ERO Date: 09/21 Sheet#G-23 ENGINEERING+DESIGN ' LOADING RECALL FROM ABOVE: DLMEZZ=15 psf LLMEzz=65 psf DLSTAIR:=10 psf DEAD LOAD OF STAIRS LLsTAIR:=100 psf LIVE LOAD OF STAIRS HEADER AT WEST STAIRS LMAX'=14.67 ft TRIB:=15.167 ft_2=7.6 ft wOL=DLMEzz•TRIB=113.8 plf i - = z • - - b WLL'=LLMEZZ•TRIB=492.9 p!f L MEASTHOR:=16.679 kip•ft < MALLow:=18.075 kip•ft USE A 22"DEEP RED-I90 JOIST JOISTS AT WEST STAIRS i` I-NORTH=19.33 ft LSOUTH:=25.25 ft TRIB:=1 ft w DL TRIB= P if DL'= MEZZ• WLL:=LLMEZZ•TRIB=65 plf DLMEzz•(6 ft_2)•7.583 ft Pr PDL.1:= =170.6 lbf + wD w, P _ LLMEzz•(6ft 2)•7.583ft_7 i - ill LL.I:- 39.3 lbf 2 L_ L .1 DLMEZZ•(15.167 ft+2)•14.67 ft POL.2'= 2 =834.4 lbf P. P., LLMEzz•(15.167 ft--2)•14.67 ft _� 2 w +wG: PLL.2:= =3615.6 lbf I 1 IF _1- -- P =DL 3.415 ft•2 ft=68.3 Ibf (._..- .. -- 'i DLSTAIR: STAIR PLL.STAIR'=LLSTAIR•3.415 ft-2 ft=683 Ibf MNORTHJOIST:=16.543 kip•ft < MALLow=18.075 kip.ft=18.1 kip•ft USE A 22"DEEP RED-I90 JOIST AT NORTH END AND A 7x22 2.2E PSL AT SOUTH END - LI J ; .I 3I I I Mk 3933 S Kelly Avenue Portland,OR 97239 tel 503.222.4=53 fox:503.248.9263 myvvArrkcam Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-24 Printed:24 SEP 2021, 8,11AM File:20200503.ec6 Wood earn Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 L #t KW O&OO272# VLMK CONSULTING ENGINEERS DESCRIPTION: Header at West Stair 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 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.047475)L(0.205725) 4x12 Span= 13.830 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0650 ksf. Tributary Width=3.165 ft,(Mezzanine) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.994. 1 Maximum Shear Stress Ratio = 0.322 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 983.96psi fv:Actual = 57.94 psi Fb:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.915ft 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 0.256 in Ratio= 647>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.316 in Ratio= 526>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXmum 1.423 1.423 Overall MINimum 1.423 1.423 D Only 0.328 0.328 L Only 1.423 1.423 it Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-25 Printed:28 SEP 2C21,12:1CPM General Beam File:20200503.ec6 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 KW O6O02726 VLMK CONSULTING ENGINEERS DESCRIPTION: Northern Joist at West Stair General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 19.330 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 D(O.8344)L(3.616) D(0.015)L(0.065) y rtV Y \RT 143G0i,.4 L3a2Yip >.,. •• ` Spam=19.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150. L=0.0650 ksf, Tributary Width=1.0 ft,(Mezzanine) Point Load: D=0.8344, L=3.616 k @ 4.0 ft,(East Header) DESIGN SUMMARY Maximum Bending = 16.543 k-ft Maximum Shear= 4.303 k Load Combination +D+L+H Load Combination +D+L+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 4.059 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.265 in 874 Max Upward Transient Deflection 0.004 in 53189 Max Downward Total Deflection 0.327 in 710 Max Upward Total Deflection 0.001 in 384168 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.496 1.376 Overall MINimum D Only 0.807 0.318 L Only 3.496 1.376 I , Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-26 Printed:28 SEP 2021,12:11PM Wood Beam File:20200503.ec6 Software copyright ENERCALC INC.1983.2020,Build:12.20.8.24 t.ic.#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Southern Joist at West Stairs 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+ 2,900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,200.0 ksi Fc-Prll 2,900.0 psi Eminbend-xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.1706)L(0.7393)D(0.8344)L(3.616) 11, D(0.015)L(0.065)...................................__..._................................................