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Specifications I ettP20.2e3--e.,.,a3 Structural Calculations I For OFFICE COPY I Tigard Towncenter Phase II I BuildingShellIm Improvements p ents I16200 SW Pacific Hwy Suite B, Tigard, OR Harsh Investment Properties D I January 10, 2020 Z ECEI` E Job Number— 19-T198 1/ JAN 1 3 2020 I S�AUcruF�g4. CITY OF TIGARD AFD F'OF£ BUILDING DIVISION' kI ��.c. G.NE Li(S 514111t• gi ts,OREGON l' Pr. 22 ,9- NN CJ 1 I'° TP� EXPIRES „ I ' These Calculations Are Void If Seal And Signature Are Not Original 141111 I OFFICE COPY FROELICH ENGINEER., I * * * LIMITATIONS * * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR ' LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON DENVER OFFICE 17700 SW Upper Boones Ferry RD. Suite 115 745 N W. Mt. Washington Drive, Suite 204 940 Kimbark St,Suite 3 Portland, Oregon 97224 Bend, Oregon 97701 Longmont Colorado 80501 i 503-624-7005/503-624-9770 FAX 541-383-1828 720-799-1001 I -44 FROELICH ENGINEERSI Scope of Work Client: Harsh Investment Properties Project: Tigard Town Center—Ace Hardware TI Remodel Phase II ' Project Number:Date: 19-T198 January 10, 2019 By: SNF Scope of Work: Froelich Consulting Engineers, Inc. (FCE) has provided full structural lateral and gravity design of the project per the 2015 International Building Code (IBC) and 2019 Oregon Structural Specialty Code (OSSC). ' Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich Consulting Engineers, Inc. did not design or review the details for the entire ' project. Project Description: These calculations are for tenant improvements in an existing single story CMU wall and structural brick building with a wood flexible diaphragm. The TI includes replacing existing wood framed canopies with new steel canopies with pho tie rods. The existing parapet has been heightened with light gauge stud framing at the CMU/Large Format Brick portion of the building. 1 1 1 www.froelich-engineers.com Q MAIN OFFICE 17700 SW Upper Boones Ferry Rd. Suite 115 Portland,Oregon 97223 503 624 7005 ❑ CENTRAL OREGON 745 NW Mt.Washington Dr.,Suite#204 Bend,Oregon 97703 541-383-1828 ❑ DENVER OFFICE 940 Kimbark St.,Suite#3 Longmont,Colorado 80501 720-799-1001 1 1 Client: Harsh Investment Properties Project: Ace Hardware Ti Proj.#: 19-T198 a-- Date: 1/12/2020 By: BPR FROELICH E Nr31NEER as Project Design Criteria Project Description Existing Strip Mall Open Web Roof Joist Exterior CMU Wall Slab on Grade Conventional Foundations Project Location Tigard Towne Square 16200 SW Pacific Highway,Tigard,OR Average Elevation=300 ft(approximate) General Building Department:City of Tigard OR Building Official: Phone Number:503-718-2439 Building Code(s):2015 International Building Code(IBC) 2019 Oregon Structural Specialty Code(OSSC) ASCE7-16 Snow Load Analysis for Oregon(3rd ed.December 2007) Roof Live Load: Ground Snow Load= 10 psf(Snow Load Analysis for Oregon 2007) Minimum Roof Snow Load= 25 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)= 1.00 (ASCE7-10 Table 1.5-2) Deflection Criteria= LJ240 Floor Live Loads: Retail Store Live Load= 100 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed= 120 mph(OSSC Figure 1609) Exposure= B Wind Importance Factor(Iw)= 1.00 (ASCE7-10 Table 1.5-2) Seismic Load: Occupancy Category= II (IBC Table 1604.5) Seismic Importance Factor(IE)= 1.00 (ASCE7.10 Table 11.5-1) Site Class= D * Mapped Spectral Acceleration Values(Ss)= 0.952 g Mapped Spectral Acceleration Values(SO= 0.419 g Design Spectral Response Parameter (Sns)= 0.710 g Design Spectral Response Parameter(SDI)= 0.441 g Seismic Design Category= D Response Modification Coefficient(R)= 2.0 Ordinary reinforced masonry shear walls(Bearing (ASCE7-10 Table 12.2-1) Wall System) Soils Data: Allowable Bearing Pressure= 1500 psf Exterior Footing Depth= 12 inches* I I 1 1 ' LATERAL DESIGN 1 Checking the load increase to the wall lines due to parapet, seismically controlled and therefore OK 1 1 1 1 1 1 1 1 1 . 1 1 FROELICH ENGINEER SA 1 1 I I Client: Project: Project#: Note ASCE 7-16 Wind loads decreased wind speed for $ � Date: the portland area to about 116mph, Therefore these By: wind calculations under the ASCE7-10 Wind Loads are FROELICH still valid ENGINEER 5 E I WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Page Refs by Pr I2nd Printing Basic Wind Speeds Input I3 Second Gust V3,= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.11-1 page 258 IWind Exposure Category= B Building Parameters I Horizontal Dimension of Bldg B= 50 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 320 ft Measured Parallel to wind direction Mean Roof Height h= 47 ft Ref.Figure 27.4-1 page 263 I Highest Roof Level h„= 56 ft Approximate Fundamental Period Ta= 0.36 sec Eq. 12.8-7 page 90 Output-Fundamental Frequency f= 2.8 Hz> 1 Hz Therefore Rigid Or alternatively,if h/(min width)<=4.0,structure is rigid Commentary C26.2 Topographic Effects Input IHill Height H= 0 ft Figure 26.8 1 page 252 Length of 1/2 hill height Ln= 1 D00 ft Figure 26.8-1 page 252 Dist.From Crest to Bldg.x= 100 ft Figure 26.8-1 page 252 IHeight Above Local Grade z= 15 ft Figure 26.8-1 page 252 Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 page 252 Height Attenuation Factor g= 3 Figure 26.8-1 page 252 IShape Factor Kl/(H/Lh)= 1.3 Figure 26.8-1 page 252 Output-Topographic Multipliers KI= 0.00 I K2= 0.93 K3= 0.96 Topographic Factor K,= 1.00 I I Gust Effects Input Integral Length Scale Factors= 320 ft Table 26.9-1 page 256 Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 page 256 3-s gust exponent a= 7.00 Table 26.9-1 page 256 Turbulence Intensity Factor c= 0.30 Table 26.9-1 page 256 Power Law Exponent a = 0.33 Table 26.9-1 page 256 Minimum Heightzm;�= 30 ft Table 26.9-1 page 256 , Integral Length Scale of Turbulence Lz= 310 ft Output-Background Response Factor Q= 0.88 , Intensity of Turbulence II= 0.30 Gust Effect Factor G= 0.85 -Gust Effect Factor need not exceed 0.85 (ASCE7-10 26.9) , Pressure Coefficients Input Length to Width Ratio LB= 6.40 Height to Length Ratio h/L= 0.15 ' Roof Pitch= 1/4 : 12 = 1.19 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 page 261 External Pressure Coefficients Cp (see below) Figure 27.4-1 page 264 , Direction Cp Height(ft) Kh qz(psf) Velocity Windward 0.80 15 0.57 18.0 Pressure ' Leeward -0.50 20 0.62 19.6 Output qz Roof Windward 0.10 25 0.67 20.8 Roof Leeward -0.60 30 0.70 22.0 ' 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 ' 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 , 100 0.99 31.0 120 1.04 32.6 h= 47 0.80 25.0 qh ' hscreenwau= 54 0.83 26.0 qh hparapet= 52 0.82 25.7 qh I I I I I Design Wind Pressures p (psf)-GC/A=(-) 16 psf min per Section 27.1.5 I Internal Pressure Coefficient GCp;= -0.18 Table 26.11-1 page 258 Roof Horiz Roof Effects(normal to Roof Surface) Wall Prot I Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.7 -6.1 22.9 ft 20 17.8 -6.1 23.9 I 25 18.7 -6.1 24.8 30 19.4 -6.1 25.5 40 20.7 -6.1 26.8 I 50 21.8 -6.1 27.9 60 22.7 -6.1 28.8 70 23.5 -6.1 29.6 I 80, 24.2 -6.1 30.4 90 24.9 -6.1 31.0 100 25.5 -6.1 31.7 I 120 26.7 -6.1 32.8 47 21.5 -6.1 6.6 -8.2 27.6 14.8E Screen 54 39.0 -26.0 64.9 I Parapet 52 38.5 -25.7 64.2 Design Load Case 1 Controls-By Inspection Figure 27.4-8 page 271 Parapet Loading per ASCE7-10 27.4.5 ' Design Wind Pressures p (psf)-GC/0=(+) 16 psf min per Section 27.1.5 Internal