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Specifications R up aoal - o o as3 MI goo? Holt, et tre /06 OFFICE COPY APPROV "� TARGET REMODEL STRUCTURAL III CALCULATIONS IIFor Permit Issue , T 0345 T-0345 TARGET STORE 091 9009 SW Hall Blvd Tigard, OR 97223 II TARGET 07 October 2021 MIWASHINGTON Prepared for: N SQUARE, OR TARGET 1000 Nicollet Mall 111 Minneapolis, Minnesota 55403 glckuCTL, r41/4v- '' 4.0;\ U 4 , ab, • 4,,, (4/7/4 ill 1111111 EXPIRES 12/ 1 / MI IIPrepared by: 4 - Vie', . S ti� 4 9''3"4 `Yi y " � .gt' + i�iy dI7M.+ i� 4 VAA, LLC 111 Kelsey F. Brown, P.E., S.E. 2300 Berkshire Lane North, Suite No. 200 Registration Number: 78296 Plymouth, Minnesota 55441 Expiration Date: 12/31/2021 763.559.9100 TARGET — Washington Square, OR TABLE OF CONTENTS TOPIC PAGE 1) Design Criteria Al —A8 2)Exterior Opening Design B1 —B10 3)Evaluation of(E)Joists for New Bike Lift Cl —C3 4) Evaluation of(E)Joists for New Mechanical Units D1 —D3 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 Si=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 2300 Berkshire Lane North Project: T345 Washington vim Plymouth MN 55441 SQ (. )559.9100 Fax(763)5S -O 78 By: JML Date: 01-Oct-21 SNOW 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 pf min= 20.0 psf Importance Factor I = 1.0 Flat Roof Snow Load pf= 20.0 psf Flat Roof Rain on Snow Load to f+rafn= 25.0 psf Controlling Roof Load pf=I 25.0 Ipsf 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(hc) (hd max) Height Length (Pd max) Drift Location or Leeward (lu)(ft) (hc+hb) (ft) (ft) (ft) (hd) (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 THazards by Location Search Information Q Address: 9009 SW Hall Blvd, Tigard, OR 97223 271 ft-uver Coordinates: 45.4536288,-122.7788746 2e Hillsboroa land 0 Elevation: 271 ft aok Gresham Beaverton Timestamp: 2021-04-27T18:27:54.612Z 2a Mt. Natior Hazard Type: Wind Go gleMap 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 annroval by the aovernina building code&idles resnonsible for buildina code annroval 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 Berkshire Lane North Project: T345 Washin VAM Plymouth MN,55441 Page: + 3}sss its Fax( )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 11 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 6<_7° h <_60 ft Tributary Area (ft2) Zone 10 20 50 100 500 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 a 4/27/2021 ATC Hazards by Location arcHazards by Location Search Information Address: 9009 SW Hall Blvd, Tigard, OR 97223 uver 271 ft Coordinates: 45.4536288, -122.7788746 6 land Hillsboroo o 0 Elevation: 271 ft ° Beaverton Gresham Timestamp: 2021-04-27T18:25:44.975Z a �11t. Nano, Hazard Type: Seismic Reference ASCE7-16 Go gieMap data©2021 Google Document: 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 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ *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 IL 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) S1UH 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 2300 Berkshire Lane North Project: Washington Plymouth nri, _ 1 Square, OR tss ax76y ss to By: RAB Date: 01-Oct-21 SEISMIC BASE SHEAR COEFFICIENT Code: 2018 IBC Description: Washington Square, OR Building Information Building Type Bearing Wall-Ordinary precast shear walls V Response Coefficient R= 3.0 Overstrength Factor = 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 Si= 0.398 Site Class D w Default Seismic Risk Category 11 SIDS SDI Control Seismic Performance Category D D D Short Period Soil Factor Fa= 1.20 SIDS= 0.694 1 Second Period Soil Factor F„= 1.90 SDI= 0.505 TS= 0.728 Design Base Shear Coefficients V= SIDS/(R/IE)*W 0.231 (T<_ 1.5Ts) V=Spi/[(R/IE)*T]*W 0.889 V=SID1TL/[(R/IE)*T2]*W 75.231 V=0.044SIDsIE*W 0.031 V=0.5St/(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 >_ 0.2, Cs is modified. A8 T-345 Washington Square RRP 09/14/2021 DRIVE UP DOOR CHECK (E) WALL FOR 4'-4" DOOR (yc ) OFF \ B IF 16"" O.Cc.c, . HQ PERT R�7 16 AFF Al. B1D l 1NES.. a. 1, A.2 & T_10- ` 'A.t� 1, =F TYP WALL REINFORCING DOOR ELEVATION LOADING SUMMARY span:=4 ft+0.5 in Purlin Span Bearing on Wall hwail:=21 f t+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 B1 