_._._ 7x22 Span=25.250 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0650 ksf. Tributary Width=1.0 ft,(Mezzanine) Point Load: D=0.1706, L=0.7393 k @ 6.0 ft,(West Header) Point Load: D=0.8344, L=3.616 k @ 10.0 ft,(East Header) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.284 1 Maximum Shear Stress Ratio = 0.143 : 1 Section used for this span 7x22 Section used for this span 7x22 fb:Actual = 769.23 psi fv:Actual = 41.41 psi Fb:Allowable = 2,711.30 Psi Fv:Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.045ft 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 0.210 in Ratio= 1440>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.259 in Ratio= 1170>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.568 2.428 Overall MINimum 3.568 2.428 D Only 0.823 0.560 L Only 3.568 2.428 w V V L M K Project: NW FENCING TI Job#: 20200503 By: ERO Date: 09/21 Sheet#:G-27 I ENGINEERING+DESIGN LOADING RECALL FROM ABOVE: DL 15psf LL 65psf MEZZ= MEZZ= P DLsTAIR=10 psf LLSTAIR=100 psf HEADER AT EAST STAIN LMAx:=5.167 ft TRIB:=10.75 ft+2=5.4 ft p p wDL:=DLMEZZ•TRIB=80.6 plf 1 ' wot+wa w =LL = . LL•' MEZZTRIB 3494 /f 7• p �T . ` L1 PDL.STAIR'=DI-STAIR•3.4585 ft•2 ft=69.2 /bf L PLL.STAIR:=LLSTAIR•3.4585 ft•2 ft=691.7 lbf USE 4x12 HEADERS Rl=0.293 kip+1.751 kip R2=0.262 kip+1.438 kip JOISTS AT EAST STAIRS LMAx:=29.75 ft TRIB:=1 ft DLMEZZ•(5.25 ft+2)•5.167 ft PDL.1:= 2 =101.7 /bf LOCATED AT 5'-3" LLMEZZ•(5.25 ft+2)•5.167 ft PLL.1:= 2 =440.8 /bf LOCATED AT 5'-3" PDL.2:=0.293 kip LOCATED AT 18'-3" P, P. PLL.2:=1.751 kip LOCATED AT 18'-3" wr,,+w,, MsouTfl Jorsr:=23.872 kip•ft < MALLOW :=2•(18.075 kip•ft)=36.2 kip•ft 4 L USE 2-22"DEEP RED-I90 JOISTS y 1 ti I- f E II 1 I A 1 I r; 1 \ I :I . . i '• il w{ I' 46 `6 r: ,,,,,,,2,,,,--: 110 : fft f it 3933 S Kelly Avenue Portland,OR 7239 tel: 503.222 453 fox:5 3.2 8,9263 www.vl? k.ccrn i Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-28 Pnn'ed:28 SEP 2021,12:06PM Wood Beam File:20200503.ec6 Software copyright ENERCALC,WNC.1983.2020,Build:12.20.8.24 tic.it:KW-0600272.S VLMK CONSULTING ENGINEERS DESCRIPTION: Header at East Stairs 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 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0692)L(0.6917) D(0.0692)L(0.6917) D(0.080625)L(0.349375) o e c tr 4x12 4 h Span=5.167ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0650 ksf, Tributary Width=5.375 ft,(Mezzanine) Point Load: D=0.06920, L=0.6917 k @ 0,0 ft.(Stairs) Point Load: D=0.06920, L=0.6917 k @ 4,0 ft,(Stairs) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.314 1 Maximum Shear Stress Ratio = 0.276 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 310.99psi fv:Actual = 49.62 psi Fb:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.980ft Location of maximum on span = 4.243 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 5264>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.014 in Ratio= 4408>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.751 1.438 Overall MINimum 1.751 1.438 D Only 0.293 0.262 L Only 1.751 1.438 Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-29 Printed.28 SEP 2021,12'15PM General Beam File:20200503.ec6 Software copyright ENERCALC INC.19832020,Build.12.20.8 24 Lic.#.KW-0&00272& VLMK CONSULTING ENGINEERS DESCRIPTION: Joist at East Stairs General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.750 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 D{0 1 017)L.(0-4408) D(0.293)L(1.751) D(0.015)L(0.085.)... ......_ ,Lk2k4 r _W t,0 Span=29.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0650 ksf, Tributary Width=1.0 ft,(Mezzanine) Point Load: D=0.1017, L=0.4408 k @ 5.250 ft,(West Header) Point Load: D=0.2930, L=1.751 k @ 18.250 ft,(East Header) DESIGN SUMMARY Maximum Bending = 23.872 k-ft Maximum Shear= 2.540 k Load Combination +D+L+H Load Combination +D+L+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 18.148 ft Location of maximum on span 29.750 ft Maximum Deflection Max Downward Transient Deflection 1.008 in 354 Max Upward Transient Deflection 0.015 in 23219 Max Downward Total Deflection 1.207 in 295 Max Upward Total Deflection 0.002 in 193775 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.007 2.119 Overall MINimum D Only 0.420 0.421 L Only 2.007 2.119 r VVLMKProject NW FENCING TI jlob u: 20200503 By ERO Date: 09/21 sheer n G-30 ENGINEERING+DESIGN LOADING RECALL FROM ABOVE: DLMEZz=15 psf LLMEzZ=65 psf DLwALL=15 psf DLSTAJR=10 psf LLSTAIR=100 psf HALLWAY HEADER L:=10 ft TRIB:=1 ft w 4 w.