Pressure Coefficient GCp;= 0.18 Table 26.11-1 page 258 I Roof Horiz Roof Effects(normal to Roof Surface) Wall Prot Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW ' Height 15 7.8 -15.1 22.9 ft 20 8.8 -15.1 23.9 25 9.7 -15.1 24.8 I 30 10.4 -15.1 25.E 40 11.7 -15.1 26.8 50 12.8 -15.1 27.9 I 60 13.7 -15.115.1 28.8 70 14.5 29.6 80 15.3 -15.1 30.4 90 15.9 -15.1 31.0 I100 16.6 -15.1 31.7 120 17.7 -15.1 32.8 47 12.5 -15.1 -2.4 -17.2 27.6 14.8E IScreen 54 39.0 -26.0 64.9 Parapet 52 38.5 -25.7 64.2 Design Load Case 1 Controls-By Inspection Figure 27.4-8 page 271 I Parapet Loading per ASCE7-10 27.4.5 10/28/2019 U.S.Seismic Design Maps I „w- �SA OSHPD I Tigard Towne Center - Ace Hardware TI I 16200 SW Pacific Hwy, Tigard, OR 97224, USA Latitude, Longitude: 45.40286829999999, -122.79548030000001 I SW Durham Rd Best Western Pus ism let McDofald's Woodspring Apartments orthwvind Inn & Suites Anytime Fitness 0 ' Go Little Caesars'Pizza O 0 lvlarshalls 6 us 0_gie m Map data©2019 ....._.. .... .............E Date 10/28/2019,249:36 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil ' Type Value Description I SS 0.952 MCER ground motion.(for 0.2 second period) St 0.419 MCER ground motion.(for 1.0s period) I SMS 1.066 Site-modified spectral acceleration value SM1 0.662 Site-modified spectral acceleration value ' SDS 0.71 Numeric seismic design value at 0.2 second SA SD1 0.441 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.119 Site amplification factor at 0.2 second ' Fv 1.581 Site amplification factor at 1.0 second PGA 0.417 MCEC peak ground acceleration IFPGA 1.083 Site amplification factor at PGA PGAM 0.452 Site modified peak ground acceleration TL 16 Long-period transition period in seconds IISsRT 0.952 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.063 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.616 Factored deterministic acceleration value.(0.2 second) S1RT 0.419 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.48 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 0.6 Factored deterministic acceleration value.(1.0 second) ' PGAd 0.596 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 I ' 10/28/2019 U.S. Seismic Design Maps i Type Value Description ICR1 0.872 Mapped value of the risk coefficient at a period of 1 s I I I I I I I I I I I I 1 I I Ihttps://seismicmaps.org 2/3 10/28/2019 U.S.Seismic Design Maps ' MCER Response Spectrum Design Response Spectrum 1 1.5 0.6 1.0 .... L I _ a ° 0.4 o 1_ 0.5 0.2 0.0 0.0 0 10 0 10 Period, T(sec) Period, T(sec) _ Sa(g) —^Sa(g) DISCLAIMER While the information presented on this website is believed to be correct SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application 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.SEAOC/OSHPD do 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 seismic data 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 search results of this webstie. i 1 1 1 1 1 1 1 1 https://seismicmaps.org 3/3 1 I 7 Mom O;S:e CLIENT: 17700 SW Upper Eoones ferry Rd.itl 15 PAGE 1 Portland.Oregon 97224 503-624-7005 PROJECT: 745 NW Mt.Washington Dr.#204 NUMBER: Bend,Oregon 97703 541383-1828 • FROELICH t'Denver O3 £ DATE: II ENGINEERSa 940 barl.St.Suite3 Longmont Colorado 80501 .fxxx6<iTaraP3ueers- 720-799-1001 BY: f S LAr,E ,1c, ,4.a ,.e 4.s4 ' ? I — ri' ts,F"e P�6 6 I1-� hoA-DS µ--- r , L.,, x I ...,, 4,:;),, ,DA4,4„r . i....,,, f's. I 6,1211)) 'ESrST" tit, - Oh = Bt's4 ‹. z /.4 t- ‘ fes Cz4 62 s-htel ' R , Z. , . ` zq off. (l6fx .4 r7D14..) 671 44 I „ III _�� a giz. 2. tip- = )izeio/oc ( wit. li5 ` 1;) 1'37291at 161 -)=1t,4,P' Moi Tod ,X Sy p. e) ' „EE P, 6.4As'rc, , r 40r4. 3 M i . L tz ID Z ' I IiZ 7 z as ,Pis, . ' e.A..OA Ad 13 44,0 I 0 Ma r alone CLIENT. 17700SW Upper Boones Ferry Pd#115 PAGE / Portland,Oregon 97224 503-624-7005 PROJECT: ii 21 Cenlla 0%901.41 745 NW Mt Washington Dr.#204 54°62cL8O3-re918r8 9770 3 1-3 NUMBER: II FROELICH - 0.--,CiPlce DATE: 940 Kimbark St.Suite 3 1 ENGINEERSA Longmont,Colorado 80501 =„,-r„so not in h ongloorn,cons 720-799-1001 BY 1 I .Pcoic- .1),-. --" ;7 oszAe' suozo 4- ,A34o) ._.- file 6-?e* I ALL , f,‘ , A 4 /0), - efolosoLC:z22 i-2.2 Fiti$, of 4- .12-40s-A ( 2z/ #44144* 2... z- 1 15:4 7- ill v e afrii(2,. -,15j1----S-1.1s) II ---...___=------- I .2",. A4Z-c. 404/rizatzc I ' p ) ,Slik 141'444 -,. ,.... I 414-21.0 A r\S" 15iti Folz, 14,4,c4rS0 4.2,8 I I I I I I CLIENT: 17703 SW Upper Boones Ferry Rd.#115 4'r'i91s_ Portland,Oregon 97224 503b2a 7005 PROJECT: 1 �� ,iiii i «r, ,�n $:,.; 745 NW Mt Washington Dr#204 NUMBER: .44,v, Bend Oregon 97703 541-383-1828 IF ROE L I C H ri De: taco DATE: E N G I N E E R S t 940 Kimbark St.SuBe3 Longmont.Colorado 80501 �®%BY: +=.we tr eilth c n} rs e v,or r 720-7991001 1 3TEQA X... 0 r I. �� ; ?a PAP wcfle l °' F104 T— ' ,., IIS j• A doh- -STD g /" .9E 1441-- I U d4T1 (z) 3wre ,512:9 c_ LJ fi 4.444. ...SxstT tr,s. I ;.I}, -6x:h. : F1 4= 0 °� �q� 9. . ` O ' I G i2x0 / j4/ L Jg 4 4,3) 906- '4 eia31x Ai- tt!-* .i 6- mil FRo."37--- IMC4 = .,.j,_ ,.... ,4 k A 74 1- koa f' ph 6't z0) 1.7 Px t - = sttoi,Z ':4 a riO ,3 : ,.•. / OK = t I W D L &3 c7,23 1 1 pe 0 sr. g.%c,fris c _ Gel = 045,•;z. a .oR .0 �� y Ar.�,F A44 ,,y -cH(.4/),,a4 I SECTIONDESIGN I I I I 1 I 1 I I I 1 M jai. FROELICH ENGINEERS ,,. ID Current Date: 1/9/2020 10:06 PM Units system:English le name:Wssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Tiiard Town Center-Section Zretx1 ll I 1 • II I Section 2 Model I I ,, I I ... I 4., , . .., I Y A I I 1 I I/ I n ntt - Current Date: 1/9/2020 10:16 PM Units system:English File name:1lssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)4400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retxl Load condition: DL=Dead Load 1111 Distributed user loads-Members 03[Kip/ft] 0.012[Kip/ft] 0.012[Kip/ft] 0 012[Kip/ftj Y A Current Date: 1/9/2020 10:16 PM Units system:English le name:1\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase IIMModels\Tigard Town Center-Section 2.retx\ .ad condition:SL=Snow I • Distributed user loads-Members I I I 19 v I S 5 05[Kip/ft] q= 1 I I I _I 1 ' 1 I S A X Current Date: 1/9/2020 10:19 PM Units system:English File name:\lssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retx\ Load condition:WL1=Windward WL IN Distributed user loads-Members -0.118[Kip/ft] -0 118[Kip/ft] i 0.034[Kip/ft] 1 I I I tt , Current Date: 1/9/2020 10:19 PM Units system:English le name:\\ssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations Phase II1Models\Tigard Town Center-Section 2.retx\ .ad condition:WL2=:eeward WL IN Distributed user loads-Members I e!Mtrit 1 . 