Loading...
Specifications (15) ' ?.0a- ce • 4WP Tigard, OR OFFICE COPY I fly Sl,Pag k WE-18019 02/07/2018 W SEngineers, Inc. "ECTIVED A Structural Engineering Firm FEB 2g 2018 STRUCTURAL CALCULATIONS DATASHEET CITYOF TIGARD PROJECT INFORMATION ���FO PRQp-s i3UILDING DIVISION JOB NAME: 4WP TIGARD, OR �G�NE~y s `� f� 80P <' JOB NO. WE-18019 DATE: 02/07/2018 "5i, OREGON r ANA LOCATION: TIGARD,OR 9�°k-w C)\ ENGINEER: ANDREW L. DIAL,P.E. EXPIRES: /-713/7419 DESCRIPTION: RENOVATION OF AN EXISTING FACILITY. EXISTING FACILITY CONSISTS OF LOAD BEARING CMU WITH STEEL COLUMNS AND GIRDERS AND WOOD JOISTS. STRUCTURAL SCOPE IS LIMITED TO ADDING ADDITIONAL OPENINGS INTO THE EXISTING WALLS. CODES AND STANDARDS BUILDING CODES 2014 OREGON STRUCTURAL SPECIALTY CODE 2012 INTERNATIONAL BUILDING CODE DESIGN CODES MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES,AMERICAN SOCIETY OF CIVIL ENGINEERS,ASCE 7-10 MANUAL OF STEEL CONSTRUCTION, 14TH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION _ BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE,AMERICAN CONCRETE INSTITUTE,ACI 318-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, THE MASONRY SOCIETY,TMS 402-11/ACI 530-11/ASCE 5-11 SPECIFICATION FOR MASONRY STRUCTURES, THE MASONRY SOCIETY, TMS 602- 11/ACI 530.1-11/ASCE 6-11 4WP Tigard, OR Page 2 of 14 WE-18019 02/07/2018 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS WITH SUPPLEMENT NO.2, AMERICAN IRON AND STEEL INSTITUTE AISI 5100-07/S2-10 STANDARD FOR STEEL ROOF DECK, STEEL DECK INSTITUTE, ANSI/RD1.0-10 STANDARD SPECIFICATION FOR JOIST GIRDERS, STEEL JOIST INSTITUTE, JG-10 STANDARD SPECIFICATION FOR OPEN WEB STEEL JOISTS, K-SERIES, STEEL JOIST INSTITUTE, K-10 4WP Tigard, OR Page 3 of 14 WE-18019 02/07/2018 DESIGN LOADS ROOF DEAD LOADS 1 1/2" METAL ROOF DECK 1 1/2 PSF INSULATION 2 1/2 PSF ROOFING (ADHERED MEMBRANE) 3 PSF STEEL ALLOWANCE 6 PSF MP&E 5 PSF MISCELLANEOUS 2 PSF TOTAL 20 PSF ROOF LIVE LOADS MINIMUM ROOF LIVE LOAD 20 PSF SNOW LOADS GROUND SNOW LOAD 25 PSF EXPOSURE FACTOR, Ce 0.9 THERMAL FACTOR, Ct 1.0 IMPORTANCE FACTOR, I 1.0 FLAT ROOF SNOW LOAD, PF 25 PSF WIND LOADS BASIC WIND SPEED, V 120 MPH IMPORTANCE FACTOR, I 1.0 EXPOSURE FACTOR C SEISMIC LOADS Ss 0.979 Si 0.424 SOIL SITE CLASS D 4WP Tigard, OR Page 4 of 14 WE-18019 02/07/2018 SMS 1.085 SMI 0.668 SDS 0.724 SDI 0.445 SEISMIC DESIGN CATEGORY D STRUCTURAL SYSTEM SPECIAL REINFORCED MASONRY SHEAR WALLS (ASSUMED) RESPONSE MODIFICATION COEFFICIENT, R 5 SEISMIC RESPONSE COEFFICIENT, Cs 0.145 4WP Tigard, OR Page 5 of 14 ' WE-18019 02/07/2018 1SEngineers, Inc. PROJECT: JOB NO: W �.., , 214 Overlook Circle,Suite 201 . Yrs./`� /7g9tY r /"1.-..30 i, Brepntwood,TN 37027 BY: ATE: SHEET: 615.953.9474 fax.615.6 8 8145 /7 / ;,1' :. /iVlig / i i I e- I C.L,E, e?F' ' it'14,- �^,�,�- (_..,9 ;v-Av,14 .7,,,,,:r ?co,- 7-///7-777 40 e , kV-47d . 5e*/;;WSIC, t:' (7.e.4?" .:>11 : -yeee4 f'1 r . /1z2 t r� Aad. Pol. ‘.7'-'1, .(V62771 ! L ."If `,,i-:Jim:C ' ,A C ;/ .. a/lee / i ► 1 c i It -;› /514i.Il •_ "7!!7C' Ov4 e 'l ;/'('`fr7e--, t-5 ' � .9 4.4/; 1 / i 0 1/ P ( / ,i ' < , cF) .iii/![ � JP l o l i.? 1. 