� w =DL TRI8=15 /f i t r I. I = b DL' MEZZ' P W LL:=LLMEZZ•TRIB=65 plf 4 L d USE A 4x6 WINDOW HEADER LMAX:=8 ft TRIB:=1 ft w + „ WDL:_(DLMEzz•TRIB)+(DLwacL•3 ft)=60 p!f II A wLL:=LLMEZZ•TRIB=65 p/f G L I USE A 4x6 STAIR STRINGER W DL 6.83 ft=DLSTAIR•TRI8=20 p/f _2 : . _... ..L..... 0 : Awe+wz W LL:=LLSTAIR•TRIB=200 plf I. .. ._L_ _ USE 2x12 STRINGERS RAILING ANCHORAGE P:=50 p/f•4 ft=200 lbf M:=P•3 ft=7200 /bf•in VSCREW:=P=4=50 /bf T M=1.75 in =2057.1 lbf SCREW:= 2 VALLOW:=320 /bf•2=640 /bf > VscREW=50 lbf TALLow:=447 /bf•5 in=2235 lbf > TscREw=2057.1 /bf in USE (2) 5/8"DIA x 5" EMBED LAG SCREWS Y `. 3933 S Kelly Avenue Nyland,0R 97239 Tcl 503.222, 453 fox:501248.9263 v malrnk.com Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-31 Printed:23 SEP 2021, 2:26PM Wood Beam File:20200503.ec6 Software copyright ENERCALC.INC.1983-2020,Build.12.20.8.24 Lic.#:KW06002727 $ VLMK CONSULTING ENGINEERS DESCRIPTION: Hallway Header 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 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.015)L(0.065) 4x6 i Span= 10.0 ft J I -I Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0650 ksf, Tributary Width=1.0 ft,(Mezzanine) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.581: 1 Maximum Shear Stress Ratio = 0.158 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 680.05 psi fv:Actual = 28.44 psi Fb:Allowable = 1.170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft 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 0.189 in Ratio= 633>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.233 in Ratio= 514>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.325 0.325 Overall MINimum 0.325 0.325 D Only 0.075 0.075 L Only 0.325 0.325 Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-32 Printed.23 SEP 2C21, 1:43PM Wood Beam File:20200503.ec6 Software copyright ENERCALC,INC.1983-2020,Send:12.20.8.24 Lie.*:KW-06002.728 VLMK CONSULTING ENGINEERS DESCRIPTION: Interior Window Header 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 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.03) ff D(0.015)L(0.065) 4x8 Span=8.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.0650 ksf, Tributary Width=1.0 ft,(Mezzanine) Uniform Load: D=0.0150 ksf, Tributary Width=2.0 ft,(Wall Above) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.294 1 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 344.41 osi fv:Actual = 22.21 psi Fb:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.416ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2833>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.057 in Ratio= 1674>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.260 0.260 Overall MINimum 0.260 0.260 D Only 0.180 0.180 L Only 0.260 0.260 A ti Project Title: NW Fencing TI Engineer: E. Olds, EIT Project ID: 20200503 Project Descr: G-33 Printed:23 SEP 2C21, 3:31 PM Wood Beam File:20200503.ec6 Software copyright ENERCALC,INC.1883.2020,Build.12.20.8.24 L'e :KW 0&00228 VLMK CONSULTING ENGINEERS DESCRIPTION: Stair Stringer 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 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.012 L(0.1) 2x6 Span=6.830 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0,010, L=0.10 ksf, Tributary Width=1.0 ft,(Stair) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.870 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 1,017.79psi fv:Actual = 59.33 psi Fb:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.415ft 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 0.148 in Ratio= 553>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.163 in Ratio= 503>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.342 0.342 Overall MINimum 0.342 0.342 D Only 0.034 0.034 L Only 0.342 0.342 { V L M K Project: NW FENCING TI Job#: 20200503 By: ERO Date: 09/21 Sheet it- L-1 i.. ENGINEERING+DESIGN MEZZANINE SEISMIC DESIGN LOADING DLMEZZ=15 psf DEAD LOAD OF MEZZANINE DLWALL=15 psf DEAD LOAD OF WALL DLTILT=69 psf DEAD LOAD OF TILT PANEL DLRF=15 psf DEAD LOAD OF EXISTING ROOF SDs:=0.689 SPECTRAL RESPONSE ACCELERATION PARAMETER IE:=1.0 SEISMIC IMPORTANCE FACTOR R:=6.5 RESPONSE MODIFICATION FACTOR S2:=2.5 OVERSTRENGTH FACTOR Cd:=4.0 DEFLECTION AMPLIFICATION FACTOR CS:- SOS =0.1 SEISMIC RESPONSE COEFFICIENT R_IE Cs.MJN:=0.044•SDS•IE=0.03 MINIMUM SEISMIC RESPONSE COEFFICIENT BASE SHEAR WTMEZZ:= D 3 DLwALL•73.75 f •10 ft +(4•DLWALL•42.5 f •10 f)=105.7 kip VAASE:=CS.WTMEZZ=11.2 kip =_> 0.7 VBASE=7.8 kip �S. e'w"`nNS C 3933 S Kelly Avenue Portiond, OR 97239 lel: 503.222.4453 fux:5+33.248. 