4 8[Ki fit] 1 I' {�034[Kip/ft] I<J 1 X 1 tt - Current Date: 1/9/2020 10:22 PM Units system:English File name:\\ssdarra \Pro'ects\2019\19-T196 Ti and Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 2.retxl (19-/H;(19-1-F) 0210,3 7a.167) '.Crs�,tii ) �11gg yy 4,)F-8.167) (2,22.667,0) (0,20,1.333) (0,10,-1 333) 2,10,0) (0,10,1.333 (0,0,-1.:33) (000) (2,0,0) X (0,0,1.333) lh 46114 4* all - Current Date: 1/9/2020 10:23 PM its system:English e name:11ssdarray1Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Modelffigard Town Center-Section 2.retx\ I I I I II I111-14:(441 6 IL 1 ro 1 419 I N ili' N2139 I 11724 N 28'N 18 I I i illip 2 5 N27 21 1 I I I y A i 1 IKt ,1.26 NO N Ni I I I I I I n Current Date: 1/9/2020 10:24 PM I Units system:English File name:1\ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase IIMModels\Tigard Town Center- Section 2.retx\ I Geometry data GLOSSARY I Cb22,Cb33 : Moment gradient coefficients Cm22,Cm33 :Coefficients applied to bending term in interaction formula d0 :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X IDJY :Rigid end offset distance measured from J node in axis Y DJZ :Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY :Rigid end offset distance measured from K node in axis Y I DKZ :Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor :Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members I K22 :Effective length factor about axis 2 K33 :Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg :Lateral unbraced length of the compression flange in the negative side of local axis 2 RX :Rotation about X RY :Rotation about Y I RZ :Rotation about Z TO :1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y ITZ :Translation in Z Nodes INode X Y Z Rigid Floor [ft] [ft] [ft] I1 2.00 0.00 0.00 0 3 2.00 26.00 -0.167 0 4 2.00 32.00 0.00 0 I 5 0.00 22.667 0.00 0 6 0.00 26.00 -0.167 0 7 0.00 32.00 0.00 0 9 3.00 26.00 -0.167 0 I 11 2.00 26.00 0.00 0 12 0.00 26.00 0.00 0 14 2.00 32.00 -0.167 0 15 0.00 32.00 -0.167 0 I 16 3.00 32.00 -0.167 0 17 0.00 20.00 0.00 0 18 2.00 20.00 0.00 0 19 2.00 22.667 0.00 0 I 20 0.00 10.00 0.00 0 21 2.00 10.00 0.00 0 22 0.00 0.00 0.00 0 23 0.00 22.667 -1.333 0 I 24 0.00 20.00 -1.333 0 25 0.00 10.00 -1.333 0 Pagel I 1 26 0.00 0.00 -1.333 0 27 0.00 22.667 1.333 0 , 28 0.00 20.00 1.333 0 29 0.00 10.00 1.333 0 30 0.00 0.00 1.333 0 I Restraints Node TX TY TZ RX RY RZ I 1 1 1 1 0 0 0 ' 3 0 0 1 0 0 0 5 0 1 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 14 0 0 1 0 0 0 15 0 0 1 0 0 0 16 0 0 1 0 0 0 17 1 1 1 0 0 0 20 1 1 1 0 0 0 24 1 1 1 0 0 0 26 1 1 1 0 0 0 ' 28 1 1 1 0 0 0 30 1 1 1 0 0 0 Members ' Member NJ NK Description Section Material dO dL Ig factor I [in] [in] 1 5 7 Back Stud aisiSSMA_S 600S200-54 A570 Gr50 cold form 0.00 0.00 0.00 2 1 19 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 3 6 9 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 4 15 16 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 ' 5 12 6 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 6 11 3 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 7 7 15 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 8 4 14 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 9 17 18 Roof Tie aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 10 9 16 Front Stud aisiSSMA_S 362S162-33 A570 Gr50 cold form 0.00 0.00 0.00 11 11 4 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 13 19 11 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 ' 14 20 _ 21 Wall Tle - - - aisiSSMA-S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 Hinges I I I I Page2 I Node-J Node-K IMember M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity ------------------------------------------ 3 1 0 0 0 1 0 0 0 0 0 Full I 4 1 0 0 0 1 0 0 0 0 0 Full 5 0 0 0 0 1 0 0 0 0 0 Full 6 0 0 0 0 1 0 0 0 0 0 Full 7 0 0 0 0 1 0 0 0 0 0 Full I 8 0 0 0 0 1 0 0 0 0 0 Full 9 1 0 0 0 1 0 0 0 0 0 Full 14 1 0 0 0 1 0 0 0 0 0 Full ' Shells 1 Shell Description Material Thickness Center of gravity Area N1,N2,...,Nn [in] [ft] [ft2] ____________--______________________________________---------------------------------------------------------------------------------------------------- I2 — CMU Wall— — CMU 1 5-60— —7.63 (0.00, 11.33,0.00) —60.43 26,30,27,23 I I 1 I I I I I I Page3 I Itit OR° L Current Date: 1/9/2020 10:24 PM 1 Units system:English File name:\\ssdarray1 Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 2.retx\ I Load data GLOSSARY 1 Comb : Indicates if load condition is a load combination Load Conditions' Condition Description Comb. Category 1 DL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2 :eeward WL No WIND 1 Distributed force on members • I Y1 i Y2 (.!-J) dtI i d2 t I Condition Member Dir1 Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] IDL 2 Y -0.012 -0.012 0.00 Yes 100.00 Yes 4 Y -0.03 -0.03 0.00 Yes 100.00 Yes I 10 Y -0.012 -0.012 0.00 Yes 100.00 Yes 13 Y -0.012 -0.012 0.00 Yes 100.00 Yes SL 4 Y 0.05 -0.05 0.00 Yes 100.00 Yes WL1 2 X -0.034 -0.034 0.00 Yes 100.00 Yes 10 X -0.118 -0.118 0.00 Yes 100.00 Yes I 13 X -0.118 -0.118 0.00 Yes 100.00 Yes WL2 1 X 0.118 0.118 0.00 Yes 100.00 Yes 2 X 0.034 0.034 0.00 Yes 100.00 Yes I ------------------------------------------------------------------------------------------------------------------------------ Self weight multipliers for load conditions ISelf weight multiplier Condition Description Comb. MuItX MultY MultZ DL Dead Load No 0.00 -1.00 0.00 SL Snow No 0.00 0.00 0.00 I WL1 Windward WL No 0.00 0.00 0.00 WL2 :eeward WL No 0.00 0.00 0.00 Pagel Earthquake (Dynamic analysis only) Condition a!g Ang. Damp. I [Deg] [%] --------------------------------------- DL 0.00 0.00 0.00 , SL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 I I 1 I I 1 I , 1 I I I 1 Paget I I w', :.. . Current Date:1/9/2020 10:25 PM I Units system:English File name:11ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase lI\Models\Tigard Town Center- Section 2.retx\ I Steel Code Check Report: Summary-Group by description I Load conditions to be included in design: id0=DL+SL id1=DL+0.6WL1 id2=DL+0.6WL2' id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id 5=DL+0.75SL+0.45WL1 id6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference — — Back Stud aisiSSMAI _S 600S200.54 1 d1 at 0.00% 0.84 OK Eq.H1.2-1 Cant Eyebrow aisiSSMA_S 362S162-54 3id1 at 65.63% 0.69 With warnings Eq.H1.2-1 Front Stud aisiSSMA_S 362S162-33 10 id1 at 50.00% 0.64 OK Sec.F3 I Full Ht Stud aisiSSMA_S 8005200-54 11 id2 at 0.00% 0.48 OK Eq.H1.2-1 Rigid Link HSS RND 20.00OX0.500 5 id3 at 0.00% 0.00 OK Roof Tie aisiSSMA_S 362S162-54 9 d3 at 0.00% 0.07 With warnings Eq.H1.2-1 Wall Tle 14 id1 at 18.75% 0.02 With warnings Eq.H1.2-1 I I I I I I I Pagel 1 Current Date: 1/9/2020 10:27 PM nits system:English le name:11ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center-Section 2.retx1 Stress ratio AISCJAISI/BS/AS/CSA/NDS 0.84 ®0.75 I 0.66 0.56 0.47 "0.38 I ' 0.19 0.09 9.585E-04 I _.r.___....," _ I r i I _ — I I I Y —„aX I 4 I I I I ri z a. nit& Current Date:1/9/2020 10:29 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center-Section 2.retx1 I I rn co Icn cn I73 Z Z Z � O aisiSS _ S162-54 o o 0l o II I e. 0 ik aisiSS _e S162-54 1 4th or aisiSSMA' S $2S162-54 m CO CO D CO co 1 o V aisiSSMA_SN 25162-54 o X 0 I 1 1 1 SECTION 3 DESIGN 100 1 1 1 i 1 1 1 1 1 1 1 i 1 FROELICH ENGINEERS 1 1 ID z e Current Date: 1/9/2020 10:36 PM Units system:English 11e name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 3.retx\ I I I SECTION 3 MODEL 1 I 1 1 z I k. I 1 P ° it 4 yy I I I I I I ntt Current Date: 1/9/2020 10:38 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 3.retx1 Load condition: DL=Dead Load II Distributed user loads-Members e a "It ; 3[Kip/ft] It 0.012[Kip/ft] .0012[Kip/ft] -0.012[Kip/ft] 4 1 I Ly e Current Date:1/9/2020 10:38 PM Units system:English e name:11ssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 3.retx\ nt d condition:SL=Snow al Distributed user loads-Members I I ,1 I , fi I 3 5[Kip/ft] I I1 I I I Y 4 I I I I 1 I Current Date: 1/9/2020 10:38 PM Units system:English File name:11ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Tigard