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suezozi - ©Oz53 g0oy situ ygCt. r3LVb TARGET — Washington Square, OR RCEi VED 'AUG 22 202? CITY OF TIGARD TABLE OF CONTENTS LSILDING DIVISION TOPIC PAGE 1) Design Criteria Al —A8 2)Exterior Opening Design B1—B7 3)Evaluation of(E)Joists for New Bike Lift Cl —C3 4)Evaluation of(E)Joists for New Mechanical Units Dl —D3 5) Fire Door Opening Design El—E6 6)Interior Opening Design Fl—F18 Pages shown italicized have been revised or added since Permit Issue 10/07/2021 TARGET REMODEL STRUCTURAL � € �� CALCULATIONS it-- _- 7 _ Al,,,,. A - .. t k - ' I : -'' T- 345 €�2 4 w ' ` , ,, . T ,AA C _ V 5 T TORE _>>' �' OCR t� -�i I' J -� ilk _ k , ..*i, ��'� �� � _ 03A , WASHINGTON PrePat*141,-,fde_‘-,=:,t-i.k-,4#=„1;--1:"1,#;.:41:,4'1:,,:i;A-14-4;i1:-,,,,,,,, err SQUARE, Rp ®TARGET .it € , , - _ r 1000 Nicolle , ` „ - : _ € Minneapoli•s,' ! nn so a 0 r -' � . �� may— ( 4, '1:1 .. -..,Y,,,,,-7---, .„..,'.b.11, -� �hAA' b . j Y € ,., .r,=" ram, € _ h ,i by � t , II 410;/./ 4.404- .. / �; • • � _. ,�.III ryr r ,w- _ ti� 8/3/22 �r F. o , .. E+ - " k 91„ 1 ;rl hire Lane North Suite No. 200 Registratio i un 29 i 0 tl,=4 T a qki'- y °k. x „ ion-,ate: - 2t311 ,'' # _ th Minnesota 55441 1 - ,' 3.559.9100 TARGET - Washington Square, OR STRUCTURAL DESIGN CRITERIA Code Review: The State of Oregon Structural Specialty Code 2019 Edition based on The 2018 International Building Code as adopted and amended by the city of Tigard, OR. Ground Snow Load 10 psf Roof Snow Load 7 psf+Drifting Roof Rain on Snow Load 25 psf Roof Live Load 20 psf Risk Category II Importance Factors (IE)= 1.0 Wind Speed 96 mph(3-second gust) Exposure C Short Period Spectral Response SS 0.867g Acceleration Parameter 1 sec Period Spectral Response S i=0.398g Acceleration Parameter Seismic Design Category D Al Oregon Snow Loading The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below.The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load val- ues can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the lat- itude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup Results Latitude: 45.43 Longitude: -122.77 Snow Load: 10.0 psf Modeled Elevation: 206 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relat- ively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineer- ing judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map,to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on ex- trapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or '. roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf(pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ©Copyright 2010-2013 seao.org All rights reserved. A2 7 hire Lane North Project: T345 Washington mei t - clothtea.. 1 SQ - 1 a 763) 03.78 By: JML Date: 01-Oct-21 ISNOW LOAD AND DRIFTING Code: ASCE 7-16 Description: Flat Roof Snow Load Peak Ground Snow Load Pg= 10.0 psf Exposure Factor Ce= 1.0 Roof Snow Load(Eqn 7-1) pf 7_1= 7.0 psf Thermal Factor Ct= 1.0 Min. Flat Roof Snow Load pfm;n= 20.0 psf Importance Factor I= 1.0 Flat Roof Snow Load pf= 20.0 psf Flat Roof Rain on Snow Load pf+rafn= 25.0 psf Controlling Roof Load pf=l 25.0 psf Snow Drifting Info Base Snow Height hb= 0.46 ft Snow Density y= 15.3 pcf Snow Drifting Length Allowable Allowable Max.Snow Max.Snow of Upper Snow Drift Drift Height Snow Drift Snow Drift Drift Load Windward Roof Height Height(he) (hd Max) Height Length (pa max) Drift Location or Leeward (la)(ft) (hc+hb)(ft) (ft) (ft) (ha)(ft) (w)(ft) (psf) opu Windward 424 1.5' 1.04 4.00 1.04 8.34 16.0 A3 4/27/2021 ATC Hazards by Location CircHazards by Location Search Information Address: 9009 SW Hall Blvd, Tigard, OR 97223 i 271 ft uver Coordinates: 45.4536288, -122.7788746 snk Hillsboroo Oland Gresham Elevation: 271 ft Beaverton Timestamp: 2021-04-27T18:27:54.612Z 26 Mt Hazard Type: Wind Natior Go Map data©2021 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II _ 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the aovernina building code t98dies responsible for building code approval and interpretation for the https://hazards.atcouncil.org/#/wind?lat=45.4536288&Ing=-122.7788746&address=9009 SW Hall Blvd%2C Tigard%2C OR 97223 1/2 2300 _.rkshire Lane North Project: T345 Washin V MPlymouth MN,5. 1 Page: (763551 Fax t763)559-0378 By: JML Date: 01-Oct-21 WIND LOADS (Code: ASCE 7-16 Location: Typical Wind Speed(V) 96 mph Exposure Type C Risk Category It Enclosure Type Enclosed Hurricane Region No Mean Roof Height 19 ft Parapet Height 21.5 ft Roof Slope 1 ', ° Components and Cladding Wind Loads Gable Roofs 0 s 7° I h 60 ft Tributary Area(ft2) Zone 10 I 20 I 50 I 100 500 1 8.6 8.0 7.3 6.8 6.8 -21.1 -20.6 -19.9 -19.3 -19.3 2 8.6 8.0 7.3 6.8 6.8 -35.4 -31.7 -26.7 -22.9 -22.9 3 8.6 8.0 7.3 6.8 6.8 -53.3 -44.2 -32.1 -22.9 -22.9 4 19.3 18.5 17.3 16.5 14.5 -20.9 -20.1 -18.9 -18.1 -16.1 5 19.3 18.5 17.3 16.5 14.5 -25.8 -24.1 -21.8 -20.1 -16.1 Overhang: 2 -30.4 -29.9 -29.2 -28.6 -19.7 Overhang: 3 -50.1 -39.3 -25.1 -14.3 -14.3 Parapet 4, Case A 49.6 44.8 38.6 33.8 31.8 Parapet 4, Case B 34.7 33.0 30.6 28.9 24.8 Parapet 5, Case A 49.6 44.8 38.6 33.8 31.8 Parapet 5, Case B 39.7 37.1 33.6 30.9 24.8 A5 4/27/2021 ATC Hazards by Location Hazards by Location Search Information Address: 9009 SW Hall Blvd, Tigard, OR 97223 7 ., "3 _ 271 ft uver Coordinates: 45.4536288,-122.7788746 26 aok Hillsboroa land" . ._ •_ Elevation: 271 ft Beaverton Gresham Timestamp: 2021-04-27T18:25:44.975Z 26 Mt. Natior Hazard Type: Seismic Reference ASCE7-16 ?o, gle 9 Document: Map data©2021 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.867 MCER ground motion(period=0.2s) Si 0.398 MCER ground motion(period=1.0s) SMS 1.041 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.694 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 vAdditional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRs 0.886 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.395 MCEG peak ground acceleration FPGA 1.205 Site amplification factor at PGA PGAM 0.476 Site modified peak ground acceleration A6 https://hazards.atcouncil.org/#/seismic?lat=45.4536288&Ing=-122.7788746&address=9009 SW Hall Blvd%2C Tigard%2C OR 97223 1/2 4/27/2021 ATC Hazards by Location TL 16 Long-period transition period(s) SsRT 0.867 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.979 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.398 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.459 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 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. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. 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 building site described by latitude/longitude location in the report. A7 https://hazards.atcouncil.org/#/seismic?lat=45.4536288&Ing=-122.7788746&address=9009 SW Hall Blvd%2C Tigard%2C OR 97223 2/2 2Berkshire Lane North Project: Washington lal Plymouth Square, OR ,. ) By: RAB Date: 01-Oct-21 !SEISMIC BASE SHEAR COEFFICIENT 'Code: 2018 IBC 1 Description: Washington Square, OR Building Information I Building Type Bearing Wall-Ordinary precast shear walls I► Response Coefficient R= 3.0 Overstrength Factor co= 2.5 Importance Factor IE= 1.00 Building Height H= 20.00 feet Period Coefficient Ct= 0.020 Upper Limit TMethod B Control Method A Period T= 0.189 sec. 0.265 0.189 Long-Period Transition Period TL= 16.000 sec. Short Period Acceleration Ss= 0.867 1 Second Period Acceleration S1= 0.398 Site Class D �� Default Seismic Risk Category ii v'I SDS SD1 Control Seismic Performance Category D D D Short Period Soil Factor Fa= 1.20 SDs= 0.694 1 Second Period Soil Factor F„= 1.90 SD1= 0.505 Ts= 0.728 Design Base Shear Coefficients V=SDs/(R/IE)*W 0.231 (T_< 1.5Ts) V=SD1/I(R/IE)*T]*W 0.889 V=SD1TL/[(R/IE)"T2]"W 75.231 V=0.044SDsIE*W 0.031 V=0.551/(R/IE)*W 0.000 (Si >0.6 only) 'Controlling Coefficient: 0.231 See ASCE 7-16 11.4.8 Site-Specific Ground Motion Procedures Site specific analysis not required, see applicable ASCE 7-16 11.4.8 exceptions below: 2. Site Class D with S1 z 0.2, Cs is modified. A8 T-345 Washington Square RRP 04/28/2022 DRIVE UP DOOR CHECK (E) WALL FOR WIDENING OF 3'-4" DOOR TO 4'-4" 116' Q.6'a.c.C.V RTHO RIZ s oG: skew AL.SBIR_4lUE2 O, 1. A.2 & t y ___,_...... > EINTEL REINlORCkiG: -.iRIERE EXTEAiSION t5 NOT POSSIBLE - TOP OF WALL,._.,.., i_U BARS 10 FOR OPENM6$LESS IHAN Y ETC BARS AS FAP AS pD5$8 p MATCH WA Z-B FOR OPENRJOB S' f TO B'-V- AND HOOK TYP. 5iO.HOOK pM RtlNf. -/56-MN RDNF...- 1W { NDTE SEE SCHED.FOR ,` ry GI> t ' TYP Wki REINF. - s` ], r L I 3 S yt wN� LM .__S.�R tiN'c ,�78LF MAT UAN 1 al[MAT i 1 LINTEL AND TOP OF WALL J TWs.WAU.POM'—. HORQ L J SVJCE_.�_._y <.._.STANDARD HOfMc WHERE YIN ENB(IMAENT NOT POSSIBLE NOTES EXTEND JAYS BA;: POOR ELEVATION ELEVATION uE wttJTH 0,HERWSE CX-Erio- _S!n�3s uoT DDUBLE uAr PLAN — JAMB OR END OF WALL 1 MINIMUM REINFORCING AT CONCRETE MASONRY WALL OPENINGS TYP WALL REINFORCING B1 T-345 Washington Square RRP 04/28/2022 LOADING SUMMARY span:=18 ft+10 in Purlin Span Bearing on Wall hwall:=21 ft+6 in T/O Wall DBE:=19 ft+6 in Deck Bearing Elevation at Wall hopening:=7 ft+4 in Height of Opening t:=7.625 in Wall Thickness w:=4 ft+4 in Opening Width Dl:=15 psf Roof Dead Load SL:=25 psf Roof rain on Live Load WL:=20.1 psf Wind Load WLpara:=33.8 psf Parapet Wind Load Dlwall:=75 psf Wall Weight Load On Lintel w wdl:=Dlwall• 2)=162.5 plf at peak 62 Project:G5 Washington SQ Tigard, Page: By: RRP Date: 03-May-22 ICMU Slender Wall Design (Strength Design) (Code: ACI 530-13 Description: Jamb to the right from exterior of opening Concrete Masonry Unit Properties Nominal CMU Thickness 8 in Concrete Weight(Nornal or Lightweight) NWC f'm 2500 psi (Compressive Strength of Masonry) Actual Thickness of CMU 7.625 in Actual Width of CMU Face Shell 1.25 in (Varies with CMU thickness) Actual Width of CMU Single Core plus webs 8.3125 in (Typically 8.3125 inches) Spacing of Reinforcment 16 in Bar Size #6 As 0.44 in` (Area of Steel-One Bar) fy 60000 psi (reinforcing yield stress) Reinforcement Location Centered d 3.81 in (depth of reinforcing) r9 0.0036066 (radius of gyration) r 0.00722 (radius of gyration) Es 29000000 psi (Young's Modulus, Steel) Em 2250000 psi (Young's Modulus,CMU) n 12.888889 (Ratio of Young's Modulus) fr 125 psi (Modulus of Rupture) I9 504.86097 in4 per 16 in of width (Gross Moment of Inertia) Ma 16552.819 lb*in per 16 in of width (Moment at Cracking) (Eqn 3-32) Ase 0.4626862 in`per 16 in of width (Effective Area of Steel) a 0.8165051 in (Depth of Stress Block) (Eqn 3-28) c 0.9605942 in (Depth of neutral axis) 'Cr 53.145783 in"per 16 in of width (Cracked Moment of Inertia) hp 2.00 ft (Parapet height-Cantilever) hr 19.50 ft (Wall height-Simple span) Wall Loading Axial Loads Roof Dead Load 253,1'plf (Service Level) Roof Live Load 421.8'plf (Service Level) Eccentricity 5 in Wall Weight 75 psf Dead Load Factor 0.9 (See applicable code) Live Load Factor 0 (See applicable code) Service Wall Weight at Mid-Wall Height(Psi,) 1175.0 lbs per 16 in of width Factored Wall Weight at Mid-Wall Height(P„„,,) 1057.5 lbs per 16 in of width Service Wall Weight at Roof Level(Ps,,,p) 200.0 lbs per 16 in of width Factored Wall Weight at Roof Level(P„,A,p) 180.0 lbs per 16 in of width Service Roof Load(Psf) 899.8 lbs per 16 in of width Factored Roof Load(P„f) 303.7 lbs per 16 in of width 1 B3 • Project: T345 Washington SQ Tig Page: By: RRP Date: 03-May-22 ICMU Slender Wall Design (Strength Design) - Continued 'Code: ACI 530-02 I Wall Loading - Continued Lateral Loads Parapet Wind Load 20.3',psf (Service Level) Wall Wind Load 12.1 psf (Service Level) Equivalent(Parapet)Seismic Coeff. 0.2776 (See applicable code) Equivalent(Wall)Seismic Coeff. 