263 v.'ww.vl'nk.corn 9i9a1,.2:17 PM ATC Hazards by Location ' Hazards by Location L-2 Search Information Address: 1101-11141 SW Greenburg Rd,Tigard, OR 97223, “"'*"-"Liver r USA . 166 ft land Coordinates: 45.43990499999999,-122.7806987 141=, 4,! ,#. 0 0, bovsnarn Elevation: 166 ft - �1 t. Timestamp: 2021-09-09T21:17:26.030Z Natiui' Hazard Type: Seismic Map data©2021 Google Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.861 MCER ground motion (period=0.2s) Si 0.396 MCER ground motion (period=1.0s) SMS 1.033 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SOS 0.689 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA SD, = 2/3 Sr,„„ = 0.51 (EQ 11.4-4) SM, = FvS, = 0.76 (EQ 11.4-2) Fv = 1.9 (TABLE 11.4-2) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. 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Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the hi uiriinn city riocrrihcri by Intiti Brio/Innni+ rla ,-. +h F I 1 1 1 i V V L M K Project: NW FENCING TI lob#: 20200503 By: ERO Date: 09/21 sheet#: L-3 ) ENGINEERING+DESIGN 1 DIAPHRAGM ANALYSIS I DLMEzz=15 psf DEAD LOAD OF MEZZANINE I t1 : DLWALL=15 psf DEAD LOAD OF WALL IDLTILT=69 psf DEAD LOAD OF TILT PANEL - DLRF=15 psf DEAD LOAD OF EXISTING ROOF I 4 fi4:=Cs•((DLMEzz•42.5 ft)+(2 DLWALL•5 ft))=83.5 plf t ' fGJ -:=C5'((DLMEZZ• WALL 73.75 ft)+(3 DL 5 ft))=141.1 p/f `-`# ALLOW'=650 f: 2=325 plf > fG J f 14 . ' USE 15/32 THICK SHEATHING WITH 10d NAILS AT 6"AND 12, ' BLOCKING REQ'D [ ! 1 F1:= Cs•((DLMEzz•42.5 ft)+(2 DLwALL•5 ft))•73.75 ft_3.1 kip P Mom. 4 _ C ((DL 42.5 ft)+(2 DL 5 ft)+(DL 11.5 ft))•73.75 ft 6.2 ki # F S• MEZZ• WALL• TILT 2 = p FG:- Cs•((DLMEzz•73.75 ft)+(3 DLwALL•5 ft)+(DLTILT•11.5 ft))•42.5 ft=4.8 ki 2 p J _ Cs•((DLMEzz•73.7 5 ft)+(3 DL wALL•5 ft))•42.5 ft =3 ki F :- p 2 A(IAL FORCE TO GLB RECALL THAT Sos=0.689 AND IE=1.0 ka:=1.0+(42.5+100)=1.4 AMPLIFICATION FOR DIAPHRAGM FLEXIBILITY Fp.Bm:=0.4.SDs•ka•IE•(DLTILT•29 ft•11.5 ft)=9 kip ==> 0.7.Fp.BM=6.3 kip AXIAL FORCE TO JOIST ka:=1.0+(25.167 100)=1.3 AMPLIFICATION FOR DIAPHRAGM FLEXIBILITY Fp.JorsT:=0.4.Sps•ka.I E•(DLTILT•2.1.3 3 ft•11.5 ft)=728.1 lbf PTrE:=840 /bf CAPACITY OF TENSION TIE > 1.4..7.Fp.JorsT=713.5 /bf Ts2:=2.5•Fp JOIST=1820.3 lbf TIE ANCHORAGE FORCE PROVIDE DTT2Z WITH A 1/2"DIA x 3 3/4"EMBED 'SET-3G'EPDXY ANCHOR AT EVERY OTHER JOIST SUB-DIAPHRAGM ANALYSIS DMIN.1:=25.167 ft+2.5=10.1 ft DMIN2:=0.7 Fp.BM-(2 fALLOW)=9.7 ft ka:=1.0+(42.5+100)=1.4 AMPLIFICATION FOR DIAPHRAGM FLEXIBILITY Fp.BLOCKING:=0.4.Sos.ka•IE•(DLTILT•4 ft•11.5 ft)=1.2 kip PTrE:=1825 /bf CAPACITY OF TENSION TIE > 1.4..7.Fp BLOCKING=1221.6 /bf TS2:=2.5•Fp BLOCKING=3116.3 lbf TIE ANCHORAGE FORCE PSTRAP:=1.705 kip CAPACITY OF STRAP > 1.4..7.Fp BLOCKING=1221.6 lbf PROVIDE STRAP FOR (1.4.0.7•Fp BLOCKING-fALLow)+22 in=67.1 in USE A SUB-DIAPHRAGM OF 10 FT WITH BLOCKING AT 4 FT O.C. USE 'DTT2Z'TENSION TIES WITH 1/2"DIA x 3 3/4"EMBED 'SET 3G'EPDXY ANCHORS AND 'CS16.STRAPS 3933 Say Avenue Poriond, OR 97239 tel:5 3.222. 453 fox:503.248.9263 www.vtmk.corn SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Software Engineer: ERO Page: 1/5 L-4 :StraniProject: NW Fencing TI <u, Version 3.0.7845.0 Address: Phone: E-mail: 1.Project information Customer company: Project description:Tension Tie Anchorage Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):5.50 State:Cracked Anchor Information: Compressive strength,fe(psi):3000 Anchor type:Bonded anchor 4 ,v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):3.750 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hmin(inch):5.00 Inspection:Continuous cac(inch):8.89 Temperature range,Short/Long: 150/110°F Cmm(inch): 1.75 Ignore Edo requirement: Not applicable Seen(inch):2.50 Build-up grout pad: No Recommended Anchor Anchor Name:SET-3G-SET-3G w/1/2 0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 e 6 :t z.W it t .t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560,9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 2/5 L-5 441101101119. Software Project: NW Fencing TI Version 3.0.7845.