1') , Lc /v7Irap7/yi,/f, / GI 1 i /75 ' -I I I ..ii'v.-. .✓.f , �.761-A44 t''`-..P . /-4fi e''rf Aif. _`<' ?/.4 ".5/,76//r c �'d'/ tXLYr. 1 , I (4 /A! 5o //1J ' e 44;1f//ff /1Va: 7,,✓-17- t" f,/ _ , i 12ió( _km r) 5 '.. ,c' -, E / /r tv4./4 - ; : • I , 1 1/30/20',a 4WP Tigard, OR Design Maps Summary Report Page 6 of 14 UI;GS1sign Maps Summary Report 02/07/2018 User-Specified Input Report Title 4WP Tigard, OR Tue January 30, 2018 16:13:37 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43708°N, 122.75926°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 44 -h lsboro 1 Greth Beaverton, „t. 1t 4,010 * rga 14 - vsvvego **4 99 sheniviod ":: USGS-Provided Output S5 = 0.979 g SMS = 1.085 g SDS = 0.724 g Sl = 0.424 g SM1 = 0.668 g Sol = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Deatgn Response Spectrum I 10 1.1N3 a.Y3 an aall 54,4 O i a55 .!,. Sf4 a 4,J '. a M. a 33 a_2 U I I 9 ClU3 x: 0107 CLAl 0=O U OU 0 83 ICC I YJ I 40 t 5r) Z00 0 00 U.243 U d01 :l a° 01211 1 0,3 IDU I U3 IOU !D 2.413 Period.T(sew,:) Pence T(se(..) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/en1/designmaps/us/summary.php?template=minimal&latitude=45.43708&longitude=-122.759262&siteclass=3&riskcategor... 1/1 4WP Tigard, OR Page 7 of 14 WE-18019 02/07/2018 ASCE Seismic Wall Anchorage File=E:\Egnyte\Shared\WI7F7D-1\18019\CALCUL-1\ENERCALC\180194-1.EC6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#,:KW-06009627 Licensee;,WiSEngineers,Inc.' Description: Seismic Demand on Wall _Seismic Wall Anchorage per ASCE 7-05 Description : Seismic Demand on Wall-Checked for Comparison to Wind SDs = 0.7240 I:Importance Factor = 1.0 Wall Weight = 55.0 psf Wall Height = 20.0 ft Parapet Height = 0.0 ft Horiz.Spacing between anchors = 1.0 ft Tributary Height=Wall height/2+Parapet = 10.0 ft Out-of-Plane Force for Structural Wall Design (For all SDCs) 0.4*SDS*I*Weight 15.928 psf Controlling Value = 15.928 psf 10%*Weight 5.50 psf Out-of-Plane Force for Concrete and Masonry Structural Wall Anchorage Design (For all SDCs where structural walls connect to RIGID diaphragms,and for SDC A and B where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12.11.1 159.280 lbs Controlling Value = 289.60 lbs Based on 12.11.2.b 289.60 lbs Based on 12.11.2.c 280.0 lbs Out-of-Plane Force for Concrete and Masonry Structural Wall Anchorage Design (For SDC C through F where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12.11.1 159.280 lbs Controlling Value = 318.560 lbs Based on 12.11.2.b 289.60 lbs Based on 12.11.2.c 280.0 lbs Based on Eq.(12.11-1) 318.560 lbs 4WP Tigard, OR Page 8 of 14 WE-18019 02/07/2018 ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 File=E:lEgnytelSEN RCALC7 NINC.1983-017,Buld1 01E1210,Ver:1017.1210 _ Lic.#: KW-06009627 Licensee:WiSEngineers,Inc.'