0.2776' (See applicable code) Wind Load Factor 1.6 (See applicable code) Seismic Factor 0 (See applicable code) Service Wall Wind Load 28.81 plf per 16 in of width 21.61 plf per ft Service Parapet Wind Load 48.45 plf per 16 in of width 36.34 plf per ft Service Seismic Load (Wall) 49.74 plf per 16 in of width 37.31 plf per ft Service Seismic Load (Parapet) 49.74 plf per 16 in of width 37.31 plf per ft Factored Wind Load 46.10 plf per 16 in of width 34.58 plf per ft Factored Wind Load 77.52 plf per 16 in of width 58.14 plf per ft Factored Seismic Load (Wall) 0.00 plf per 16 in of width 0.00 plf per ft Factored Seismic Load (Parapet) 0.00 plf per 16 in of width 0.00 plf per ft Code Checks Axial Stress in wall must be less than 0.05*fm per Eq. 21-32 Ag 82.6 in` h'/t 30.7 (Puw+Pur)/ (Eqn 3-23) Ag= 16.5 psi < 0.05*fm= 125 psi OK or (Puw+Pur)/ (Section 3.2.5.5) A9= 16.5 psi < 0.2*fm= 500 psi and h'/t= 30.7 <30 NA Service Load Deflections Wind(Simple Span) 0.2051 in < 0.007*h = 1.638 in (Eqn.3-29) OK Wind(Cantilever) 0.0001 in < 0.007*h = 0.336 in OK Seismic(Simple Span) 0.8370 in < 0.007*h = 1.638 in OK Seismic(Cantilever) 0.0002 in < 0.007*h = 0.336 in OK Factored Load Deflections Wind(Simple Span) 0.6246 in Wind(Cantilever) 0.0002 in Seismic(Simple Span) 0.0038 in Seismic(Cantilever) 0.0000 in Calculate Nominal Moment Capacity (Eqn 3-27) Mn 94436.5 lb*in per 16 in of width 70827 lb*in per ft (Section 3.1.4.2) 43:1= 0.90 c1M„ 84992.85 lb*in per 16 in of width 63745 lb*in per ft Factored Moments (See iteration sheets) Wind(Simple Span) M„ 27904.8 lb*in per 16 in of width 20929 lb*in per ft OK Wind(Cantilever) M„ 1860.6 lb*in per 16 in of width 1395 lb*in per ft OK Seismic(Simple Span) M„ 764.4 lb*in per 16 in of width 573 lb*in per ft OK Seismic(Cantilever) M„ 0.0 lb*in per 16 in of width 0 lb*in per ft OK 1 B4 Project:i5 Washington SQ Tigard, Page: By: JML Date: 29-Feb-08 CMU Slender Wall Design (Strength Design) (Code: ACI 530-13 Description: Jamb to the right from exterior of opening Concrete Masonry Unit Properties Nominal CMU Thickness 8 in Concrete Weight(Nornal or Lightweight) NWC f'm 2500 psi (Compressive Strength of Masonry) Actual Thickness of CMU 7.625 in Actual Width of CMU Face Shell 1.25 in (Varies with CMU thickness) Actual Width of CMU Single Core plus webs 8.3125in (Typically 8.3125 inches) Spacing of Reinforcment 16 in Bar Size #6 As 0.44 in2 (Area of Steel-One Bar) fy 60000 psi (reinforcing yield stress) Reinforcement Location Centered d 3.81 in (depth of reinforcing) r9 0.0036066 (radius of gyration) r 0.00722 (radius of gyration) Es 29000000 psi (Young's Modulus, Steel) Em 2250000 psi (Young's Modulus, CMU) n 12.888889 (Ratio of Young's Modulus) fr 125 psi (Modulus of Rupture) Ig 504.86097 in4 per 16 in of width (Gross Moment of Inertia) Mcr 16552.819 lb*in per 16 in of width (Moment at Cracking) (Eqn 3-32) Ase 0.4610083 in`per 16 in of width (Effective Area of Steel) a 0.813544 in (Depth of Stress Block) (Eqn 3-28) c 0.9571106 in (Depth of neutral axis) I, 53.036981 in4 per 16 in of width (Cracked Moment of Inertia) hP 2,00 ft (Parapet height-Cantilever) hr 19.50 ft (Wall height-Simple span) Wall Loading Axial Loads Roof Dead Load 169.2'plf (Service Level) Roof Live Load 281.9 plf (Service Level) Eccentricity 5 in Wall Weight 75 psf Dead Load Factor 0.9' (See applicable code) Live Load Factor 0 (See applicable code) Service Wall Weight at Mid-Wall Height(Ps",,) 1175.0 lbs per 16 in of width Factored Wall Weight at Mid-Wall Height(P,,,„,) 1057.5 lbs per 16 in of width Service Wall Weight at Roof Level(Pswp) 200.0 lbs per 16 in of width Factored Wall Weight at Roof Level(P„K,P) 180.0 lbs per 16 in of width Service Roof Load(Psf) 601.5 lbs per 16 in of width Factored Roof Load(P„f) 203.0 lbs per 16 in of width 1 B5 • Project: T345 Washington SQ Tigz Page: By: JML Date: 29-Feb-08 (CMU Slender Wall Design (Strength Design) - Continued 'Code: ACI 530-02 I Wall Loading - Continued Lateral Loads Parapet Wind Load 20.3 psf (Service Level) Wall Wind Load 12.1 psf (Service Level) Equivalent(Parapet)Seismic Coeff. 0.2776 (See applicable code) Equivalent(Wall)Seismic Coeff. 0.2776 (See applicable code) Wind Load Factor 1.6 (See applicable code) Seismic Factor 0 (See applicable code) Service Wall Wind Load 19.26 plf per 16 in of width 14.45 plf per ft Service Parapet Wind Load 32.39 plf per 16 in of width 24.29 plf per ft Service Seismic Load(Wall) 33.25 plf per 16 in of width 24.94 plf per ft Service Seismic Load(Parapet) 33.25 plf per 16 in of width 24.94 plf per ft Factored Wind Load 30.82 plf per 16 in of width 23.11 plf per ft Factored Wind Load 51.82 plf per 16 in of width 38.87 plf per ft Factored Seismic Load(Wall) 0.00 plf per 16 in of width 0.00 plf per ft Factored Seismic Load(Parapet) 0.00 plf per 16 in of width 0.00 plf per ft Code Checks Axial Stress in wall must be less than 0.05*f m per Eq. 21-32 A9 82.6 in` h'/t 30.7 (PAW+Pur)/ (Eqn 3-23) A9= 15.3 psi < 0.05*fm= 125 psi OK or (Puw+Pur)/ (Section 3.2.5.5) A9= 15.3 psi < 0.2*fm= 500 psi and h'/t= 30.7 <30 NA Service Load Deflections Wind(Simple Span) 0.0633 in < 0.007*h = 1.638 in (Eqn.3-29) OK Wind(Cantilever) 0.0001 in < 0.007*h = 0.336 in OK Seismic(Simple Span) 0.2954 in < 0.007*h = 1.638 in OK Seismic(Cantilever) 0.0001 in < 0.007*h = 0.336 in OK Factored Load Deflections Wind(Simple Span) 0.1664 in Wind(Cantilever) 0.0002 in Seismic(Simple Span) 0.0026 in Seismic(Cantilever) 0.0000 in Calculate Nominal Moment Capacity (Eqn 3-27) Mn 94134.979 Ib*in per 16 in of width 70601 Ib*in per ft (Section 3.1.4.2) cl)= 0.90 (13M„ 84721.481 Ib*in per 16 in of width 63541 lb*in per ft Factored Moments (See iteration sheets) Wind (Simple Span) M„ 18295.0 lb*in per 16 in of width 13721 lb*in per ft OK Wind(Cantilever) M„ 1243.8 lb*in per 16 in of width 933 lb*in per ft OK Seismic(Simple Span) M„ 510.7 lb*in per 16 in of width 383 lb*in per ft OK Seismic(Cantilever) M„ 0.0 lb*in per 16 in of width 0 lb*in per ft OK 1 B6 Project: 345 WASHING1 2955 Xenium Lane North, Suite 10 Page: VA VAA, LLC Plymouth, Minnesota 55441 By: RRP Van Sickle,Allen&Associates (763) 559-9100 Fax(763) 559-6023 Date: 5/3/2022 CMU Bond Beam Design (Strength Design) (Code: ACI 530-02 Description: OPU DOOR ENLARGEMENT Concrete Masonry Unit Properties Nominal CMU Thickness 8 in (Young's Modulus, Steel) ES= 2900Q000' Concrete Weight(Normal or Lightweight) NWC (Young's Modulus, CMU) Em= 1350000 (Compressive Strength of Masonry) f'm 1500 psi (Ratio of Young's Modulus) n= 21.5 Actual Thickness of CMU 7.625 in (Modulus of Rupture) fr= 250 Bar Size #5 (Gross Moment of Inertia) Ig= 325 Number of Bars 2 (Moment at Cracking) M,= 20333 (Total Area of Steel) AS 0.62 in` (Depth of Stress Block) a= 4.07 (Reinforcing Yield Stress) fy 60000 psi (Depth of neutral axis) c= 5.08 Number of Courses 1 (Cracked Moment of Inertia) Icr= 338 Course height= 8 in (Effective Moment of Inertia) le= NA Bond Beam Depth= 8 in Wall Reinforcement Spacing 16, (Depth of Reinforcing) d= 4.5 in Wall Weight 75 (Lintel Span) L= 4.33',ft Height of Wall Above Opening 2.165' Wall Loading Bond Beam Loading Roof Dead Load= 0.00 psf Roof Dead Load 0 plf Roof Live Load= 0.00'psf Wall Dead Load 176 plf Snow Drift Load w d= 0.00'ft Roof Live Load 0 plf Snow Drift Length p d= 0.00 psf Total Load 176 plf Roof Tributary Span= 46.67 ft Maximum Factored Load 246.3 plf I Code Checks Service Load Deflections Munfactored= 4947 bin < Mcr= 20333 lb*in Use Ig for deflection calculation? Yes 0 = 0.003 in < L/600= 0.087 in Moment Capacity Mn= 91780 lb*in > 1.3 Mcr= 26433 lb*in (3.2.4.2.2.2 (I)= 0.90 (1)Mn= 82602 lb*in Factored Moment M„= 6926 lb*in < O'Mn= 82602 lb*in Shear Capacity M/Vd = 1.6 < 1.0 => M/Vd„= 1.0 (3.2.4.1.2.1 Vm= 5316 lb (Eqn 3-21) Vn= 5316 lb 0= 0.80 .1)Vn= 4253 lb Factored Shear Vu= 533 lb < DVn= 4253 lb Spreadsheet Created: 19 March 2009 Spreadsheet Checked: Spreadsheet Author: BMS Spreadsheet Checker: File Name:CMU Lintel-Str Design-master 3-25-09.x@'age 1 of 2 Version:#1 B7 T-345 Washington Square RRP 09/15/2021 SHEAR CAPACITY f c:=560 psi fci:=Cm•Ct•Cb•fc=560 psi Va°=fc"13 I•A=22750.9 lbf V connection:=7310 lbf HW3.25 v:=min(va,V connection)=7310 lbf C2 2300 Berkshire Lane N,Suite 200 Project: T345 Washington VAA Plymouth,MN 55441 Square Tigard, OR 763.559.9100 By: J M L Date: 01-Oct-21 Existing Joist Evaluation - Bike Lift Joist Location Grids 0.8-1&H.2-J Existing Joist Type (E)P3 3 1/8"x 191/2" Joist Spacing 8 ft Span Length(ft) 26.5 ft New Loading PDL 15 psf PLL 25 psf PLL_DRIFT 0 psf XLL DRIFT 0.00 ft Padditional line load 75 plf WDL 195 plf WLL 200 plf WLL_DRIFT 0 plf New Point Loads X(ft) Load(Ibs) Pl 0 0 P2 0' 0 P3 0 0 . . P4 0 0 Ps 0 0 P6 � 0 P7 b . 0 (E)Joist Capacity New Loading VJolST 7310.0 lbf Vmax 5233.8 lbf MJOIST 534.4 k-in Mmax 416.08 k-in Xmmax 13.3 ft Increase in Loading V -28.4 OK<5% M -22.1 OK<5% C3 T-345 Washington Square RRP 09/15/2021 EXISTING GLULAM CAPACITY DETERMINE THE EXISTING GLULAM SHEAR AND MOMENT CAPACITIES (E) GLULAM = 3 1/8X22 1/2 24F-V4 span:=26.5 ft BEAM SPAN d:=22.5 in BEAM DEPTH b:=3.125 in BEAM WIDTH Ste:=263.7 in3 BEAM SECTION MODULUS A:=70.31 in2 BEAM AREA MOMENT CAPACITY fb:=2400 psi CD:=1.15 LOAD DURATION FACTOR Cm:=1.0 WET SERVICE FACTOR Ct:=1.0 TEMP FACTOR Ct:=1.0 1 i 1 BEAM STABILITY io io io 21 ft 12 in 5.125 in) C„:=min 1.0, s an) ( d ) ( b 1 =0.964 VOLUME FACTOR p . Cfu:=1.0 FLAT USE Ce:=1.0 CURVATURE FACTOR CI:=1.0 INTERACTION FACTOR Cb:=1.0 BEARING AREA (CONSERVATIVE) fb':=fb•CD•Cm•Ct'Cl•Cv•Cfu•Cc•CI=2660.7 psi mu:=fb-•Sx=701.618 kip•in D1 T-345 Washington Square RRP 09/15/2021 SHEAR CAPACITY fc:=560 psi fc::=Cm•Ct•Cb•fc=560 psi va:=f c,•(-3 J•A=26249.1 lb f V connection:=7310 lbf H W3.25 v:=min(V a vconnection)=7310 lbf D2 2300 Berkshire Lane N,Suite 200 Project: Washington Square Plymouth,MN 55441 763.559.9100 By: RRP Date: 01-Oct-21 Existing Joist Evaluation at RCU1 & 2 Joist Location Grids 0-0.1&B-C Existing Joist Type P2-3 1/8x 221/2 Joist Spacing 8 1 I ft Span Length(ft) 34 ft New Loading PDL 15 psf PLL 25 psf PLL_DRIFT 0 psf XLL DRIFT '000 ft Padditional line load 0 plf WDL 120 plf WLL 200 plf WLL_DRIFT 0 plf New Point Loads X(ft) Load(Ibs) RCU 1 3.25 675 P3 0 0 P4 0 0 P5 . 0 =0 Ps 0 P7 0 0 (E)Joist Capacity New Loading VJolsT 7310.0 lbf Vmax 6050.5 Ibf MJOIST 701.6 k-in Mmax 568.12 k-in Xmmax 17.2 ft Allowable vs.Capacity Ratio V 0.83 OK<1.0 M 0.81 OK<1.0 D3 . T-345 Washington Square RRP 03/21/2022 FIRE DOOR CHECK (E) WALL FOR 4'-4" DOOR0 av-loy4 (c) N-10 314" 9 S'-0. ' I A T 4'MIN I .3'•8" I / LANDING 17SFAIRSS ' SEE ARCH SEE ' ARCH ITEE.84,-3" \ -- —I. SEE NOTE 5 I '-'-9"� Fs -1 I RAOVE )WAL `DOOR ELEVATION I REC l 1 r-r+E- 1 4'-4" <FI5EEARCH I 4'OPENING ...._ DOOR PLAN PANES, REINFORCING SCHE REINFORCING LOCATION PANE:. TOTAL NOW. TOP &' REM TYPE PANEL HORI . VERT. $I}T. EDGE THK. REINF. REINF. REINF, REM.. s A' 7" 'Ace" •5010" 2-•5 2-•5 TYP WALL REINFORCING LOADING SUMMARY span:=13 ft+6.75 in Purlin Span Bearing on Wall hwall 21 f t+6 in T/O Wall DBE:=20 f t+0 in Deck Bearing Elevation at Wall hapenang:=7 ft+4 in Height of Opening t:=7 in Wall Thickness w:=4 ft+4 in Opening Width El T-345 Washington Square RRP 03/21/2022 Dl:=15 psf Roof Dead Load SL:=25 psf Roof rain on Live Load WL:=20.1 psf Wind Load WLpara:=33.8 psf Parapet Wind Load Dlwall:=87 psf Wall Weight E2 2300 Berkshire Lane North Project: 345 VAAP1ym uth MN,55441 (763)55B-9100 Fax(763)559-0378 By: RRP Date: 09-Jun-22 Concrete Tilt-Up Wall Design Code:ACI 318-11 Description: Typ 4'-4"LEFT JAMB Wall Loading Service Wall Loads Vertical(Ibs/ft) Out-of-Plane(psf) Dead= 101.71875 Wind= 12.06 Live Roof= 169.53125 Earthquake= 2429 Snow= 0.0 Sos= 0.694 Wall Reinforcement All OK? Total Effecive Jamb Width 115 in #of Bars In Jamb(Each Face) 11 OK Jamb Width'L' 115 in Left Opening Width 4.33 ft Typical Bar Spacing 0 in Right Opening Width 0 ft Jo Magnification Factor 1.23 Tilt-Up Wall Properties Verical Wall Loads Eccentricity 5,125 in Roof Height 20.00 ft Sno Parapet Height 1.50 ft Wall Thickness 7 in Reveal Depth 0.75 in f'c 4,000 psi (Concrete Compressive Strength) Pwaii 1.01 kips (Wall Weight at Mid-Height of Wall) Vertical Reinforcement #5 Spacing vertical 11.50 in Effective Area of Reinforcement A.-vertical 0.32 in2/ft Vertical Bar Diameter 0.625 in fy 60,000 psi (Reinforcing Yield Stress) Centered 0 18 in #N/A in2/ft #N/A "d"Dimension 3.063 in (Depth of Tensile Reinforcement) 0.85 (See Sect.10.2.7.3) Es 3605 ksi (Young's Modulus,Concrete) ES 29000 ksi (Young's Modulus,Steel) n 8.044 (Modular Ratio of Elasticity) 14.8-Alternative Design of Slender Walls Check to See If Method Can Be Used: 14.8.2.1 Maximum Moment and Deflection Occurs at Midspan Yes OK *It is conservative to not account for the parapet due to its moment and deflection reducing effects* 14.8.2.2 Crossection Is Constant Over The Height Of The Panel Yes OK 14.8.2.3 Failure Mode Must Be Tension Controlled -Verify wall failure method under all load combinations listed below. min = 0.90 => Failure Mode= Tension Failure OK 14.8.2.4 $Mn>Mcr E3 4 244.1406 in4 (Gross Moment of Inertia) Yt 3.5 in (Distance from Centriod to Extreme Fiber in Tension) fr 474.3 psi (Modulus of Rupture)(Eq.9-10) Mc, 33.09 in-kips (Moment at Cracking)(Eq.9-9) OW= 51.78 > Mcr= 33.09 OK 