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Os factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[Ib]:3116 Vuax[Ib]:0 Vuay[Ib]:0 <Figure 1> Z 3116 lb P r r r a y g 6g $r 0 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sm-Dsor, tr r 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: VLMK Engineering+Design Date: 9/15/2021 SIMPSON Anchor DesignerT"' Engineer: ERO Page: 3/5 L-6 °§ "Ni:: Software Project: NW Fencing TI - — Version 3.0.7845.0 Address: Phone: E-mail: <Figure 2> Ai as I .:°A, jk'fiz:.3`Es,f$ fe.,,;;;;its�l3••3{.SF]. ,J qn f a,^' ' C,:4 P'''Il , "''',ONM‘44414444J7N40401.14TIANtr 8 j 1:1 t1p Ath y4, ; `, `3' s,.. 'i°.h 74:'''%°i ° 'e r: ,, 1�. z#prr£j;°"IA' $: is � #,t 5' ', ° I der§gh�A j.` ifr' S , °d � €% <A s' 5 ' �£ y �s r. dr sy � ° r. fOV :',,., 1'3 'N �jj,''' yf'' 1 'T t° 4 ggY :.,fit r• y, '•n ::::,,,:,,4..,:.:,,,,..,.,,,,.,,,.,.:;:";; ;;;;;;I::::kpfp.ttom,.* ,-viczzo.i,-. ',;..`,,,,t,.... :-.• ,:.,:., ,: pit#.,,:i F • lk CO CO I e 4' Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. s:n=:,,:,,00 Strong-TES CcFm o—y Irk.. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 4/5 L-7 �� Software Project: NW Fencing TI Version 3.0.7845.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(Ib) Vuay(lb) v(Vuax)2+(Vuay)2(lb) 1 3116.0 0.0 0.0 0.0 Sum 3116.0 0.0 0.0 0.0 Maximum concrete compression strain(°1°0):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):3116 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) N.(lb) {/i rjNsa(Ib) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcAav f chor1"5(Eq. 17.4.2.2a) kc Aa f'c(psi) her(in) Nb(Ib) 17.0 1.00 3000 3.750 6762 0.750Ncb=0.750(ANc/ANco)Y•ed,NYc.NY�p,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) AN,-,(in2) ANco(in2 co.,(in) Y'ed.N Pc,N Ycp.N Nb(Ib) Sb 0.750Ncb(Pb) 126.56 126.56 - 1.000 1.00 1.000 6762 0.65 3296 6.Adhesive Strength of Anchor in Tension(Sec.17.4.5) rk,cr=rk,crfshort-tem,Ksat(f'c/2,500)"aNso,s ricer(psi) fshort-term Ksat LYN.se's f'c(psi) fl rkcr(psi) 1402 1.00 1.00 0.90 3000 0.24 1318 Nba=it arcra-daher(Eq. 17.4.5.2) A. rcr(psi) da(in) her(in) Noa(Pb) 1.00 1318 0.50 3.750 7765 0J50Na=0.750(ANa/ANao)Y'ed.Na-cp.NaNba(Sec. 17.3.1 &Eq. 17.4.5.1a) ANa(in2) ANco(in2) CNa(in) Ca.m,,,(in) WedNa Wp,Na Nao(Pb) 0 0.750Na(Pb) 205.45 205.45 7.17 - 1.000 1.000 7765 0.65 3785 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Siin,iiiiicin S; is-"E ie'.5z r e,,--;;"=c, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 5/5 L-8 Software Project: NW Fencing TI : . , Version 3.0.7845.0 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load, N.(Ib) Design Strength,aNn(Ib) Ratio Status Steel 3116 6176 0.50 Pass Concrete breakout 3116 3296 0.95 Pass(Governs) Adhesive 3116 3785 0.82 Pass SET-3G w/1/2"O F1554 Gr.36 with hef=3.750 inch meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson u or -'he Cv;v =ry it1r. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com V L M K Project NW FENCING TI Job#: 20200503 By: ERO Dote: 09/21 sheet u L-9 ENGINEERING+DESIGN SHEAR WALL ANALYSIS V1:= Fl =72.4 p/f ==> 0.7 v1=50.7 plf ADDED SHEAR TO (E) TILT ALONG GRID 1 42.5 ft Cs•((DLRF•68833 ft2)+(DLTILT•10.75 ft•688.33 ft)+(DLTILT•21.5 ft•200 ft)) VI.EXIST:= =487.5 plf VI 2.200 ft = 0.1>0.1 ==> EXISTING TILT WALL ALONG GRID 1 IS ADEQATE IN SHEAR V1.EXIST vl:= FJ =40.7 plf ==> 0.7 v7=28.5 plf ADDED SHEAR TO (E) TILT ALONG GRID 73.75 ft Cs•\\DLRF•68833 ft2)+(DLTILT•10.75 ft•400 ft)+(DLTILT•21.5 ft•344.167 ft)) Vl.EXIST= =283.3 plf 2.344.167 ft V J —01>0.1 EXISTING ==> EXI S TILT WALL ALONG GRID 1 IS ADEQATE IN SHEAR V.I.EXIST V4:= F4 +(Cs•DL WALL•10 ft)=161.3 plf ==> 0.7 v4=112.9 plf UNIT SHEAR ALONG GRID 4 42.5ft VG:= l=G +(Cs•DLWALL•10 ft)=245.7 plf ==> 0.7 VG=172 p/f UNIT SHEAR ALONG GRID G 20.83 ft VALLOW.WOOD:=620 plf+2=310 plf > vG > v4 USE 15/32" THICK SHEATHING WITH IOd NAILS AT 6"AND 12, BLOCKING REQ'D SHEARWALL ANCHORAGE V:=V ALLOW,WOOD•32 in=826.7 /bf USE 3/8"DIA x 2 