. Description: Wind Load Analytical Values Calculations per ASCE 7-10 V:Basic Wind Speed per Sect 26.5-1 A,B or C 120.0 mph Roof Rise:Run Ratio Flat Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,Ill,and IV Exposure Category per 26.7 Exposure C MRH:Mean Roof Height 20.0 ft Lambda:per Figure 28.6-1,Page 305 1.21 Effective Wind Area of Component&Cladding 180.0 ft^2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension 130.0 ft a=max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) 8.00 ft max(0.04`LHD,3,min(0.10*LHD,0.4*MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4=16 PSF on entire vertical plane Horizontal Pressures.. Zone: A = 27.59 psf Zone: C = 18.27 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures... Zone: E = -33.15 psf Zone: G = -23.11 psf Zone: F = -18.88 psf Zone: H = -14.64 psf Overhangs... Zone: Eoh = -46.46 psf Zone: Goh = -36.42 psf Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda'Kzt`Ps30 per Eq 30.5-1 Roof Zone 1 : Positive: 10.043 psf Minimum Additional Load Case per 28.4.4=16 PSF Negative: -28.677 psf on entire vertical plane Roof Zone 2: Positive: 10.043 psf Negative: -34.001 psf Roof Zone 3: Positive: 10.043 psf Negative: -34.001 psf Wall Zone 4: Positive: 25.967 psf Negative: -28.629 psf Wall Zone 5: Positive: 25.967 psf Negative: -31.242 psf Roof Overhang Zone 2: -49.852 psf Roof Overhang Zone 3: -24.926 psf , , 4WP Tigard, OR Page 9 of 14 WE-18019 02/07/2018 Steed Beam File=E:\Egnyte\Shared\WI7F7D-1\18019\CALCUL-1\ENERCALC\180194-1.EC6 ENERCALC,INC.1983-2017 Build:10.17.12.10,Ver:10.17.12.10 - Lie.#:KW-06009627 Licensee:WISEngineers,Inc. Description: Lintel Beam Design CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.925)Lr(0.375) 5 0 o e W8x24 Span= 14.667 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.9250, Lr=0.3750 k/ft, Tributary Width=1.0 ft,(Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.709: 1 Maximum Shear Stress Ratio= 0.245: 1 Section used for this span W8x24 Section used for this span W8x24 Ma:Applied 34.957 k-ft Va:Applied 9.534 k Mn/Omega :Allowable 49.283 k-ft Vn/Omega:Allowable 38.857 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 7.334ft Location of maximum on span 0.000 ft , Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio= 1,076>=360 Max Upward Transient Deflection 0.163 in Ratio= 1,076>=360 Max Downward Total Deflection 0.567 in Ratio= 310>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1,14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +D+L+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +D+Lr+H Dsgn.L= 14.63 ft 1 0.709 0.245 34.96 34.96 82.30 49.28 1.14 1.00 9.53 58.29 38.86 Dsgn.L= 0.04 ft 1 0.007 0.245 0.40 0.40 96.25 57.63 1.00 1.00 9.53 58.29 38.86 +D+S+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +D+0.750Lr+0.750L+H • Dsgn.L= 14.63 ft 1 0.658 0.228 32.44 32.44 82.30 49.28 1.14 1.00 8.85 58.29 38.86 Dsgn.L= 0.04 ft 1 0.006 0.228 0.37 0.37 96.25 57.63 1.00 1.00 8.85 58.29 38.86 +D+0.750L+0.750S+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +D+O.60W+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +D+0.70E+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 4WP Tigard, OR Page 10 of 14 WE-18019 02/07/2018 Steed Beam File=E:\Egnyte\Shared\WI7F7D-1\18019\CALCUL-1\ENERCALC\180194-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 -tic.