Town Center-Section 3.retx1 Load condition: WL1=Windward Wt. MI Distributed user loads-Members 1 !. r§ ivois.8[Kip/ft] 11! as „i s , :8[Kip/ft] I a 'mac s I 4,1 4' I Y IIIA - `_...X 1 I in Current Date:1/9/2020 10:39 PM Units system:English e name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Tigard Town Center-Section 3.retx\ ad condition:WL2=:eeward WL IIII Distributed user loads-Members I I ,I I rE,' lI 1 I [ �z,Oxf [Kp/R] I q. -0q I 0 goa4[KiP/ft] �tv: I I I I I Current Date:1/9/2020 10:40 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase lI'Models\Tigard Town Center-Section 3.retx1 1 7 1 ET NNLY?N 19 N'28 N 18 ' I 121 N25 N 29 N1 Y , Zrz- NN3N?6 F - It t ri 0, n I , Current Date:1/9/2020 10:41 PM Units system:English e name:1\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 3.retx1 I 1 I I 1 I -4 - o I h�6 1 9 1 iN 14 I I Y A X I I nrL ,Current Date: 1/9/2020 10:43 PM Units system:English File name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 3.retx\ I I ID CO aisiSS CO MA__8>< 62S i o-54 v'' T in- CO Cri DI ;N 03'S I0 (M D a uI lco o co Lr) _._ ff0 o CO aisii j,4AS 7i2-54 9 cc 01 A I co aisiSSMq_g 36 S1162-54 1n 0 CO o y 0 0 I ��ji62-54 aisiSSMA S 36 �X rn in I I I Current Date: 1/9/2020 10:50 PM I Units system:English File name:1\ssdarray\Projects)2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center- Section 3.retx\ IGeometry data GLOSSARY I Cb22,Cb33 :Moment gradient coefficients Cm22,Cm33 :Coefficients applied to bending term in interaction formula d0 :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X I DJY :Rigid end offset distance measured from J node in axis Y DJZ :Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY :Rigid end offset distance measured from K node in axis Y I DKZ :Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor : Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members I K22 :Effective length factor about axis 2 K33 :Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos :Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg :Lateral unbraced length of the compression flange in the negative side of local axis 2 RX :Rotation about X RY :Rotation about Y I RZ : Rotation about Z TO :1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y ' TZ :Translation in Z Nodes Node X Y Z Rigid Floor [ft] [ft] [ft] 1 2.00 8.50 0.00 0 5 0.00 22.667 0.00 0 9 3.00 26.00 -0.167 0 I 17 0.00 20.00 0.00 0 18 2.00 20.00 0.00 0 19 2.00 22.667 0.00 0 20 0.00 14.25 0.00 0 I 21 22 2.00 14.25 0.00 0 0.00 0.00 0.00 0 23 0.00 22.667 -1.333 0 24 0.00 20.00 -1.333 0 I 25 0.00 10.00 -1.333 0 26 0.00 0.00 1.333 0 27 0.00 22.667 1.333 0 28 0.00 20.00 1.333 0 I 29 30 0.00 10.00 1.333 0 0.00 0.00 1.333 0 I Pagel I I Restraints Node TX TY TZ RX RY RZ ' 1 1 1 1 0 0 0 5 0 0 1 0 0 0 9 0 0 1 0 0 0 17 1 1 1 0 0 0 20 1 1 1 0 0 0 24 1 1 1 0 0 0 26 1 1 1 0 0 0 30 1 1 1 0 0 0 30 1 1 1 0 0 0 Members Member NJ NK Description Section Material d0 dL Ig factor , [in] [in] 1 5 7 Back Stud aisiSSMA_S 600S200-54 A570 Gr50 cold form 0.00 0.00 0.00 2 1 19 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 , 3 6 9 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 9 17 18 - Roof Tie aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 10 9 16 Front Stud aisiSSMA_S 362S162-33 A570 Gr50 cold form 0.00 0.00 0.00 11 11 4 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 ' 13 19 11 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 14 20 21 Wall Tle aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 4 15 16 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 ' Hinges 1 Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 3 1 0 0 0 1 0 0 0 0 0 Full 9 1 0 0 0 1 0 0 0 0 0 Full ' 14 1 0 0 0 1 0 0 0 0 0 Full 4 1 0 0 0 1 0 0 0 0 0 Full Shells I Shell Description Material Thickness Center of gravity Area N1,N2, ..., Nn ' [in] [ft] [ft2] -------------------------------------____----------------------------------------------------------------------------------- 2 CMU Wall — CMU 1.5-60 7.63 (0.00, 11.33,0.00) 60.43 26,30,27,23 111 I I Page2 1 Current Date: 1/9/2020 10:51 PM 1 Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center- Section 3.retx1 I Load data GLOSSARY Comb Indicates if load condition is a load combination ' Load Conditions Condition Description Comb. Category ' DL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2 :eeward Wt. No WIND IDistributed force on members I Y1 !ilia Y2 a d1 l d2 Condition Member Dir1 Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] Ill] [ft] I DL 2 Y -0.012 -0.012 0.00 Yes 100.00 Yes 10 Y -0.012 -0.012 0.00 Yes 100.00 Yes 13 Y -0.012 -0.012 0.00 Yes 100.00 Yes ' 4 Y -0.03 -0.03 0.00 Yes 100.00 Yes SL 4 Y -0.05 0.05 0.00 Yes 100.00 Yes WL1 2 X -0.034 -0.034 0.00 Yes 100.00 Yes I 10 X -0.118 -0.118 0.00 Yes 100.00 Yes 13 X -0.118 -0.118 0.00 Yes 100.00 Yes WL2 1 X 0.118 0.118 0.00 Yes 100.00 Yes 2 X 0.034 0.034 0.00 Yes 100.00 Yes I Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 SL Snow No 0.00 0.00 0.00 I WL1 Windward WL No 0.00 0.00 0.00 WL2 :eeward WL No 0.00 0.00 0.00 Pagel I Earthquake (Dynamic analysis only) , Condition alg Ang. Damp. [Deg] [%] DL 0.00 0.00 0.00 SL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 1 1 i 1 Page2 1 ..pritLe Current Date: 1/9/2020 10:52 PM Units system:English Ile name:Wssdarray\Projects1.2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II1Models\Tigard Town Center-Section 3.retx\ Stress ratio AISC/AISUBS/AS/CSAPIDS Elm 0.84 111111 .10 74 0.65 0.47 0.38 0.28 1°1,4 0 19 9.195E-03 Current Date:1/9/2020 10:53 PM I Units system:English File name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 3.retx\ I Steel Code Check Report: Summary-Group by description I Load conditions to be included in design : id0=DL+SL id 1=DL+0.6WL 1 id2=DL+0.6WL2 ' id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 i d 5=D L+0.75 S L+0.45 W L 1 ' id6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference I Back Stud aisiSSMA_S 600S200-54 1 id1 at 0.00/0 0.84 OK Eq.H1.2-1 Cant Eyebrow aisiSSMA_S 362S162-54 3 d3 at 65.63% 0.66 With warnings Eq.H1.2-1 Front Stud aisiSSMA_S 362S162-33 10 id1 at 50.00% 0.64 OK Sec.F3 Full Ht Stud aisiSSMA_S 800S200-54 11 id2 at 0.00% 0.48 OK Eq.H1.2-1 I Roof Tie aisiSSMA S 362S162-54 9 id3 at 0.00% 0.08 With warnings Eq.H1.2-1 Wall Tie 14 id2 at 25.00% 0.01 With warnings Eq.H1.2-1 I I I I I I Pagel Light Gauge Header And Jamb Stud At Section 3 Project Name: Light Gage Page 1 of 1 Model: Light Gage Hdr Section 3 Date:01/11/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 1.5.0.0 I Reactions Support Reactions(lb) I R1 2023.00 R2 2023.00 Shear and Web Crippling Checks 578.00 Bending and Shear 48.4% Stressed I (Unstiffened): @R2 Bending and Shear NA (Stiffened): R2 Web Stiffeners Yes @R1,R2 R1 Required?: I 7.00 ' Section : (2)800S200-54 Boxed C Stud Fy=50.0 ksi Maxo= 7477.9 Ft-Lb Moment of Intertia, I= 13.15 in^4 Va=4182.6 lb I Loads have not been modified for strength checks Loads have not been modified for deflection calculations I Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3540.2 0.473 3540.2 24.0 7477.9 0.473 0.081 L/1043 I I I I I I ISIMPSON STRONG•TIE COMPANY INC. www.strongtie.com I Project Name: Light Gage Page 1 of 2 ' Model: Jamb Stud Date:01/11/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 1.5.0.0 1 I I I 20.00 18.00 ' I I 7] r 1 