14.8.2.6 Pc/A9<0.06*f c 2.44 < 240 psi OK Check Panel Stength: Flexural Failure Load Cobinations Section 9.2 Puma'(k) M (in-k) t Mode Mu(in-k) (pMa (in-k) OW>M„ 1.4D (Eq.9-1) 1.90 0.64 0.90 Tension 59.80 53.82 OK 1.2D+0.5Lr (Eq.9-2) 1.73 0.83 0.90 Tension 59.36 53.42 OK 1.2D+0.5S (Eq.9-2) 1.63 0.55 0.90 Tension 59.09 53.18 OK 1.2D+1.6Lr+0.8W (Eq.9-3) 1.96 10.97 0.90 Tension 59.95 53.96 OK 1.2D+1.6S+0.8W (Eq.9-3) 1.63 9.37 0.90 Tension 59.09 53.18 OK 1.2D+1.6W+0.5Lr (Eq.9-4) 1.73 18.88 0.90 Tension 59.36 53.42 OK 1.2D+1.6W+0.5S (Eq.9-4) 1.63 18.26 0.90 Tension 59.09 53.18 OK (1.2+0.2SDs)D+1.0E+0.2S (Eq.9-5) 1.82 23.57 0.90 Tension 59.58 53.62 OK 0.9D+1.6W (Eq.9-6) 1.22 17.10 0.90 Tension 58.03 52.23 OK (0.9-0.2Sps)D+1.0E (Eq.9-7) 1.03 20.83 0.90 Tension 57.54 51.78 OK Putotar Factored Roof Load In Addition To Factored Self-Weight of Wall @ Mid-Height M„= Factored Moment Including Seconday Effects $= Strength Reduction Factor(Section 9.3) Mr,= Nominal Moment Strength Check Tilt-Up Wall Deflection: Pa 1.57 k (Service Roof Load In Addition To Self-Weight of Wall©Mid-Height) Msa 12.83 in-kips (Moment Due To Service Loads) Mactuat 12.98 in-kips (Moment Due To Service Loads Including Seconday Effects) Mcr 33.09 in-kips (Moment at Cracking)(Eq.9-9) Mcr= 0.23 in Au= 5.51 in Lc/150 1.60 in (Max Allowable Deflection) As= 0.09 As= 0.09 < Ls/150= 1.60 OK E4 VAA 2300 Berkshire Lane North Project: 345 FaxPlymouth MN,55441. ( 5S9 9100 Fax(763)ss9.o378 By: RRP Date: 09-Jun-22 Concrete Tilt-Up Wall Design Code:ACI 318-11 Description: Typ 4'-4" RIGHT JAMB Wall Loading Service Wall Loads Vertical(Ibs/ft) Out-of-Plane(psf) Dead= 101.71875 Wind= 12.06 Live Roof= 169.53125 Earthquake= 24.29 Snow= 0.0 Sps= •0.694 Wall Reinforcement All OK? Total Effecive Jamb Width 73 in #of Bars In Jamb(Each Face) 7 OK Jamb Width'L' 73 in Left Opening Width 4.33 ft Typical Bar Spacing 0 in Right Opening Width 0 ft Jo Magnification Factor 1.36 Tilt-Up Wall Properties Verical Wall Loads Eccentricity 5.125 in Roof Height 20.00 ft Sno Parapet Height 1.50 ft Wall Thickness 7 in Reveal Depth 0.75 in f'c 4,000 psi (Concrete Compressive Strength) Pwall 1.01 kips (Wall Weight at Mid-Height of Wall) Vertical Reinforcement #5 Spacin9verecei 12.17 in Effective Area of Reinforcement A- .-vertical 0.31 in2/ft Vertical Bar Diameter 0.625 in fy 60,000 psi (Reinforcing Yield Stress) Centered 0 18 in #N/A in2/ft #N/A "d"Dimension 3.063 in (Depth of Tensile Reinforcement) 131 0.85 (See Sect.10.2.7.3) Ec 3605 ksi (Young's Modulus,Concrete) ES 29000 ksi (Young's Modulus,Steel) n 8.044 (Modular Ratio of Elasticity) 14.8-Alternative Design of Slender Walls Check to See If Method Can Be Used: 14.8.2.1 Maximum Moment and Deflection Occurs at Midspan Yes OK *It is conservative to not account for the parapet due to its moment and deflection reducing effects* 14.8.2.2 Crossection Is Constant Over The Height Of The Panel Yes OK 14.8.2.3 Failure Mode Must Be Tension Controlled -Verify wall failure method under all load combinations listed below. min i= 0.90 => Failure Mode= Tension Failure OK 14.8.2.4 (1)Mn>Mcr E5 Ig 244.1406 in4 (Gross Moment of Inertia) Yt 3.5 in (Distance from Centriod to Extreme Fiber in Tension) fr 474.3 psi (Modulus of Rupture)(Eq.9-10) Mot 33.09 in-kips (Moment at Cracking)(Eq.9-9) 4tM„= 49.58 > M5,= 33.09 OK 14.8.2.6 P/Ag<0.06*f o 4.25 < 240 psi OK Check Panel Stength: Flexural Failure Load Cobinations Section 9.2 Putotat(k) Mu (in-k) (I) Mode M (in-k) (M (in-k) OW>M„ 1.4D (Eq.9-1) 2.10 0.71 0.90 Tension 57.61 51.85 OK 1.2D+0.5Lr (Eq.9-2) 1.92 0.95 0.90 Tension 57.12 51.41 OK 1.2D+0.5S (Eq.9-2) 1.80 0.60 0.90 Tension 56.82 51.14 OK 1.2D+1.6Lr+0.8W (Eq.9-3) 2.17 12.68 0.90 Tension 57.78 52.01 OK 1.2D+1.6S+0.8W (Eq.9-3) 1.80 10.74 0.90 Tension 56.82 51.14 OK 1.2D+1.6W+0.5Lr (Eq.9-4) 1.92 _ 21.69 0.90 Tension 57.12 51.41 OK 1.2D+1.6W+0.5S (Eq.9-4) 1.80 20.92 0.90 Tension 56.82 51.14 OK (1.2+0.2Sos)D+1.0E+0.2S (Eq.9-5) 2.01 27.13 0.90 Tension 57.37 51.63 OK 0.9D+1.6W (Eq.9-6) 1.35 19.40 0.90 Tension 55.64 50.08 OK (0.9-0.2Sos)D+1.0E (Eq.9-7) 1.14 23.53 0.90 Tension 55.09 49.58 OK Pursue Factored Roof Load In Addition To Factored Self-Weight of Wall @ Mid-Height Mu= Factored Moment Including Seconday Effects •= Strength Reduction Factor(Section 9.3) M = Nominal Moment Strength Check Tilt-Up Wall Deflection: Ps 1.73 k (Service Roof Load In Addition To Self-Weight of Wall©Mid-Height) Msa 14.19 in-kips (Moment Due To Service Loads) Mactuat 14.36 in-kips (Moment Due To Service Loads Including Seconday Effects) M, 33.09 in-kips (Moment at Cracking)(Eq.9-9) Aor= 0.23 in An= 5.45 in 14150 1.60 in (Max Allowable Deflection) As= 0.10 As= 0.10 < Lo/150= 1.60 OK E6 T-345 Washington Square RRP 05/03/2022 INTEIROR DOOR CHECK (E) WALL FOR 3'-4" DOOR t i } 0.8 ITg 411 WAU SCHEME tJ ,.. MARK Ertl THICKNESS REYNFORCEMENT JAMS STEEL. CURTAIN REMARKS i�ElT�sr.rg I vERTlcx NORlzarta tEITEE•91..6. $1 � ITFE w-6$ WI 1500 12' #54#16'o.c. /401Wo.v. 2-#6 ONES 00081E 1YPIGLL FOR it WALL 10)TFE.94.8. W2 1500_ at 0506'o.c. /406`o.c. 2-#6 BARS BOMBE AT PEAS 1500 1Y /5o1NPam {4016'ac. TICUBLE ABOVE OPN05. W3 2500 B' /6016'o.c. /4016'o.c. 2-#6 BARS SINGLE TYPICAL FOR 6'WALL 'R 10f f SA601 OWE .)UM)1r DC°£" TYP WALL REINFORCING {E)tl'WUNG l AND FOOTING IE)TFE=90-0` ® 3EE1, DOOR PLAN LOADING SUMMARY span:=6 ft+10.75 in Purlin Span Bearing on Wall hwall:=20 ft+0 in T/O Wall DBE:=20 ft+0 in Deck Bearing Elevation at Wall hapening:=7 ft+4 in Height of Opening t:=7.625 in Wall Thickness w:=3 ft+4 in Opening Width Fl T-345 Washington Square RRP 05/03/2022 D1:=15 psf Roof Dead Load SL:=25 psf Roof rain on Live Load LL:=5 psf INTERIOR LATERAL LOAD F2 Project:i5 Washington SQ Tigard, Page: By: RRP Date: 29-Feb-08 CMU Slender Wall Design (Strength Design) Code: ACI 530-13 Description: INTERIOR DOOR- Plan North Jamb Concrete Masonry Unit Properties Nominal CMU Thickness 8 in Concrete Weight(Nornal or Lightweight) NWC f'm 2500 psi (Compressive Strength of Masonry) Actual Thickness of CMU 7.625 in Actual Width of CMU Face Shell 1.25 in (Varies with CMU thickness) Actual Width of CMU Single Core plus webs 8.3125 in (Typically 8.3125 inches) Spacing of Reinforcment 16 in Bar Size #6 As 0.44 in` (Area of Steel-One Bar) fy 