# KW-06009627 Licensee:WiSEngineers,Inc. Description: Lintel Beam Design _Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.750 L r+0.750 L+0.45 0 W+H Dsgn.L= 14.63 ft 1 0.658 0.228 32.44 32.44 82.30 49.28 1.14 1.00 8.85 58.29 38.86 Dsgn.L= 0.04 ft 1 0.006 0.228 0.37 0.37 96.25 57.63 1.00 1.00 8.85 58.29 38.86 +D+0.750 L+0.750S+0.450W+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 14.63 ft 1 0.505 0.175 24.87 24.87 82.30 49.28 1.14 1.00 6.78 58.29 38.86 Dsgn.L= 0.04 ft 1 0.005 0.175 0.28 0.28 96.25 57.63 1.00 1.00 6.78 58.29 38.86 +0.60D+0.60W+0.60H Dsgn.L= 14.63 ft 1 0.303 0.105 14.92 14.92 82.30 49.28 1.14 1.00 4.07 58.29 38.86 Dsgn.L= 0.04 ft 1 0.003 0.105 0.17 0.17 96.25 57.63 1.00 1.00 4.07 58.29 38.86 +0.60D+0.70E+0.60H Dsgn.L= 14.63 ft 1 0.303 0.105 14.92 14.92 82.30 49.28 1.14 1.00 4.07 58.29 38.86 Dsgn.L= 0.04 ft 1 0.003 0.105 0.17 0.17 96.25 57.63 1.00 1.00 4.07 58.29 38.86 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+Lr+H 1 0.5670 7.375 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.534 9.534 - Overall MINimum 2.750 2.750 +D+H 6.783 6.783 +D+L+H 6.783 6.783 +D+Lr+H 9.534 9.534 +D+S+H 6.783 6.783 +D+0.75OLr+0.750L+H 8.846 8.846 +D+0.750L+0.7505+H 6.783 6.783 +D+0.60W+H 6.783 6.783 +D+0.70E+H 6.783 6.783 +D+0.750Lr+0.750L+0.450W+H 8.846 8.846 +D+0.750L+0.750S+0.450W+H 6.783 6.783 +D+0.750L+0.7505+0.5250E+H 6.783 6.783 +0.60D+0.60W+0.60H 4.070 4.070 +0.60D+0.70E+0.60H 4.070 4.070 D Only 6.783 6.783 Lr Only 2.750 2.750 L Only S Only W Only E Only H Only , , , 4WP Tigard, OR Page 11 of 14 WE-18019 02/07/2018 Masonry Sender Wall File=E:\Egnyte\Shared\WI7F7D-1\18019\CALCUL-1\ENERCALC\180194-1.EC6 7 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 _ Lic.#:KW-06009627 Licensee:WlSErfgineers,Inc. Description: Opening Support Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-13,IBC 2015,CBC 2016,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.1464 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16 in Block Weight Normal Weight Wall Weight = 66.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 20.0 ft B - B Parapet height = ft Roof Attachment Wall Support Condition Top&Bottom Pinned A Floor Attachment Vertical Loads Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity in 6.783 2.750 k Dist.from Base 20.0 ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf (Applied to full"STRIP Width") D Lr L E WEndpoints from Base top bottom Distributed Lateral Load 0.131k/ft 20.0 kilt , . • 4WP Tigard, OR Page 12 of 14 WE-18019 02/07/2018 Masonry SI@nd@C vv ii File=E:\Egnyte\Shared1W17F7D-1\180191CALCUL-11ENERCALC\180194-1.EC6 J ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 - Lic.#: KW-06009627 Licensee WiSEngineers,Inc. Description: Opening Support DESIGN SUMMARY Results reported for"Strip Width"of 24.