I Loads have not been modified for strength checks I Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Built-Up Section: I Section lxx % of Total Area % of Total Number Section (in^4) lxx (in^2) Area 1 800S200-54(50) 6.573 58.3% 0.726 53.9% ' 2 800T150-54(50) 4.692 41.7% 0.622 46.1 % Overall Member Inputs: Flexure Axial ' Bracing K-phi Lm Load KyLy KtLt K-phi Lm Span (in) (lb-in/in) (in) (Ib) (in) (in) (lb-in/in) (in) Span 60 0 240 2407.0(c) 60.0 60.0 0.0 240.0 , Reaction And Point Load Data: R1 R2 Load(Ib) 180.0 180.0 , Brng(in) 1.00 1.00 Analysis Summary: Flexure Web Cripling Shear&Bending Axial Torsion ' Section Defl M/Ma Stiffen Req'd VNa Unstiffened Stiffened P/Pa Combined M/(R*Ma) SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Light Gage Page 2 of 2 Model: Jamb Stud Date:01/11/2020 Code: 2012 NASPEC[AISI S100-2012]800S200-54(50) U1758 0.169 No 0.05 0.05 Simpson Strong-Tie®CFS Desig nerT" 1.5.0.0 N/A 0.21 0.39 0.140 800T150-54(50) U1758 0.305 No 0.04 0.04 N/A 0.42 0.75 0.178 1 I SIMPSON STRONG.TIE COMPANY INC. wwwstrongtie.com 1 SECTION 4 DESIGN 1 1 1 1 1 1 1 1 1 1 1 1 1 FROELICH ENGINEER S 1 1 in z a rate Current Date: 1/9/2020 10:59 PM Units system:English �e name:11ssdarray1Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Ti and Town Center-Section 4.retx1 I I t SECTION 4 MODEL I I 1 I I I I III i1 l Current Date: 1/10/2020 3:52 PM Units system:English File name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II1ModelslTigard Town Center-Section 4.retx\ Load condition: DL=Dead Load al Distributed user loads-Members 1 ir, a 3[Kip/ft] Nt [0.012[Kip/ft) I r -0.012[Kip/ft] 1 I I n110 " f I Current Date: 1/10/2020 4:00 PM I Units system:English File name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center- Section 4.retx\ ' Load data GLOSSARY 1 Comb : Indicates if load condition is a load combination Load Conditions II Condition Description Comb. Category IDL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2--------------eeward WL-------- ------No----------WIND---------------- ' Distributed force on members I Y1 Y2 dt 1d2 I Condition Member Dirt Vali Val2 Dist! % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] IDL 2 Y -0.012 -0.012 0.00 Yes 100.00 Yes 4 Y -0.03 -0.03 0.00 Yes 100.00 Yes 10 Y -0.012 -0.012 0.00 Yes 100.00 Yes I 13 Y -0.012 -0.012 0.00 Yes 100.00 Yes SL 4 Y 0.05 -0.05 0.00 Yes 100.00 Yes WL1 2 X -0.034 -0.034 0.00 Yes 100.00 Yes 10 X -0.118 -0.118 0.00 Yes 100.00 Yes I 13 X -0.118 -0.118 0.00 Yes 100.00 Yes WL2 1 X 0.118 0.118 0.00 Yes 100.00 Yes 2 X 0.034 0.034 0.00 Yes 100.00 Yes I Self weight multipliers for load conditions ISelf weight multiplier Condition Description Comb. MultX MultY MultZ DL Dead Load No 0.00 -1.00 0.00 SL Snow No 0.00 0.00 0.00 I WL1 Windward WL No 0.00 0.00 0.00 WL2 eeward WL No 0.00 0.00 0.00 Pagel I Earthquake (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [%] DL 0.00 0.00 0.00 SL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 I I I I 1 I I I I I I I I Page2 I I Current Date:1/10/2020 3:59 PM I Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase II1Models\Tigard Town Center- Section 4.retxl IGeometry data GLOSSARY I Cb22,Cb33 :Moment gradient coefficients Cm22,Cm33 :Coefficients applied to bending term in interaction formula dO :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X I DJY :Rigid end offset distance measured from J node in axis Y DJZ :Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY :Rigid end offset distance measured from K node in axis Y I DKZ : Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor :Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members I K22 :Effective length factor about axis 2 K33 Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos :Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX :Rotation about X RY :Rotation about Y I RZ :Rotation about Z TO : 1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y ITZ :Translation in Z Nodes ' Node X Y Z Rigid Floor vt] lffl [ftl I 1 1.50 8.50 0.00 0 3 1.50 26.00 -0.167 0 4 1.50 32.00 0.00 0 I 5 0.00 22.00 0.00 0 6 0.00 26.00 -0.167 0 7 0.00 32.00 0.00 0 9 3.00 26.00 -0.167 0 I 11 1.50 26.00 0.00 0 12 0.00 26.00 0.00 0 14 1.50 32.00 -0.167 0 15 0.00 32.00 -0.167 0 I 16 17 3.00 32.00 -0.167 0 0.00 20.00 0.00 0 18 1.50 20.00 0.00 0 19 1.50 22.00 0.00 0 I 20 0.00 14.25 0.00 0 21 1.50 14.25 0.00 0 22 0.00 0.00 0.00 0 23 0.00 22.00 -1.333 0 I 24 0.00 20.00 -1.333 0 25 0.00 10.00 -1.333 0 Pagel I 26 0.00 0.00 -1.333 0 27 0.00 22.00 1.333 0 28 0.00 20.00 1.333 0 29 0.00 10.00 1.333 0 30 0.00 0.00 1.333 0 I Restraints INode TX TY TZ RX RY RZ 1 1 1 1 0 0 0 I 3 0 0 1 0 0 0 5 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0I 14 0 0 1 0 0 0 15 0 0 1 0 0 0 16 0 0 1 0 0 0 ' 17 1 1 1 0 0 0 24 1 1 1 0 0 0 26 1 1 1 0 0 0 28 1 1 1 0 0 0 30 1 1 1 0 0 0 Members Member NJ NK Description Section Material do dL Ig factor [in] [in] 1 5 7 Back Stud aisiSSMA_S 600S200-54 A570 Gr50 cold form 0.00 0.00 0.00 2 1 19 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 Il 3 6 9 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 4 15 16 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 5 12 6 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 6 11 3 Rigid Link HSS ' _RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 7 7 15 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 8 4 14 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 9 17 18 Roof Tie aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 10 9 16 Front Stud aisiSSMA_S 3625162-33 A570 Gr50 cold form 0.00 0.00 0.00 11 11 4 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 13 19 11 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 14 20 21 Wall Tle aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 Hinges 1 I 1 I Page2 I I Node-J Node-K IMember M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 3 1 0 0 0 1 0 0 0 0 0 Full q 1 D 0 0 1 0 0 0 0 0 Full 5 D 0 0 0 1 0 0 D 0 0 Full 6 0 0 0 0 1 0 0 0 0 0 Full 7 0 0 0 0 1 0 0 0 0 0 Full 8 0 0 0 0 1 0 0 0 0 0 Full g 1 0 0 0 1 0 0 0 0 0 Full 14 1 0 0 0 1 0 0 0 0 0 Full Shells IShell Description Material Thickness Center of gravity Area N1,N2,...,Nn tin] [ft] Itt2] I2 CMU Wall CMU 1 5-60 —7.63 (0.00,11.00,0.00) 58.65 — 26,30,27,23 I I I I II I I I I I I Page3 I Current Date: 1/10/2020 3:52 PM 10 nits system:English le name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx\ ad condition:SL=Snow I1111Distributed user loads-Members I I r. sArz 1, 51Kipifq I I �,. I i I I Iv 111 I i1 I as' 11! Current Date: 1/10/2020 3:54 PM Units system:English File name:l\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)4400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx\� Load condition:WL1=Windward WL IIII Distributed user loads-Members I I I I I I -0118[K ptft] GI 'b[Kip V I I 034[Kiplfl] i i ar 4--.2(i I In tie Current Date: 1/10/2020 3:54 PM nits system:English le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 4.retx1 ad condition:WL2=:eeward WL I11Distributed user loads-Members I 1 I I a �c�s � t :Q <� 5% r 4.1 't PKi /ftj k� (-' m5 I 3 ` • 034Np/ft] Elyi fi 13 I i I I I n 3 I Current Date: 1/10/2020 3:54 PM Units system:English File name:llssdarraylProjects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 4.retx1I I -. 