60000 psi (reinforcing yield stress) Reinforcement Location _ Centered d 3.81 in (depth of reinforcing) rg 0.0036066 (radius of gyration) r 0.00722 (radius of gyration) Es 29000000 psi (Young's Modulus, Steel) Em 2250000 psi (Young's Modulus, CMU) n 12.888889 (Ratio of Young's Modulus) fr 125 psi (Modulus of Rupture) Ig 504.86097 in4 per 16 in of width (Gross Moment of Inertia) Mcr 16552.819 Ib*in per 16 in of width (Moment at Cracking) (Eqn 3-32) Ase 0.4630406 in`per 16 in of width (Effective Area of Steel) a 0.8171305 in (Depth of Stress Block)(Eqn 3-28) c 0.96133 in (Depth of neutral axis) Icr 53.168719 in4 per 16 in of width (Cracked Moment of Inertia) h 0.00 ft (Parapet height-Cantilever) h 20.00'ft (Wall height-Simple span) Wall Loading Axial Loads Roof Dead Load 67.2;plf (Service Level) Roof Live Load 112.1;plf (Service Level) Eccentricity 3 in Wall Weight 75 psf Dead Load Factor 1.2I (See applicable code) Live Load Factor 0.5 (See applicable code) Service Wall Weight at Mid-Wall Height(P5W) 1000.1 lbs per 16 in of width Factored Wall Weight at Mid-Wall Height(P,,,N) 1200.1 lbs per 16 in of width Service Wall Weight at Roof Level(PSH,p) 0.1 lbs per 16 in of width Factored Wall Weight at Roof Level(P,,,,,,P) 0.1 lbs per 16 in of width Service Roof Load (Psf) 239.1 lbs per 16 in of width Factored Roof Load (PLO 182.3 lbs per 16 in of width 1 F3 • Project: T345 Washington SQ Tig� Page: By: RRP Date: 29-Feb-08 CMU Slender Wall Design (Strength Design) - Continued Code: ACI 530-02 Wall Loading - Continued Lateral Loads Parapet Wind Load 5.0;psf (Service Level) Wall Wind Load 6.0 psf (Service Level) Equivalent(Parapet) Seismic Coeff. 0.2776 (See applicable code) Equivalent(Wall)Seismic Coeff. 0.2776 (See applicable code) Wind Load Factor 1.6 (See applicable code) Seismic Factor 0 (See applicable code) Service Wall Wind Load 7.47 plf per 16 in of width 5.60 plf per ft Service Parapet Wind Load 7.47 plf per 16 in of width 5.60 plf per ft Service Seismic Load(Wall) 31.11 plf per 16 in of width 23.33 plf per ft Service Seismic Load(Parapet) 31.11 plf per 16 in of width 23.33 plf per ft Factored Wind Load 11.96 plf per 16 in of width 8.97 plf per ft Factored Wind Load 11.96 plf per 16 in of width 8.97 plf per ft Factored Seismic Load (Wall) 0.00 plf per 16 in of width 0.00 plf per ft Factored Seismic Load (Parapet) 0.00 plf per 16 in of width 0.00 plf per ft Code Checks Axial Stress in wall must be less than 0.05*f m per Eq. 21-32 Ag 82.6 in2 h'/t 31.5 (Pu+Pur)/ (Eqn 3-23) Ag= 16.7 psi < 0.05*fm= 125 psi OK or (Pu+P„r)/ (Section 3.2.5.5) Ag= 16.7 psi < 0.2*fm= 500 psi and h'/t= 31.5 <30 NA Service Load Deflections Wind(Simple Span) 0.0257 in < 0.007*h = 1.68 in (Eqn.3-29) OK Wind(Cantilever) 0.0000 in < 0.007*h = 0.000168 in OK Seismic(Simple Span) 0.2255 in < 0.007*h = 1.68 in OK Seismic(Cantilever) 0.0000 in < 0.007*h = 0.000168 in OK Factored Load Deflections Wind(Simple Span) 0.0396 in Wind(Cantilever) 0.0000 in Seismic(Simple Span) 0.0015 in Seismic(Cantilever) 0.0000 in Calculate Nominal Moment Capacity (Eqn 3-27) M„ 94500.144 lb*in per 16 in of width 70875 lb*in per ft (Section 3.1.4.2) (I)= 0.90 C'M„ 85050.13 lb*in per 16 in of width 63788 lb*in per ft Factored Moments (See iteration sheets) Wind(Simple Span) M„ 7501.3 lb*in per 16 in of width 5626 lb*in per ft OK Wind(Cantilever) M„ 0.0 lb*in per 16 in of width 0 lb*in per ft OK Seismic(Simple Span) M„ 275.5 lb*in per 16 in of width 207 lb*in per ft OK Seismic(Cantilever) M„ 0.0 lb*in per 16 in of width 0 lb*in per ft OK 1 F4 Project:i5 Washington SQ Tigard, Page: By: JML Date: 29-Feb-08 CMU Slender Wall Design (Strength Design) Code: ACI 530-13 Description: Jamb to the right from exterior of opening Concrete Masonry Unit Properties Nominal CMU Thickness 8 in Concrete Weight(Nornal or Lightweight) NWC f'm 2500 psi (Compressive Strength of Masonry) Actual Thickness of CMU 7.625 in Actual Width of CMU Face Shell 1.25 in (Varies with CMU thickness) Actual Width of CMU Single Core plus webs 8.3125 in (Typically 8.3125 inches) Spacing of Reinforcment 16 in Bar Size #6 As 0.44 in2 (Area of Steel-One Bar) fy 60000 psi (reinforcing yield stress) Reinforcement Location Centered d 3.81 in (depth of reinforcing) r9 0.0036066 (radius of gyration) r 0.00722 (radius of gyration) ES 29000000 psi (Young's Modulus, Steel) Em 2250000 psi (Young's Modulus, CMU) n 12.888889 (Ratio of Young's Modulus) fr 125 psi (Modulus of Rupture) Ig 504.86097 in4 per 16 in of width (Gross Moment of Inertia) Mcr 16552.819 lb*in per 16 in of width (Moment at Cracking) (Eqn 3-32) ASe 0.4656997 ill`per 16 in of width (Effective Area of Steel) a 0.821823 in (Depth of Stress Block) (Eqn 3-28) c 0.9668506 in (Depth of neutral axis) Is, 53.340333 in4 Per 16 in of width (Cracked Moment of Inertia) h 2.00 ft (Parapet height-Cantilever) hr 19.50 ft (Wall height-Simple span) Wall Loading Axial Loads Roof Dead Load 48.7 plf (Service Level) Roof Live Load 81.1 plf (Service Level) Eccentricity 5'in Wall Weight 75 psf Dead Load Factor 1.2 (See applicable code) Live Load Factor 40.5 (See applicable code) Service Wall Weight at Mid-Wall Height(P„) 1175.0 lbs per 16 in of width Factored Wall Weight at Mid-Wall Height(P„) 1410.0 lbs per 16 in of width Service Wall Weight at Roof Level(PsWP) 200.0 lbs per 16 in of width Factored Wall Weight at Roof Level(Pimp) 240.0 lbs per 16 in of width Service Roof Load(Psf) 173.1 lbs per 16 in of width Factored Roof Load(P, ) 132.0 lbs per 16 in of width 1 F5 • Project: T345 Washington SQ Tig Page: By: JML Date: 29-Feb-08 CMU Slender Wall Design (Strength Design) - Continued Code: ACI 530-02 Wall Loading - Continued Lateral Loads Parapet Wind Load 20.3''psf (Service Level) Wall Wind Load 12.1 psf (Service Level) Equivalent(Parapet)Seismic Coeff. 0.2776 (See applicable code) Equivalent(Wall)Seismic Coeff. 