1/2"EMBED SCREW ANCHORS AT 32"O.C. HOLDOWN ANCHORAGE TMAx:=4.952 kip USE 1/2"DIA x 6"EMBED CAST-IN-PLACE ANCHOR 3933 S Koh Avenue Portland, OR 97239 tel: 503,227.4453 fax:503,248 9263 www.vIrnk.tcm SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 1/3 L-10 Software roject: NW Fencing TI Version 3.0.7845.0 Address: Phone: E-mail: 1.Project information Customer company: Project description:Holdown Anchorage Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACl 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw 4ac,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension, B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners: No Effective Embedment depth,her(inch): 1.770 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hm,n(inch):4.00 cac(inch):2.69 Cmin(inch): 1.75 Smin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8'0 Titen HD,hnom:2.5"(64mm) Code Report:ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. :, rpsor=,Strang-Tle w or ,,..r 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 2/3 L-11 Software Project: NW Fencing TI e��; ' ,, .' Version 3.0.7845.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Do factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.[lb]:0 Vuax[Ib]:0 Vuay[Ib]:827 <Figure 1> s E } A A 1 " 3�R y i � 5 li a: vegi t,‘ 7 lb: X Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ir��t c:r; �r:a-lie odt Ys:'Y rW. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 3/3 L-12 a_ .. Software Project: NW Fencing TI '� , Version 3.0.7845.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Voax(lb) Vuay(lb) V(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 827.0 827.0 Sum 0.0 0.0 827.0 827.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vy(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 I 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(Ib) Ogrout 0 q5groutcbVsa(lb) 2855 1.0 0.60 1713 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) �Vup=�kopNob=¢k�p(ANc/ANoo)'f'eeN'PCN-cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.l a) kcp ANc(in2) ANco(in2) Wed N V1c.N 'fcp.N Nb(lb) 0 0Vcp(Ib) 1.0 28.20 28.20 1.000 1.000 1.000 2002 0.70 1401 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vua(Ib) Design Strength,eVa(Ib) Ratio Status Steel 827 1713 0.48 Pass Pryout 827 1401 0.59 Pass(Governs) 3/8"rd Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5=;i:L :n S:r' ii-fie Oc., a,y: t:.. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com V L M K Project: NW Fencing TI lob#.• 20200503 By: ERO Dote: 09/21 Sheet it L-13 FNGINEERIN OFC SN v4.02-Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. Wood Shearwall Overturning Analysis Based on the 2018 International Building Code Design Input ROOF/FLOOR LOAD Roof DL = 15;0 psf P ZZZZZZZZZZZZZZZZZZ Floor DL = 15.0 psf Wall DL = 15.0 psf y \\r. HEIGHT Tolerance = 200 Ibs Holdown Offset = 6.0 in (see Note 3) SOS = 0.689 Design Acceleration S2 = 2.5 Overstrength Factor P R'LI)TH .� Notes: `gyp 1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W 2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14SDs)D + 0.7E 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. 6. Simpson strap values are based on 18" floor-to-floor clearspan. 7. Tcorvc is an ultimate (strength) level force and does not include uplift from above since this value is calculated as an allowable (service) level force. TCONC based on Load Combination: -(0.9-0.2SD5)D + QE Shearwall Overturning Analysis Wall Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Note 7 Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown TCONC (ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (Ibs) (Ibs) Required (Ibs) Wall Near Grid Line G 10.0 20,8 ` 172 S 0.0 1.0 holdown 35828 18025 0 876 DTT2Z 4952 Wall At Grid Line 4 10.0 41.5 112.9 S 0.0 5.5 holdown 46854 100545 0 -1310 OK 369 SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERo Page: 1/5 L-14 Software Project: NW Fencing TI ' Version 3.0.7845.0 Address: Phone: E-mail: 1.Project information Customer company: Project description:Holdown Anchorage Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,fc(psi): 3000 Anchor type:Cast-in-place 4)c,v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):6.