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8621 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu 9.957 k-ft Phi*Mn 11.549 k-ft FAIL Service Deflection Check Actual Defl.Ratio U 79 Allowable Defl.Ratio 150 W Only Max.Deflection 3.046 in PASS Axial Load Check Max Pu/Ag 80.489 psi Max.Allow.Defl. 1.60 in +1.20D+0.50Lr+0.50L+W+1.60H Location 9.667 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.007097 As/bd 0.1464 rho bal 0.1464 Maximum Reactions... for Load Combination.... Top Horizontal W Only 1.224 k Base Horizontal W Only 1.309 k Vertical Reaction +D+Lr+H 12.173 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+1.60Lr+0.50W+1.60H at 9.33 to 10.0 7.115 20.880 0.50 2.65 0.90 6.01 0.330 0.0071 0.1438 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.605+0.50W+1.60H at 9.33 to 10.00 4.915 20.880 0.50 2.28 0.90 5.66 0.330 0.0071 0.1446 +1.200+0.50Lr+0.50L+W+1.60H at 9.33 to 10 5.602 20.880 0.50 4.98 0.90 5.77 0.330 0.0071 0.1444 +1.200+0.50L+0.505+W+1.60H at 9.33 to 10. 4.915 20.880 0.50 4.73 0.90 5.66 0.330 0.0071 0.1446 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.90D+W+0.90H at 9.33 to 10.00 3.686 20.880 0.50 4.31 0.90 5.46 0.330 0.0071 0.1451 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 9.33 to 10.00 4.095 0.50 2.64 376.00 60.07 60.146 2.092 114.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.750Lr+0.750L+0.450W+H at 9.33 to 10. 5.127 0.50 2.10 376.00 61.73 61.889 1.547 155.2 +D+0.750L+0.7505+0.450W+H at 9.33 to 10.0 4.095 0.50 1.94 376.00 60.07 60.275 1.443 166.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.600+0.60W+0.60H at 9.33 to 10.00 2.457 0.50 2.33 376.00 57.35 57.460 1.900 126.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 , , • 4WP Tigard, OR Page 13 of 14 WE-18019 02/07/2018 Masonry Slender Wall File=E:\Egnyte\Shared\WI7F7D-1\18019\CALCUL-1\ENERCALC\180194-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 - Lic.#:,KW-06009627 Licensee:WiSEngineers,Inc. Description: Opening Support 0.000 0,00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 9.33 to 10.00 0.000 0.50 3.26 376.00 53.05 53.087 3.046 78.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 4WP Tigard, OR Page 14 of 14 WE-18019 02/07/2018 Masonry Slender Wall File=E:\Egnyte\Shared\WI7F7D-1\18019\CALCUL-1\ENERCALC1180194-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 .. Lic # KW-06009627 .,r Licensee:WiSEngineers,Inc.' Description: Opening Support _ Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical©Wall Base +D+H 0.0 k 0.00 k 9.423 k +D+L+H 0.0 k 0.00 k 9.423 k +D+Lr+H 0.0 k 0.00 k 12.173 k +D+S+H 0.0 k 0.00 k 9.423 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 11.485 k +D+0.75OL+0.7505+H 0.0 k 0.00 k 9.423 k +D+0.60W+H 0.8 k 0.76 k 9.423 k +D+0.70E+H 0.0 k 0.00 k 9.423 k +D+0.750Lr+0.750L+0.450W+H 0.6 k 0.57 k 11.486 k +D+0.750L+0.7505+0.450W+H 0.6 k 0.56 k 9.423 k +D+0.750L+0.7505+0.5250E+H 0.0 k 0.00 k 9.423 k - +0.60D+0.60W+0.60H 0.8 k 0.75 k 5.654 k +0.60D+0.70E+0.60H 0.0 k 0.00 k 5.654 k D Only 0.0 k 0.00 k 9.423 k Lr Only 0.0 k 0.00 k 2.750 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 1.3 k 1.22 k 0.000 k E Only 0.0 k 0.00 k 0.000 k H Only 0.0 k 0.00 k 0.000 k