11'-4 1! III I I le Y i Current Date:1/10/2020 3:55 PM nits system:English le name:\lssdarra \Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx\ I 1 I 1 16 l67) t35,32,2,-0).167) 1 ,26;0167) At 5,26,-0.167) (326,-0.167) I (0.22,1 Y),22,1.1.333) (15,22,0) (020,?1s fp,20,-1.333) 1.5,20,0) 12) 14 15,14 250} (0,10'..333{0,10r1.333) (1-5,8.5,0) 1 (0 0 188S8943'0,1 333) I I I 1 1 Current Date: 1/10/2020 3:56 PM n . ntv ' A Units system:English File name:11ssdarraylProjects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 4.retxl f 11! dam%- co.soo�oI N83 RNo gS 90° NsS, N' 2 N N' N gi D N N NI m ow m N diSSo o; g h f ss2 Nj 'g of I NI pQ. 151 41,S 7a2 5.1 NI NI Ss N s I o s'6 ki 1 r 4 4 l . - 11 ' Current Date: 1/10/2020 3:56 PM liesystem:English i name:11s English jects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 CalculationslPhase II1ModelslTigard Town Center-Section 4.retx1 I I 1 I p57oG le dt°' N`/s Vi %,... of E I Ln n 0i a o 0 i"i . o; o a a 8 1 0. n: 111 qS> oc-c\} 16 -17 �n v D oI 6.9 AD aO o k 6 1 CMy 1.5-60 1 1 6 I I I 1 I nt Current Date: 1/10/2020 3:57 PM Units system:English File name:11ssdarrapProjects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 CalculationslPhase!Wade's\Tigard Town Center-Section 4.retx fex,s 4 16 I N 27 N 5 N23 N 19 744;N24 N 28 1E1I I l'%11 2 1 I N 29 N 25 NI n z t Current Date: 1/10/2020 3:59 PM nits system:English le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase'Models\Tigard Town Center-Section 4.retx\ Stress ratio AISC/AISI/BS/AS/CSA/NDS 1.00 0.89 II ' 0.67 0.67 0.56 0.45 ' .,0.33 I 9 . '0.22 0.11 1.369E-03 I `?r'-..- I I I I I I I I I Current Date: 1/10/2020 3:59 PM I Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations 1Phase II\Models\Tigard Town Center- Section 4.retx\ Steel Code Check I Report: Summary-Group by description I Load conditions to be included in design: id0=DL+SL id1=DL+0.6WL1 id2=DL+0.6WL2 III d3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id5=DL+0.75SL+0.45W L1 id6=DL+0.75SL+0.45WL2 ----- Description Section Member Ctrl Eq. Ratio Status Reference I Back Stud aisiSSMA_S 600S200-54 1 id3 at 0.00% 1.00 N.G. Eq.H1.2-1 Cant Eyebrow aisiSSMA_S 3625162-54 3 id3 at 46.88% 0.83 With warnings Eq.H1.2-1 Front Stud aisiSSMA_S 3625162-33 10 id1 at 50.00% 0.65 OK Eq.H1.2-1 I Full Ht Stud aisiSSMA_S 8005200-54 11 id2 at 100.00% 0.60 OK Eq.HI.2-1 Ripid Link HSS RND 20.00OX0.500 6 id2 at 0.00% 0.00 OK Roof Tie aisiSSMA_S 362S162-54 9 id3 at 0.00% 0.09 With warnings Eq.H1.2-1 Wall Tle 14 id2 at 0.00% 0.01 With warnings Eq.H1.1-1 I I I 1 I I I I I Pagel I r i SECTION 3 CANOPY DESIGN 1 I I I I r 1 I 1 I 1 t I FROELICH 1 ENGINEER SA I I Current Date: 1/10/2020 4:02 PM nits system:English le name:11ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Tigard Town Center-Section 4 W Ca c I I Canopy at Section 4 A I I S I t I I I, I I Current Date: 1/10/2020 4:08 PM I Units system:English File name:11ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center- Section 4 W Canopy.retx\ IGeometry data GLOSSARY I Cb22,Cb33 :Moment gradient coefficients Cm22,Cm33 :Coefficients applied to bending term in interaction formula d0 :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X ' I DJY :Rigid end offset distance measured from J node in axis Y DJZ :Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY :Rigid end offset distance measured from K node in axis Y I DKZ :Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor :Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members K22 :Effective length factor about axis 2 I K33 :Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y I RZ :Rotation about Z TO :1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y ITZ :Translation in Z Nodes 1 Node X Y Z Rigid Floor [ft] [ft] [ft] I 1 1.50 8.50 0.00 0 18 1.50 20.00 0.00 0 22 1.50 0.00 0.00 0 I 31 0.00 8.50 0.00 0 32 6.00 8.50 0.00 0 33 1.50 8.50 26.00 0 34 0.00 8.50 26.00 0 I 35 6.O0 8.50 26.00 0 36 1.50 8.50 6.50 0 37 0.00 8.50 6.50 0 38 6.00 8.50 6.50 0 39 1.50 8.50 13.00 0 40 0.00 8.50 13.00 0 41 6.00 8.50 13.00 0 42 1.50 8.50 19.50 0 I 43 0.00 8.50 19.50 0 44 6.00 8.50 19.50 0 45 1.50 20.00 26.00 0 46 1.50 0.00 26.00 0 ' 47 1.75 8.50 0.00 0 48 1.75 8.50 26.00 0 Pagel I 49 1.75 8.50 6.50 0 50 1.75 8.50 13.00 0 51 1.75 8.50 19.50 0 52 5.50 8.50 0.00 0 53 5.50 8.50 26.00 0 54 5.50 8.50 6.50 0 55 5.50 8.50 13.00 0 56 5.50 8.50 19.50 0 Restraints Node TX TY TZ RX RY RZ 18 1 0 1 0 0 0 22 1 1 1 0 0 0 45 1 0 1 0 0 0 46 1 1 1 0 0 0 I Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 16 1 33 Header HSS_RECT 10X8X3_8 A500 GrB rectangular 0.00 0.00 0.00 17 46 45 HSS_RECT 8X6X1_4 A500 GrB rectangular 0.00 0.00 0.00 18 22 18 HSS_RECT 8X6X1_4 A500 GrB rectangular 0.00 0.00 0.00 19 1 47 PL1/2 x5 A36 0.00 0.00 0.00 20 36 49 PL1/2 x5 A992 Gr50 0.00 0.00 0.00 21 39 50 PL1/2 x5 A992 Gr50 0.00 0.00 0.00 22 42 51 PL1/2 x5 A992 Gr50 0.00 0.00 0.00 23 33 48 PL1/2 x5 A36 0.00 0.00 0.00 24 32 35 C 8X18.7 A36 0.00 0.00 0.00 25 47 49 Decking Supports C 6X8.2 A36 0.00 0.00 0.00 26 52 54 Decking Supports C 4X4.5 A36 0.00 0.00 0.00 27 52 32 C 8X18.7 A36 0.00 0.00 0.00 28 47 52 C 8X18.7 A36 0.00 0.00 0.00 29 54 38 W 8X13 A992 Gr50 0.00 0.00 0.00 30 49 54 W 8X13 A992 Gr50 0.00 0.00 0.00 31 55 41 W 8X13 A992 Gr50 0.00 0.00 0.00 32 50 55 W 8X13 A992 Gr50 0.00 0.00 0.00 33 56 44 W 8X13 A992 Gr50 0.00 0.00 0.00 34 51 56 W 8X13 A992 Gr50 0.00 0.00 0.00 35 53 35 C 8X18.7 A36 0.00 0.00 0.00 36 48 53 C 8X18.7 A36 0.00 0.00 0.00 37 54 55 Decking Supports C 4X4.5 A36 0.00 0.00 0.00 38 49 50 Decking Supports C 6X8.2 A36 0.00 0.00 0.00 39 55 56 Decking Supports C 4X4.5 A36 0.00 0.00 0.00 40 50 51 Decking Supports C 6X8.2 A36 0.00 0.00 0.00 41 56 53 Decking Supports C 4X4.5 A36 0.00 0.00 0.00 42 51 48 Decking Supports C 6X8.2 - - A36 -- 0.00 0.00 0.00 I I I Page2 I Hinges I Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 111 25 1 1 0 0 1 1 0 0 0 0 Full 26 1 1 0 0 1 1 0 0 0 0 Full 29 0 0 0 0 1 1 D 0 0 0 Full 31 0 0 0 0 1 1 0 0 0 0 Full 33 0 0 0 0 1 1 0 0 0 0 Full 37 1 1 0 0 1 1 0 0 0 0 Full ' 38 1 1 0 0 1 1 0 0 0 0 Full 39 1 1 0 0 1 1 0 0 0 0 Full 40 1 1 0 0 1 1 0 0 0 0 Full 41 1 1 0 0 1 1 0 0 0 0 Full I42 1 1 0 0 1 1 0 0 0 0 Full I I I I I I I I I Page3 I I n 'l ft Current Date: 1/10/2020 4:08 PM I Units system:English File name: \\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center- Section 4 W Canopy.retx\ I load data GLOSSARY IComb :Indicates if load condition is a load combination Load Conditions Condition Description Comb. Category DL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2 :eeward WL No WIND IIIDistributed force on members I Y2 Y1 ¢ (51 d 1 I �xi d2 1 Condition Member Dirt Vail Val2 Dist! % DIst2 % ' ---------------[Kip/ft]--------------[Kip/ft]-----------[ftj----------------[ft]- DL 16 Y -0.242 -0.242 0.00 Yes 100.00 Yes 25 Y -0.018 -0.018 0.00 Yes 100.00 Yes 26 Y -0.018 -0.018 0.00 Yes 100.00 Yes I 37 Y -0.018 -0.018 0.00 Yes 100.00 Yes 38 Y 0.018 -0.018 0.00 Yes 100.00 Yes 39 Y -0.018 -0.018 0.00 Yes 100.00 Yes 40 Y -0.018 -0.018 0.00 Yes 100.00 Yes I 41 Y -0.018 -0.018 0.00 Yes 100.00 Yes 42 Y -0.018 0.018 0.00 Yes 100.00 Yes SL 16 Y -0.063 -0.063 0.00 Yes 100.00 Yes 25 Y -0.057 -0.057 0.00 Yes 100.00 Yes I 26 Y -0.057 -0.057 0.00 Yes 100.00 Yes 37 Y -0.057 -0.057 0.00 Yes 100.00 Yes 38 Y -0.057 -0.057 0.00 Yes 100.00 Yes I 39 Y -0.057 -0.057 0.00 Yes 100.00 Yes 40 Y -0.057 -0.057 0.00 Yes 100.00 Yes 41 Y -0.057 -0.057 0.00 Yes 100.00 Yes 42 Y -0.057 -0.057 0.00 Yes 100.00 Yes I WL1 16 Y -0.70 -0.70 0.00 Yes 100.00 Yes 25 Y -0.097 -0.097 0.00 Yes 100.00 Yes 26 Y -0.097 -0.097 0.00 Yes 100.00 Yes 37 Y -0.097 -0.097 0.00 Yes 100.00 Yes I 38 Y -0.097 -0.097 0.00 Yes 100.00 Yes 39 Y -0.097 -0.097 0.00 Yes 100.00 Yes Pagel I 1 Distributed force on members Condition Member Dirt Va11 Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] 40 Y -0.097 -0.097 0.00 Yes 100.00 Yes I 41 Y -0.097 -0.097 0.00 Yes 100.00 Yes 42 Y -0.097 -0.097 0.00 Yes 100.00 Yes WL2 16 Y 0.70 0.70 0.00 Yes 100.00 Yes 25 Y 0.097 0.097 0.00 Yes 100.00 Yes 26 Y 0.097 0.097 0.00 Yes 100.00 Yes 37 Y 0.097 0.097 0.00 Yes 100.00 Yes 38 Y 0.097 0.097 0.00 Yes 100.00 Yes 39 Y 0.097 0.097 0.00 Yes 100.00 Yes 40 Y 0.097 0.097 0.00 Yes 100.00 Yes 41 Y 0.097 0.097 0.00 Yes 100.00 Yes 42 Y 0.097 0.097 0.00 Yes 100.00 Yes Self weight multipliers for load conditions I Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 SL Snow No 0.00 0.00 0.00 WL1 Windward WL No 0.00 0.00 0.00 WL2 :eeward WL No 0.00 0.00 0.00 I Earthquake (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [%] DL 0.00 0.00 0.00 ' SL 0.00 0.00 0.00 WL1 0.00 0.00 0:00 WL2 0.00 0.00 0.00 I I I I I Page2 IIII t Current Date: 1/10/2020 4:03 PM nits system:English le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 4 W Canc 1 I I CO I I- I U w e col P co AI-- C8k187 __ rexS\ 1 wgk/ P xs` I 2 ks� CD m D " P / w m /3 \ X G61,a /3 note edge channel Idl/ ks went to C12x20.7 c eT I V 1 A I I Current Date: 1/10/2020 4:04 PM Units system:English File name:\lssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center-Section 4 W C • -10 Y 0 - . ft . Current Date:1/10/2020 4:06 PM nits system:English le name:11ssdarra 1Pro'ects12 01 911 9-T198 Ti•ard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase ll\Models\Ti•ard Town Center-Section 4 W Ca c I I I (1.5,20,0) 1 , 1 I (1.5,20,26) I 1 1 1 (0,8 a ___TAr ,6,6)5) i 0( 8 5 (0,815 ' i c§,§§,419..g) (1.5,0,0) I 1 1 Y (1.5,0,26) I I I I n 3 Current Date: 1/10/2020 4:06 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center-Section 4 W C I i 1 N18 N 45 3 Iran4�- N 3 at� 2 % N4 441 N 14 N 22 I N46 Z. .X in . 11 ..4 Current Date:1/10/2020 4:07 PM nits system:English le name:\\ssdarra \Pro'ects\2019\19-T198 i•ard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 4 W Canc r I I I I I '- I j ,co 25 //2 3p 3 I s / \,/ / 10 4 d2 3 f 3� I ! 3S 1 Y 1 6 1 1 1 1 t 1 Current Date: 1/10/2020 4:07 PM Units system:English File name:\\ssdarra \Pro'ects12019\19-T198 Ti•ard Town Center-Ace Hardware TI Remodel 4400 Calculations\Phase II\Models\Tigard Town Center-Section 4 W C r i 1 1 1 U mm� � �I 6 6 \ D qy .kocks°'1 0 GAS of b�` g w AP • 6 P3 Gf60 -136 , 1 n : n 10. Current Date: 1/10/2020 4:07 PM Units system:English le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 4 W Canc I Stress ratio I mm AISC/AISI/BS/AS/CSA/NDS 0.70 0.63 0.55 NW 0.47 0.39 0.32 I . 0.24 16 0.08 5.185E-03 I I I 1 y I A I I I I • 1 Current Date:1/10/2020 4:08 PM Units system:English File name:\\ssdarray\Projects120 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center- Section 4 W Canopy.retxl Steel Code Check Report: Summary-Group by section Load conditions to be included in design: id0=DL+SL id1=DL+0.6WL1 id2=DL+0.6WL2 id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id5=DL+0.75SL+0.45 WL1 id6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference C 8X18.7 24 id5 at 50.00% 0.56 With warnings HSS_RECT SX6X1 4 18 id5 at 40.63% 0.44 OK PL1/2 x5 19 id5 at 0.00% 0.70 OK ' W 8X13 30 id5 at 0.00% 0.04 OK Decking Supports C 4X4.5 37 id5 at 50.00% 0.11 OK C 6X8.2 38 id5 at 50.00% 0.05 OK Header HSS_RECT 10X8X3_8 16 id1 at 50.00% 0.28 OK Pagel 1 i ' SECTION 5 DESIGN I I 1 I 1 I I I I I 1 . 1 1 FROELICH ENGINEERS ?, I n . W Current Date: 1/10/2020 4:13 PM nits system:English le name:1\ssdarray\Projects\2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 5.retx\ I I I Section 5 Model I :::''''':'*:I:,:::Ali I 1- •. 1f 1 ' 1 y Y I 1 A 1 1 I 1 1 MIL F Current Date: 1/10/2020 4:21 PM I Units system:English File name:\\ssdarray1Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center- Section 5.retx\ IGeometry data GLOSSARY I Cb22,Cb33 : Moment gradient coefficients Cm22,Cm33 :Coefficients applied to bending term in interaction formula dO :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X IDJY :Rigid end offset distance measured from J node in axis Y DJZ :Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY :Rigid end offset distance measured from K node in axis Y I DKZ :Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor : Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members I K22 :Effective length factor about axis 2 K33 :Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos :Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg :Lateral unbraced length of the compression flange in the negative side of local axis 2 RX :Rotation about X RY :Rotation about Y I RZ :Rotation about Z TO : 1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y TZ :Translation in Z Nodes ' Node X Y Z Rigid Floor [ft] [ft] [ft] I 1 0.333 8.50 0.00 0 3 0.333 26.00 -0.167 0 4 0.333 32.00 0.00 0 I 5 0.00 23.00 0.00 0 6 0.00 26.00 -0.167 0 7 0.00 32.00 0.00 0 9 3.00 26.00 -0.167 0 I 11 12 0.333 26.00 0.00 0 0.00 26.00 0.00 0 14 0.333 32.00 -0.167 0 15 0.00 32.00 -0.167 0 I 16 17 3.00 32.00 -0.167 0 0.00 20.00 0.00 0 18 0.333 20.00 0.00 0 19 0.333 23.00 0.00 0 I 20 0.00 14.25 0.00 0 21 0.333 14.25 0.00 0 22 0.00 0.00 0.00 0 23 0.00 23.00 -1.00 0 I 24 0.00 20.00 -1.00 0 25 0.00 10.00 -1.00 0 Pagel I I 26 0.00 0.00 -1.00 0 27 0.00 23.00 1.00 0 ' 28 0.00 20.00 1.00 0 29 0.00 10.00 1.00 0 30 0.00 0.00 1.00 0 32 0.00 26.50 0.00 0 , 33 3.00 31.50 0.00 0 34 0.333 27.055 0.00 0 Restraints ' Node TX TY TZ RX RY RZ ' 1 1 01 1 0 0 0 ' 3 0 0 1 0 0 0 5 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 14 0 0 1 0 0 0 15 0 0 1 0 0 0 16 0 0 1 0 0 0 17 1 1 1 0 0 0 20 ' 20 1 1 1 0 0 0 24 1 1 1 0 0 0 26 1 1 1 0 0 0 28 1 1 1 0 0 0 ' 30 1 1 1 0 0 0 Members ' Member NJ NK Description Section Material dO dL I9 factor [in] [in] 1 5 7 Back Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 , 2 1 19 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 3 6 9 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 4 15 16 Cant Eyebrow aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 5 12 6 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 ' 6 11 3 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 7 7 15 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 8 4 14 Rigid Link HSS_RND 20.000X0.500 A570 Gr50 cold form 0.00 0.00 0.00 9 17 18 Roof Tie aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 ' 10 9 16 Front Stud aisiSSMA_S 362S162-33 A570 Gr50 cold form 0.00 0.00 0.00 11 11 34 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 13 19 11 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 14 20 21 Wall Tle aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 , 15 32 34 kicker aisiSSMA_S 6005200-54 A570 Gr50 cold form 0.00 0.00 0.00 16 34 4 Full Ht Stud aisiSSMA_S 8008200-54 A570 Gr50 cold form 0.00 0.00 0.00 17 34 33 kicker aisiSSMA_S 6005200-54 A570 Gr50 cold form 0.00 0.00 0.00 I I Page2 I Hinges INode-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 3 1 0 0 0 1 0 0 0 0 0 Full 4 1 0 0 0 1 0 0 0 0 0 Full ' S 6 0 0 0 0 1 0 