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):7.25 Ignore 6do requirement:No Cmin(inch):3.00 Build-up grout pad: No Sm,n(inch):3.00 Recommended Anchor Anchor Name: Heavy Hex Bolt-1/2"0 Heavy Hex Bolt,F1554 Gr.36 Input data and results must be checked for agreement with the existingcircumstances,the standards he e_ _.. .us p 9 and guidelines must be checked for plausibility. Smvson uyf�g l e C avt,y;roc:. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 2/5 L-15 0 c Software Project: NW Fencing TI Version 3.0.7845.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied 00 factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:4952 Vuax[lb]:0 Vuay[lb]:0 <Figure 1> 4952 lb $ aft{j��'t3fts, gY • P '--7 rs"'` € s , k'T'tvz ate x+$,.e a `^eiz ■ VIb X Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 9/15/2021 ,4130, t`�w, : Software Engineer: ERO Page: 3/5 L 16 a i Project: NW Fencing TI Version 3.0.7845.0 Address: Phone: E-mail: <Figure 2> d i �1� $ / t S f d3 z t 6.00 6.00 Input data and results must be checked for agreement with the existingcircumstances,thestandards d a, de__ must _ c ek_ bi P 9 standards and guidelines u be checked for plausibility. Simpson "Ecr, -"ix= �"_ ,o 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 , �� Engineer: ERO Page: 4/5 L-17 Software Project: NW Fencing TI Version 3.0.7845.0 Address: 5 Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuax(lb) Vuay(Ib) /(Vuax)2+(Vuay)2(Ib) 1 4952.0 0.0 0.0 0.0 Sum 4952.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):4952 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) Nsa(Ib) Qi ON.(Ib) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kc2a\'f cher'5(Eq. 17.4.2.2a) kc 2. f'c(psi) her(in) Nb(lb) 24.0 1.00 3000 4.000 10516 0.750Ncb=0.750(Awl ANco)Y'ed.NY%.NYcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANce(in2 Camin(in) Y'adN Y'c.N Ycp.N Nb(Ib) 0 0.750Ncb(lb) 144.00 144.00 6.00 1.000 1.00 1.000 10516 0.70 5521 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Yc,PNp=0.750Yc,P8Abwf'c(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Yc.P Abrg(in2) Pc(psi) 0 0.750Npr,(Ib) 1.0 0.47 3000 0.70 5884 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Srrsr g-Tie rn,J:y r,(.. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com , SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 9/15/2021 Engineer: ERO Page: 5/5 L-18 Software Project: NW Fencing TI Version 3.0.7845.0 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,Ni,a(Ib) Design Strength,oNn(Ib) Ratio Status Steel 4952 6176 0.80 Pass Concrete breakout 4952 5521 0.90 Pass(Governs) Pullout 4952 5884 0.84 Pass 1/2"0 Heavy Hex Bolt,F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. SI Tr=sc,n,rani-Tic.C n ,r 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ` " ' DESIGN PROPERTIES R-1 Reference Design Values r3, of End Reaction ib(<Irs "ass: I 1 I ElEI i O ( Intermediate Reaction(lb) Joist I ! Rwed-1- Joist ed I Red-IGlue-JaJoist d Floor I i'1°Bearing I 3'!z"Bearing �! 3'/�"Bearing .1- 5't'Bearing Joist Weight I Mamentoi i Shear° : EI i Floor Sheathing ! Sheathing i Web Stiffenerst77 Web Stiffenersr'1 Web Stiffenerst'I Web Stiffenersr7i Depth (lb/ft) M,(ft ib) 1 V,(lb) ,(106 in?-lb)i (106in7 lb) (106tna-Ib) No ( Yes No I Yes No I Yes No i Yes i` ("i f r 1, -_ 77 'C'.-; r Red-I45""Jo--t f a'',''1= E ,. ..� s. P: -" 22 3,620 1590 183 221 250 101 1560 :A 2025 NA 2,575 NA 1 '- 2 5 4,685 1,785 319 375 420 1,015 1,223 1,560 1,785 2,025 2,385 2,575 2,930 14 , 2 8 5,570 1960 474 '33 615 1 015 1,225 1,560 1,915 2,025 2,385 2,575 2,930 1,- ; 3.0 6,390 2,120 653 756 839 1,015 1,225 1,560 1,915 2,025 2,385 2,575 2,930 Red-165'"Jo'2 117/e" 3 6 6,750 2,255 450 512 561 1,375 1,745 1,885 2.255 2,745 3,120 3,365 ' 3,735 1___ 14' 3.9 8,030 2,540 666 752 821 1375 1750 1885 2 505 2 745 3 365 3 365 3 985 16" ) 4.2 9 210 2,810 913 1,025 1,116 1,375 1,750 ' 1,885 2,625 2,745 3,490 3,365 4,105 18" 4,4 1. ' 3,080 1,205 1,348 1.462 1.375 1,750 1,885 2,750 2,745 3,615 3,365 4.230 20" 4.7 11,540 3,345 1,545 1,722 1,864 NA 1,750 NA 2,875 NA 3,740 NA 4,355 22" 5 0 12,690 3,615 1,934 2,149 