0.2776 (See applicable code) Wind Load Factor 1.6' (See applicable code) Seismic Factor 0 (See applicable code) Service Wall Wind Load 25.05 plf per 16 in of width 18.79 plf per ft Service Parapet Wind Load 42.12 plf per 16 in of width 31.59 plf per ft Service Seismic Load (Wall) 43.24 plf per 16 in of width 32.43 plf per ft Service Seismic Load (Parapet) 43.24 plf per 16 in of width 32.43 plf per ft Factored Wind Load 40.08 plf per 16 in of width 30.06 plf per ft Factored Wind Load 67.39 plf per 16 in of width 50.54 plf per ft Factored Seismic Load(Wall) 0.00 plf per 16 in of width 0.00 plf per ft Factored Seismic Load (Parapet) 0.00 plf per 16 in of width 0.00 plf per ft Code Checks Axial Stress in wall must be less than 0.05*f m per Eq. 21-32 A9 82.6 in` h'/t 30.7 (Puw+Pur)/ (Eqn 3-23) A9= 18.7 psi < 0.05*fm= 125 psi OK or (P +Pur)/ (Section 3.2.5.5) A9= 18.7 psi < 0.2*fm= 500 psi and h'/t= 30.7 <30 NA Service Load Deflections Wind (Simple Span) 0.0744 in < 0.007*h = 1.638 in (Eqn.3-29) OK Wind (Cantilever) 0.0001 in < 0.007*h = 0.336 in OK Seismic(Simple Span) 0.5227 in < 0.007*h = 1.638 in OK Seismic(Cantilever) 0.0001 in < 0.007*h = 0.336 in OK Factored Load Deflections Wind(Simple Span) 0.4300 in Wind(Cantilever) 0.0002 in Seismic(Simple Span) 0.0017 in Seismic(Cantilever) 0.0000 in Calculate Nominal Moment Capacity (Eqn 3-27) Mn 94977.272 lb*in per 16 in of width 71233 bin per ft (Section 3.1.4.2) 0= 0.90 (121Mn 85479.545 Ib*in per 16 in of width 64110 lb*in per ft Factored Moments (See iteration sheets) Wind(Simple Span) M„ 23851.7 lb*in per 16 in of width 17889 lb*in per ft OK Wind (Cantilever) M„ 1617.5 lb*in per 16 in of width 1213 lb*in per ft OK Seismic(Simple Span) M„ 332.5 lb*in per 16 in of width 249 lb*in per ft OK Seismic(Cantilever) M„ 0.0 lb*in per 16 in of width 0 lb*in per ft OK 1 F6 Interior Opening Project Name: 345 Washington Square L14 By: RRP Loads for Openings in Existing Walls - CMU p C J E h� Properties and Geometry ii lM „ i Wall Height: hw:=20•ft a - pig Wall Thickness: tw:=7.625•in Actual 1 ( E li Bar Spacing: sb:=16•in Wall Self Weight: qw:=63•psf 71 ,„j Fully Grouted Wall Weight: qwf:=86•psi ft �� ''; � � :. 7 SLAB Opening Width: Lo:=3.33• Opening Height: ho:=7.33.ft Masonry Net Compressive fm:=2500-psi Strength,fm: Lintel Bearing Length: Lb,g:=8•in Each End, 4"Min forArching Lintel center from inside yp:_—1.295•in Positive for HSS, y �` Y face of wall: negative for Angles �, �� r;��� Control Joint over opening? (yes or no) CJ:="no" r l`� � ' i b y -. , Control Joint Location x 7.5• t Set to 99ft if noill -l'" -i 's` ''� I' �J`_— f CJ near opening from left edge of Opening: ` llitNitrIgiiii Length of Bay or �_' L • r Roof Length Span to Wall: LS:=8•ft 1111 Deck Span ���) • _«no„ If Load is within Concentrated Load? P �`d� (yes or no): [oad hw/4 of opening Location from left edge of xp:=0•ft opening: Set to Oft if none Concentrated Load Trib wp,.:=0•ft width, parallel to wall: Set to 0 ft if none Tribr:=0.5•Ls Concentrated Load Trib Ipr:=0•ft z length, perpendicular to wall: Set to 0 ft if none Tribe:=wpr•Ipr Tribp=0 ft F7 Project Name: 345 Washington Square Interior Opening VAR By: RRP Applied Loads Roof Dead Load: qpr:=15•psf Roof Live Load Reduction: Roof Live Load: gLro:=20•psf Reducible:_"yes" Flat Roof Snow Load: qs:=25•psf AT:=Tribp+Tribr•L. Snow Drift Surchange: qpd:=0.001•psf Snow Drift Length: lsd:=0.001•ft RI:=if(AT.<200•ft2 ,1,if(AT>600•ft2 ,0.6,1.2—0.0012 f )J Wind Load (CC): qw:=5•psf RI=1 Seismic Coefficient: Sos:=0.694 R2:=1.0 1.0 For Flat Roofs qLr:=gtro•RI•R2 qLr=20 psf Snow Load with Drift: Uniform Load: For Drift Length <Span For Drift Length > Span WIs:=gpd•lsd•0.5 WIs=(5•10-7 pl q2s:=qpd— qpd•1Isd—Ls) q2s=8 psf I sd ais:_ 3 ais=(3.333.10-4)ft Ls 3 a2s•:=3 a2s=2.667 ft bls.:=Ls.—ais b1s=8 ft b2s:=Ls—a2s b2s=5.333 ft H'Sr'=ifllsd<Ls>wis• Lis >I(gpd—g2s)•Ls.•0.5• Ls/+g2s•Ls•0.5J+gs•Tribr Ns, s l` s Uniform Snow Load Point Load: Span: Lps:=2•1pr Lps=(2.10-3)ft For Drift Length> Span For Drift Length <Span 7 g2Ps:=qpd— gpd.(isd—Lps) g2P sf W IP,'=qpd•Isd•0.5 W IPs=(5.10 )plf Isd s=0.002 p aiPs:= �� aiPs=(3.333.10—4)ft a2Ps:=L—ass a2Ps=(6.667.10 kips:=LPs—aiPs b1Ps=0.002 ft b2Ps:=LPs—a2Ps b2ps=0.001 ft PS:=(if(lSd<LPSwIPS. blP � b s > (gd—g2Ps>'LPs'05• 2Psl+g2Ps'Lps•0.5J+gS'IPr •WPr LPs p LPs PS 1 Point S Roof Loads on Wall: F8 Project Name: 345 Washington Square Interior Opening VI11 By: RRP Dead WDr =qDr•Tribr wUr=60 plf PUr'=if(Proud="Yes",Tribp'qUr,0•kip) PUr=0 ki Live WLr =qLr•Tribr wLr=80 plf PLr'=if(Pioad="yes",Tribp•qLr,0•kip) PLr=0 kii Snow wsr=100 plf Psr°=tf(Ptoad="Yes"'Ps,0•kip) Psr=0 kij F9 Project Name: 345 Washington Square Interior Opening iA4 By: RRP Arching Action Analysis Total Service Load On Arch Effective Lintel Length: Leff:=2•Lb,g+La Leff=4.663 ft Height Above Lintel: ha:=hw—ha—8•in ha=12.003 ft Total Force Above Arch: PAcch:=Leff.(wDr+max(WLr Ws,))+Ppr+max(PLr+Psr)+((ha-0.5•Leff +0.25•Lelf�'Leff'9w PAcch= Horizontal Thrust Force: H:=0.5•PArch H=1965 lbf Allowable Shear Stress: f„:=min(\/fa,•psi ,50•psi) f„=50psi Jamb Width: LJ:=if(xca<0,Ixc✓l—Lb,g,xcJ—Lo—Lbrg) LI=82 in Shear Area: A,,:=if(sb=8•in,LJ•t,,,,if(LJ>8•in,8•in•tw+(Lj-8•in)•2.1.25•in,Li•t,,,)) Assumes the Core Adjacent to the CJ is Fully Grouted, and the face shell thickness is 1 1/4" A„=246 in2 Resisting Thrust Force: HR:=2•A„•f„ HR=24600 lbf Reauirements to Consider Arching Action: Wall Height to Develop 45 deg arch + 8in WallHeight:=if(ha>0.5•Leff+8•in,"OK","NG") 4" Minimum Lintel Bearing LintelBrg:=if(Lb,g>4•in,"OK","NG") No Control Joints Over the Opening ControlJt:=if(CJ="no","OK","NG") Jamb is Sufficient Width to Resist Thrust: Jamb Width:=if(H<HR,"OK","NG") WallHeight="OK" LintelBrg="OK" ControlJt="OK" Jamb Width="OK" Arching Action? Arch:="yes" (yes or no) F10 Project Name:345 Washington Square "a a Interior Opening By: RRP Lintel Load Determination Point Load. if present P load="no" a=concentrated load dispersion' Concentrated Load Dispersion: Beam Height Above the Opening ho h„,—ho ha=12.67ft Width Controlled by Wall Opening Height: ao:=if(ha>0.5•h,„,0.5•k,„,ha) ao=10 ft Width Controlled by Control Joint: au:=2•Ixcj—xpl au=15 ft wp. Concentrated Load Dispersion: _ Clear span :=min(ao,acJ) ap=10 ft - Lintel Effective span Loads Applied to Header: xp=Oft ap=10ft Notes: 1) The 2005 NEW(ref 2c)provides forthe concentrated load Dead: PD:=qpr•Trib p PD=0 kip to be distributed at a 45°angle rather than at a 1:2 slope as required by the 2(408 and 2011 M.SI( (refs_2a and 2b) PD wPD=°Plf 2) For running bond,the concentrated load dispersion termi- ap notes at:half the wall height,a movement joint,the end of Live: PL,.:=qL,.