T-345 Washington Square RRP 09/14/2021 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 Wdl:=Dlwall•(2)=162.5 plf at peak B2 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 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) I9 504.86097 in4 per 16 in of width (Gross Moment of Inertia) Mar 16552.819 lb*in per 16 in of width (Moment at Cracking) (Eqn 3-32) Ase 0.4585264 in`per 16 in of width (Effective Area of Steel) a 0.8091642 in (Depth of Stress Block) (Eqn 3-28) c 0.9519578 in (Depth of neutral axis) lar 52.875414 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 45.1 plf (Service Level) Roof Live Load 75.1 plf (Service Level) Eccentricity 3 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(Paw) 1175.0 lbs per 16 in of width Factored Wall Weight at Mid-Wall Height(P„w) 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„,p) 180.0 lbs per 16 in of width Service Roof Load (Psf) 160.2 lbs per 16 in of width Factored Roof Load (Pd) 54.1 lbs per 16 in of width 1 B3 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 23.19 plf per 16 in of width 17.39 plf per ft Service Parapet Wind Load 38.99 plf per 16 in of width 29.24 plf per ft Service Seismic Load (Wall) 40.03 plf per 16 in of width 30.02 plf per ft Service Seismic Load (Parapet) 40.03 plf per 16 in of width 30.02 plf per ft Factored Wind Load 37.10 plf per 16 in of width 27.83 plf per ft Factored Wind Load 62.39 plf per 16 in of width 46.79 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 in` h'/t 30.7 (Puw+Pur)/ (Eqn 3-23) Ag= 13.5 psi < 0.05*fm= 125 psi OK or (PAW+Puy)/ (Section 3.2.5.5) Ag= 13.5 psi < 0.2*fm= 500 psi and h'/t= 30.7 < 30 NA Service Load Deflections Wind (Simple Span) 0.0681 in < 0.007Th = 1.638 in (Eqn. 3-29) OK Wind (Cantilever) 0.0001 in < 0.007*h = 0.336 in OK Seismic(Simple Span) 0.4228 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) 0.3253 in Wind (Cantilever) 0.0002 in Seismic(Simple Span) 0.0004 in Seismic(Cantilever) 0.0000 in Calculate Nominal Moment Capacity (Eqn 3-27) Mn 93688.432 Ib*in per 16 in of width 70266 Ib*in per ft (Section 3.1.4.2) 0= 0.90 lM„ 84319.589 lb*in per 16 in of width 63240 Ib*in per ft Factored Moments (See iteration sheets) Wind (Simple Span) M„ 21604.2 Ib*in per 16 in of width 16203 lb*in per ft OK Wind (Cantilever) Mu 1497.4 Ib*in per 16 in of width 1123 Ib*in per ft OK Seismic(Simple Span) MU 81.6 Ib*in per 16 in of width 61 Ib*in per ft OK Seismic(Cantilever) Mu 0.0 Ib*in per 16 in of width 0 Ib*in per ft OK 1 B4 Project:E5 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 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) f, 125 psi (Modulus of Rupture) I9 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 in`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) Icr 53.340333 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 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 0.5 (See applicable code) Service Wall Weight at Mid-Wall Height(Psw) 1175.0 lbs per 16 in of width Factored Wall Weight at Mid-Wall Height(P„W) 1410.0 lbs per 16 in of width Service Wall Weight at Roof Level(P5,,p) 200.0 lbs per 16 in of width Factored Wall Weight at Roof Level(P„wp) 240.0 lbs per 16 in of width Service Roof Load (PO 173.1 lbs per 16 in of width Factored Roof Load (P, ) 132.0 lbs per 16 in of width 1 B5 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*fm per Eq. 21-32 Ag 82.6 in` hit 30.7 (Pw+Pr)/ (Eqn 3-23) Ag= 18.7 psi < 0.05*fm= 125 psi OK or (PAW+Pur)/ (Section 3.2.5.5) Ag= 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 lb*in per ft (Section 3.1.4.2) (I)= 0.90 cIM„ 85479.545 lb*in per 16 in of width 64110 lb*in per ft Factored Moments (See iteration sheets) Wind (Simple Span) MU 23851.7 Ib*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 B6 Y // Z X ft .11 Oh 41111 4 4, ph. 111 111 • Loads:BLC 1,DEAD SK- 1 Oct 1, 2021 at 12:43 PM Angle Lintel.r3d B7 voirmirmirm Company : Oct 1, 2021 I IIRISA Designer : 12:44 PM Job Number Checked By Model Name : (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 15th(360-16): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10):ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-15: ASD Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM 1-15: ASD -Building Stainless Steel Code AISC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative) Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 17.0.4 [\...