2,322 NA 1750 NA 3,000 NA 3,860 NA 4,480 24" -7 1 :, 3,200 2,374 2,632 2,838 NA 1,750 NA 3,125 NA 3,875 NA 4,605 26" 5.5 14,960 3,200 2,868 3,172 3,416 NA 1,750 NA 3,200 NA 4 725"°- NA 5,345,9, 28" la 58 16,085 ' 3200 3417 3,772 4,056 NA 1,750 NA 3,200 NA 4,850:8l NA 5,4766' 30" 61 17,205 3,200 4,025 4,434 4,762 NA 1,750 NA 3,200 NA 4,975' NA 5,590' Red-I90'"Jai at `irk ' 4 6 9 605 2,255 621 687 741 1,400 1,715 1,885 2,200 3,350 3,665 3,965 4,285 14" 4ri 11,453 2 540 913 1,005 1,079 1400 1,875 1,885 2,355 3,350 3,825 3,965 4,440 16" 13 113 2,810 1,246 1,366 1,462 1,400 2,030 1885 2,515 3,350 3,980 3,965 " 4,600_ 18° 5 4 14,785 3,080 1,635 1,786 1,908 1400 2,030 1,885 2,515 3,350 , 3,980 3,965 4,600 20" 57 16435 3,345 2,085 2,272 2,422 NA 2190 NA 2,675 NA 4,140 NA 4,755 22° 6.0 18075 3,615 2,597 2,824 3,006 NA 2,345 NA 2,830 NA 5,090 NA 5,705 24" 6 3 19,700 3,400 3,172 3,442 3,659 NA 2,345 NA 2,830 NA 5,405 NA 6,020 r 26" r,` ;400 3,814 4,132 4,387 NA 2,450 NA 2,990 NA 6,1806) NA 6.795° 28" 6,8 22,913 3,400 4.525 4,895 5,191 NA 2,450 NA 3,145 NA 6 335° NA 6,80088 30" 71 24,510 3,400 5,306 5,732 6,073 NA 2,450 NA 3,145 NA 6,655l6l NA 6,800:9_. Red-I90H'Joist 11W 46 10,960 2,300 687 755 810 1,400 1,715 ' 1,885 2,200 3,495 3,810 4,100 4,420 14" 4 9 13,090 2,600 1,015 1,109 1,185 1,400 1875 1,885 2,355 3,495 3,970 4,100 4.575 16" 5 2 15,065 2,880 1,389 1,512 1,610 1,400 2,030 1,885 2,515 3,495 4,130 4,100 4,735 18" 5 4 17,010 3,160 1,827 1,982 2,106 1,400 2,030 1,885 2.515 3,495 4,130 4,100 4,735 20" 5 7 18,945 3,445 2,331 2,522 2,676 NA 2,190 NA 2,675 NA 4,285 NA 4,890 f-22° 6 0 20,855 3 725 2.904 3,136 3,321 NA 2,345 NA 2,830 NA 5,235 NA 5,840 24" 6 3 22,755 3,800 3,549 3,825 4,046 NA 2,345 NA 2,830 NA 5,425 NA 6,155 26 i 24,645 3800 4266 4,590 4,850 NA 2,450 NA 2,990 NA 6,3158 NA 6,920'' i_ 28 _ 26,520 3,800 5,059 5,436 5,737 NA 2,450 NA 3,145 NA 6,470.6i NA 7,080°' 30" 71 28,380 3,800 5,930 6,363 6,710 NA 2,450 NA 3,145 NA 679018' NA 7,395' Red-I90HS'"Joist 117/3" 6.0 16,050 2,320 900 974 1,034 1835^' 2,320' 2,150 2,320 3,995 4,650 4,690 5,345 14" 6 3 19,425, 2,565 1,355 1,457 1,538 18366: 2,5656- 2,150 2,565 3,995 4,980 4,690 5,670 16 22,550 2,790 1,876 2,008 2,113 183768 2,790(c . 2150 2,790 3,995 4,980 4,690 5,670 18 25,640 ' 3,020 2,488 2,654 2,787 1,838l6r 3,02010 2,150 - 3,020 3,995 : 5,310 4,690 i 6,000 20 28695 3,250 3,195 3,399 3562 NA 3,2568i NA 3,250 NA 5425 NA 6,330 i__ 22" 31,725 3,480 3,998 4,244 4442 NA 3,47Y6i i NA 3,480 NA 5,425 NA 6,330 24" - 8,4 7372 3 TI C, 4 901 5,194 5,428 NA 3,496' NA 3 710 NA 5,425 NA 6,655 1 26" . 71` . 5,905 6,249 6,523 NA 3,497(6i ' NA 3,940 NA 6,9858: NA 7,675°% j_ 28" _ 8 40,68E -, "014 7,412 7,730 NA 3 498`' NA 4,165 NA 6,985l6l NA 7,675'3% I 36" 8 8 43,630 8,230 8,687 9,052 NA 3,499(6 NA 4,375 NA 7,310i6l NA 8,0059 32" ` 91 46,560 9555 10,075 10,490 NA 3,500'`-' NA 4,375 NA 7,640''' NA 8,335'° (1) Do not increase joist resistive moment properties by a repetitive-member-use factor. (2) For possible increases in shear capacity see shear design information at right. (3) For deflection calculation only.Assumes 24"joist spacing with a 24"span-rated panel. Red-IT"Joist Shear Design (4) Interpolation between bearing lengths is permitted for allowable design reactions. When joists are used as simple span members,the design shear is equal to (5) Reaction capacity has been determined based on RedBuilt'"products.Allowable bearing on the shear at the face of the support. supporting members shall be checked. (6) 2 "bearing length is required at end reactions. When joists up to 24"in depth are used as multiple-span members,the (7) Refer to page 16 for web stiffener details. design shear is the calculated shear at the interior support reduced by the (8) 54"bearing length is required at intermediate reactions following: (9) 7°bearing length is required at intermediate reactions. R= --W--- <18% Where: R =percent reduction • The stated allowable design properties are for loads of normal duration.Adjustments to the /Viz\ allowable design values shall be in accordance with the applicable code. 100 W =uniform load,plf V12 =reference design shear for an 11%"deep joist,lb 5