•Trib p P Lr=0 kip the wall,or an opening—whichever provides the smallest length_For other than running bond,the concentrated load is pen/lined to he distributed through the bond beam but P wnr — wnr=0 not across head joints.below the bond beam. Pli ap Snow: Ps Psr Ps=0 kip Ps wps:=— wps=0 ap Eli Project Name: 345 Washington Square Interior Opening VMBy: RRP Lintel Loads Determination, Cont'd Dead Loads Wall Panel Weight: WDsw:=if(Arch="yes",0.5•(Lo+Lb,g),ha)•q„, wD,.,,,=125.895 plf Roof Dead Load: wDr:=if(Arch="yes",0•plf,Tribr•qDr) wDr=0 plf Point Dead Load: WDp:=if(Arch="yes",0•plf,WpD) WDp=O plf ap=10 ft Over length "a", centered at location"x" Live Loads Roof Live Load: wLr:=if(Arch="yes",0•plf,Tribr•qi) WLr=0 plf Point Live Load: wLrp:=if(Arch="yes",0•plf,wpLr) wLrp=0 plf ap=10 ft Over length "a", centered at location"x" Snow Loads Roof Snow Load: wsr:=if(Arch="yes",0•plf,war) wsr=0 Plf Point Snow Load: wsp:=if(Arch="yes",0•plf,wps) wsp=0pf ap=10ft Over length "a", centered at location"x" Vertical Seismic Loads Wall Panel Seismic: WEvsiv:=0.2•SDS•WDs,,, WEvsw.=17.5 plf Roof Seismic: wEvr:=0.2•SDs•wDr wEvr=O pf Point Dead Load: wEvp:=0.2•SDS•WDp wEvp=0 plf ap=10 ft Over length "a", centered at location"x" F12 Project Name: 345 Washington Square Interior Opening VA4 By: RRP Loads for Lintel Analysis with RISA w is vertical load. t is torsional load Load Eccentricty: a:=0.5•t„,+yp e=2.518 in ----_e 1" /-e-/ yC{ /r/ Effective Lintel Length: Leff=4.663 ft p Uniform Input Loads ii � '� ,j Lead wuD:=if(Arch="yes",0•Pf,WD.nr+wDr) wup=OPf �I ', �: � + II r Mt tuD:=wuD•e _ lbf•in x } tuD-0 ft O��i` � t Live Roof °, I 1 w —if(Arch="yes" 0•plf w ) w =0 plf ��'� uLr:= > > Lr uLr— tuLr:=wuLr•e Ibf•in tuLr O f Snow t wus:=if(Arch="yes",0•pf,War) wuS=OPIf tus:=wus•e Uniform toad lbf•in tus=0 ft Vertical Seismic wuEv:=if(Arch="yes",0•p f,WEvsw.+WEvr) wuEv=0 p f Triangular load tuE, := jwuEv•e lbf•in tuEv—0 ft Concentrated loads Partial Uniform Input Loads All Partial Loads are Applied over Length a, centered on point x Ufrom the edge of opening. Start/End RISA Input calc'd below: ort over gp a�riat�n t� Start:=max(0•ft,xp-0.5•ap+0.5•Lbw) Start=0 ft End:=min(0.5•Lb,g+xp+0.5•ap,Leff) End=4.663 ft Lintel / Dead Clear span 0 l Effective span' wpD:=wDP wpD— Pf tpD.=wpD.e tpD-0 lbf•in Live ft wpLr:=wLrP wpLr=O Pf tpLr:=wpLr•e lbf•in tpLr=O f Snow t w.,,,:=wC0 w_,=0 nlf F13 Project Name:345 Washington Square Interior Opening By: RRP -do ai P. i ✓ tps._wps•e lbf•in tps=0 ft Vertical Seismic WpEv:-W EvP wpEv=0 pif tpEv:=wpEv•e lbf•in t 0 pEv= ft Triangluar Input Loads for Lintels with Arching Action: Dead W tDmax:=if(Arch="yes",wD ,,0•plf) w1Dmax=125.9 plf ttDmax:=W tDmax•e lbf•in ttDmax=317 ft Vertical Seismic wtEvmax:=if(Arch="yes",wEvsw,0•pl.) wjEvmax=17.5 plf ttEvmax:=W tEvmax•e lbf•in ttEvmax=444 f t F14 Project Name:345 Washington Square Interior Opening Vi14 By: RRP Loose Lintel Design See AISC Design Guide 9 Appendix A for Torsional Properties of Single Angles, or calculate the properties per below Angle/Bent PI Size: L7x4x3/8 AISC D9 Values: y x Vertical Leg: d:=4•in 4 J:=0.2•in Outstanding Leg: b:=7•in Y' :=0.54•in6 ____ _.____ __ Thickness: t:=0.375•in c Calculate c:=d—t c=3.625 in aa:=2.64•in t Properties: a:=b—t a=6.625 in a (b2 +c•t) b x:— x=2.37 in 2•(b+c) Angle Section y._ (d2 +a•t) y=0.87in 2•(b+c) do:=d—t do=3.813 in 2 ba:=b—t bo=6.813 in 2 (do+bo)•t3 +t4 4 Torsional J:= J=0.19 in Section 3 Properties: t3 •(da3 +boa) 6 C,y:= C,,,=0.54 in 36 Es•C„, aa:= as=2.69 in G•J Toe Deflection due to Torsional Rotation: See AISC Design Guide 9 Appendix B Case 7 /a: LlI=20.82 at midspan z/I =0.5 as Torsional Function: Tf:=0.6 Torsional Load: ta:==max(tuD+tpU u+maxS(t +tpS tuLr+tpLr) ttUmax) ta—317 lbf•in � � — ft F15 Project Name: 345 Washington Square Interior Opening VJ� By: RRP t •a •L Leff Angle Rotation: 0:=Tf• G•J•2 0=(5.454.10-4) rad Toe Deflection: 41Oe:=atan(0)•(b—y) Arne=0.003 in Allowable Toe Deflection: 'Aloe allow 16'in Atoe.allow=0.063 in Check,aee:=if(Arne<4toe.allow'"OK","NG") Check,Oe4="OK" Loose Lintel Design, Cont'd See RISA Results for Bending and Shear Strength Checks using load input above. RISA Results: Vertical Deflection: AY:=0.016•in [Dz in RISA] Horizontal Deflection: AX:=0.005•in [Dy in RISA] Total Service Load at Ra:=215•lbf End from RISA results: Deflection of Single Angle, Limit to L/600: Total Deflection: A:=VA +42 A=0.017 in Leff Hallow — 600 Hallow=0.093 in Checka:=if(A<Aa1o,A,,"OK","NG") Checka="OK" Check Bearing at Each End: Torsional Reaction: Ta:=if Arch="yes", ta•Leff ta•Leff Ta=369 lbf•in 4 2 2 Abr:=Lbrg•(b—t) Abr=53 in Sbr:=Lb,�•(b—t) Sbr=58.521 i Bearing Area: 6 BearingStress: Ra Ta fa:=—+— fa=10 psi Abr Sbr Allowable Bearing Stress perACI Fa:=0.33•fm Fa=825 psi 530-13 Section 8.1.5 CheckBRG:=if(fa<Fa,"OK","NG") CheckBRG="OK" 8 in F16 L ._= • ZAX 00 k/ft 0.-1 , ` -NIS% III -0.126 k/ft 'NI% 1111111Stiohn. 19,k/ft Loads:BLC 1,DEAD SK-1 May 03,2022 Angle Lintel.r3d F17 4 Company : 5/3/2022 II RISDesignerobNumber : 7:17:30AM JChecked By: ANEMETSC HEKCOMPA Y Model Name : Node Coordinates Label X[ft] Y[ft] Z[ft] Detach From Diaphragm 1 N1 0 6 0 2 N2 4.67 6 0 Node Boundary Conditions Node Label X[k/in] Y[k/in] Z[k/in] X Rot[k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Member Primary Data Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 1 M1 ' N1 N2 270 L7X4X6 Beam Wide Flange A36 Gr.36 Typical Member Distributed Loads(BLC 1:DEAD) Member Label Direction Start Magnitude[k/ft, F, ksf, k-ft/ft]End Magnitude[k/ft, F, ksf, k-ft/ft Start Location[(ft, %) End Location[(ft, %) 2 M1 Y -0.126 -0.0126 %50 i %500 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DEAD DL -1 2 2 WIND WL Load Combinations Description Solve P-Delta BLC Factor BLC Factor 1 1.2DL+WL Yes Y DL 1.2 WL 1 Envelope Node Reactions No Data to Print... Envelope Maximum Member Section Forces No Data to Print.. AISC 15TH(360-16):LRFD Member Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir hi*Pnc[k] hi*Pnt[k phi*Mnyy[k-ft] phi*Mnzz[k-ft] Cb Eqn 11 1 1 M1 (L7X4X61 0.062 J 2.335' I;' 0.007 I 4.67 I z 1 94.09 1129.6 1 5.284 I 19.482 11.1711 H2-1 RISA-3D Version 19 [Angle Lintel.r3d I Page 1 F18