\...\...\...\...\...\...\...\02-Struct\B_New Drive Up Door'Angle Lintel.r3d] Page 1 Bs Company : Oct 1,2021 Job N Designerumber 12:44 PM Checked By. Model Name : (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 Ct Z .02 T X(sec) Not Entered T Z (sec) Not Entered RX 3 RZ 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 S1 1 TL(sec) 5 Risk Cat I or I I Drift Cat Other Om Z 1 OmX 1 CdZ 4 Cd X 4 Rho Z 1 Rho X 1 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Tem... Detach From Diaphragm 1 N1 0 6 0 0 2 N2 5.67 6 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Hot Rolled Steel Design Parameters Label Shape Length[... Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot...L-torq... Kyy Kzz Cb Function 1 M1 L7X4X6 5.67 Lbyy Lateral Member Distributed Loads (BLC 1 :DEAD) Member Label Direction Start Magnitude[k/ft,F,ksfl End Magnitude[k/ft,F,ksf] Start Locati... End Location[ft,%] 1 M1 Y 0 -.163 0 %50 2 M1 Y -.163 0 %50 0 RISA-3D Version 17.0.4 [\...\...\...\...\...\...\...\...\02-Struct\B_New Drive Up Door\Angle Lintel.r3d] Page 2 B9 : Oct 1, 2021 ICompanyIRISA Job Nu Designer : 12:44 PM Number Checked By. Model Name : Basic Load Cases BLC Description Category X Gra...Y Gra...Z Gra... Joint Point Distrib..Area(Memb...Surfa... 1 DEAD DL -1 2 2 WIND WL Load Combinations Description Solve PDelta SR...B... Fa...B...Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa... 1 1.2DL+WL Yes Y DL 1.2 1 Joint Reactions (By Combination) LC Joint Label X[k] Y Lk] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N 1 0 .324 0 0 0 0 2 1 N2 0 .324 0 0 0 0 3 1 Totals: 0 .647 0 4 1 COG (ft): X: 2.835 Y:6 Z: 0 MemberAlSC 15th(360-16):LRFD Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc... Dir phi*P... hi*P... hi*Mn...phi*Mnz... Cb Eqn 1 1 M1 L7X4X6 .115 2.835 .011 5.67 z I86.697I129.61 5.284 19.482 1.172 H2-1 RISA-3D Version 17.0.4 [\...\...\...\...\...\...\...\...\02-Struct\B_New Drive Up Door\Angle Lintel.r3d] Page 3 B10 T-345 Washington Square RRP 09/15/2021 EXISTING GLULAM CAPACITY DETERMINE THE EXISTING GLULAM SHEAR AND MOMENT CAPACITIES (E) GLULAM = 3 1/8X19 1/2 24F-V4 span:=26.5 ft BEAM SPAN d:=19.5 in BEAM DEPTH b:=3.125 in BEAM WIDTH Sx:=198 in3 BEAM SECTION MODULUS A:=60.94 in2 BEAM AREA MOMENT CAPACITY f b:=2400 psi CD:=1.15 LOAD DURATION FACTOR Cm:=1.0 WET SERVICE FACTOR Ct:=1.0 TEMP FACTOR C1:=1.0 1 i 1 BEAM STABILITY io io io 21 ft 12 in 5.125 inl C„:=min 1.0, s an) ( d ) •( b I =0.978 VOLUME FACTOR p / Cfu:=1.0 FLAT USE C,:=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=2699 psi ma:=fb-•Sx=534.405 kip•in Cl T-345 Washington Square RRP 09/15/2021 SHEAR CAPACITY fe:=560 psi fc:=Cm•Ct•Cb•fc=560 psi va:=fc'•I 3 I•A=22750.9 lbf V connection:=7310 lbf HW3.25 v:=min(va,vconnection)=7310 lbf C2 2300 Berkshire Lane N,Suite 200 Project: T345 Washington VAA Plymouth, MN 55441 Square Tigard, OR 763.559.9100 By: JML 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 19 1/2" 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 0 P7 0 0 (E)Joist Capacity New Loading VJOlsT 7310.0 Ibf 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 Sx:=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 BEAM STABILITY io io io 21 f t 12 in 5.125 in C„:=min 1.0, •( 1 •( 1 =0.964 VOLUME FACTOR span C f.:=1.0 FLAT USE C,:=1.0 CURVATURE FACTOR CI:=1.0 INTERACTION FACTOR Cb:=1.0 BEARING AREA (CONSERVATIVE) fbi:=fb•CD•Cm•Ct•Ci•Cv•C'fu•C'c•CI=2660.7 psi ma:=fb-•Sx=701.618 kip•in D1 T-345 Washington Square RRP 09/15/2021 SHEAR CAPACITY fc:=560 psi fc'°=Cnt•Ct•Cb•fc=560 psi Va:=fc'•13 I•A=26249.1 lbf V connection'=7310 lbf HW3.25 v:=min(va,V connection)=7310 lbf D2 2300 Berkshire Lane N,Suite 200 Project: Washington Square VM 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 22 1/2 Joist Spacing 8 ft Span Length(ft) 34 ft New Loading PDL 15 psf PLL 25 psf PLL_DRIFT 0 psf xLL DRIFT 0.00 ft additior,aI 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 P6 0 0 P7 0 0 (E)Joist Capacity New Loading VJoIST 7310.0 Ibf 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