0 0 0 0 Full 0 0 0 0 1 0 0 0 0 0 Full 7 0 0 0 0 1 0 0 0 0 0 Full 8 0 0 0 0 1 0 0 0 0 0 Full ' g 1 0 0 0 1 0 0 0 0 0 Full 14 1 0 0 0----------1----------D---------0------- 0 0----------0---- Full ' Shells I Shell Description Material Thickness Center of gravity Area N1,N2,...,Nn [in] [ft] [ 1 ' 2 CMU Wall CMU 1.5-60 7.63 (0.00, 11.50,0.00) 46.00 26,30,27,23 I I I I I I I I Page3 I _0 zAiiit- ' Current Date: 1/10/2020 4:22 PM I Units system:English File name:1\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 5.retx\ I Load data GLOSSARY Comb :Indicates if load condition is a load combination Load Conditions Condition Description Comb. Category DL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2 :eeward WL No WIND IDistributed force on members I Yi fiiiiI Y2 di I 3 I d2 Condition Member Dirt Vail Val2 Dist1 % Dist2 'Ye [Kip/ft] [Kip/ft] [ft] [ft] tDL 2 Y -0.012 -0.012 0.00 Yes 100.00 Yes 4 Y -0.03 -0.03 0.00 Yes 100.00 Yes 10 Y -0.012 -0.012 0.00 Yes 100.00 Yes I 13 Y -0.012 -0.012 0.00 Yes 100.00 Yes SL 4 Y 0.05 -0.05 0.00 Yes 100.00 Yes WL1 2 X -0.034 -0.034 0.00 Yes 100.00 Yes 10 X -0.118 -0.118 0.00 Yes 100.00 Yes I 13 X -0.118 -0.118 0.00 Yes 100.00 Yes WL2 1 X 0.118 0.118 0.00 Yes 100.00 Yes 2 X 0.034 0.034 0.00 Yes 100.00 Yes I Self weight multipliers for load conditions ' Self weight multiplier Condition Description Comb. MultX MultY MultZ ' DL Dead Load No 0.00 -1.00 0.00 SL Snow No 0.00 0.00 0.00 I WL1 WL2 Windward WL No 0.00 0.00 0.00 :eeward WL No 0.00 0.00 0.00 Pagel Earthquake (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [%] ---_______________________ ----------------------- DL 0.00 0.00 0.00 SL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 1 I 1 I Page2 1 lh z nit Current Date: 1/10/2020 4 18 PM in I its system:English le name:11ssdarray1Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase!Models\Tigard Town Center-Section 5.retx\ I I I I I I •r°1.- I an" I I -44# , I I All I Y I A "1042*1 I I I I 1 D z - tt --i Current Date: 1/10/2020 4:19 PM Units system:English 1File name:\\ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)5400 Calculations\Phase II1Models\Tigard Town Center-Section 5.retx ' i(WS 3r0.167) (3,32,-0.167) (r,31.5,0) 1 i /(0.333,27.055,0) ill 1. (G 26.5,0) ' ( ( . 26,0) I (3,26,-0.167) (0,23,-1) (0(8339h,23,0) (0,23,1) i i (0,20,-1) y (b(1 A,20,0) d (0,20,1) II . . a. , in •' 1. Current Date: 1/10/2020 4:19 PM 1its system:English le name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)400 Calculations\Phase II1Models\Tigard Town Center-Section 5.retx\ I I 11 a sis 36,-- 3 tr-54 III /cv.I wI c aisi co "` � .7j y 3, s2s76?54 m 0 0 I A as• I Mq s, m Sis2S4 OI 0 I D U1 CO aiS•I iS, Mq o S m' c S76,S4 I I A I I I ,, Current Date: 1/10/2020 4:19 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 CalculationslPhase Il'Models\Tigard Town Center-Section 5.retx1 I I I xls? - 3rs,-, I! pia cP �a;A v e s ll e A n 4 as fOjol III a 0 3 16>0 GP.SO c D al V O 0 al OI .1s;G Ecv- 3 /ar fMU 1.5-60 ' 1 I 1 n : 4, nil* Current Date: 1/10/2020 4:20 PM nits system:English le name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5.retx\ I I I '\133 I / 6 ItiN 34 tt 32 f \1 1 N9 �,ssN23 IN 27" 19 24 )+! I N 2 18 I IP1 1 N 25 Y II N2 a N1 �. I I I I r - - 3 fte Current Date: 1/10/2020 4.20 PM Units system:English File name:1\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase II\Models\Tigard Town Center-Section 5.retxl I I I 1a 4I i /i I v- f ,hamI \ I : I I 9 I II N r I I Y I A is I I Current Date:Date: 1/10/2020 4 20 PM its system:English le name:\\ssdarrayNProjects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 retx1 Stress ratio AISC/AISI/BS/ASJCSA/NDS um.0.96 um.0.85 0.75 0.64 0.53 0.320.43 0•21 °4:9413E-04 I 111 A I 1 Current Date: 1/10/2020 4:21 PM I Units system:English File name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center- Section 5.retx\ 11 Steel Code Check Report: Summary-Group by section I Load conditions to be included in design: id0=DL+SL id1=DL+0.6WL1 III id2=DL+0.6WL2 id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id5=DL+0.755 L+0.45 W L 1 iiiid6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference Back Stud aisiSSMA_S 800S200-54 t id3 at 0.00% 0.96 OK Eq. H1.2-1 ------------------------------------------------- Cant Eyebrow aisiSSMA_S 362S162-54 3 id3 at 0.00% 0.35 With warnings Eq.H1.2-1 IFront Stud aisiSSMA S 3625162-33 10 id1 at 50.O% 0.64 OK — Sec.F3 Full Ht Stud aisiSSMA_S 800S200-54 13 id2 at 100.00% 0.48 OK Eq.H1.2-1 kicker aisiSSMA_S 600S200-54 15 id4 at 0.00% 0.26 OK Sec. H2 Rigid Link HSS_RND 20.000X0.500 5 id3 at 0.00% 0.00 OK Roof Tie aisiSSMA_S 362S162-54 9 id1 at 0.00% 0.04 With warnings Eq.H1.2-1 I I I I I I Pagel Existing Parapet Strength Check I Froelich Engineers Project Title: You can change this area Max Allowed Mn=3.3'k LRr6-eeteb: using the"Settings' menu item I and then using the"Printing& Project Descr: Title Block"selection. T to Block Line 6 Printed 10 JAN 2020, 5 C3PM File=P,ssdarray\Proects\2819d 4WES-AWNHIUW-31PII6B 9J—W\Models1Ti and Town Center-Phase 2.ec6 I Masonry S.etlder Wa1I Software copyright ENERCALC,INC.1983-2018,Build:10.18.1130 . Lrc #:KW-06002304 s 77-" 7 7 Licensee`.'FROELICH CONSULTING ENGINEERS s'° Description: Existing CMU Wall II Code References Conseruativer_most-likely II Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 brick full height Load Combinations Used :ASCE 7-10 1 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 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= 150.0 Fr-Rupture 61.0 psi Rebar"d"distance 3.8125 in Em=fm* 900.0 Lower Level Rebar... Minimum Vertical Steel% = 0.0020 Max%of p bal. = 0.1034 Bar Size # 6 Grout Density = 105 pcf Bar Spacing 48 in I Block Weight Normal Weight Wall Weight 51.0 psf Wall is grouted at rebar cells only IOne-Story Wall Dimensions A Clear Height = 20.0 ft B Parapet height = 4.0 ft EeT ' . � wg ; t " Wall Support Condition Top&Bottom Pinned § ' ,,r ayp �" - € VI 2 $ 494 4€ . ., §I ev1 M Asa 4 W. I a ,,fE'41 , ,ate #ikssy is re ss s a,y,� "fi vk i t s s g s s sCdv ` r d.x FF A04 � i f F € 4112 ` € Ems, I F%' tf 3 T. �",t3 i t iFs.� c''f'4 41,1t f 84 4 rs, a tr- s"a s 7Aftfii,-1a,ses X iti {aC p s i +s'��w iitiiii:tvi " mogyv Il Lateral Loads Wind Loads: Seismic Loads: IFull area WIND load 17.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SOS Value per ASCE 12.11.1 S DS*I = 0.710 I Fp=Wall Wt.* 0.2840 = 14.484 psf p Lr L E W Height (Applied to full"STRIP Width, Point Lateral Load 0.3885 k 24.0 ft I (Applied to full"STRIP Width, D Lr L E W Endpoints from Base top - bottom Distributed Lateral Load 0.180 k/ft 23.0 20.0 ft I I Froelich Engineers Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. II Title Block Line 6 Printed:10 JAN 2020, 5:03PM Masonry Slender Wall File=1lssderray`Projects\2019t144WES-A14NHIUW-31P116BJ-IMModelslTigard Town Center-Phase 2ec6 . r Software copyright ENERCALC,INC.1983-2018,Build:10.18 11.30 Lie.#' KW-06002304 + .=y=ur _ >' Aite icenseei FROELICH CONSULTING ENGINEERS Description: Existing CMU Wall 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 = 0.7904 +0.90D+W+0.90H Max Mu -2.636 k-ft I Phi*Mn 3.335 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 410 Allowable Dell.Ratio 150.0 E Only Max.Deflection 0.5860 in 11 PASS Axial Load Check Max Pu/Ag 5.216 psi Max.Allow.Defl. 1.60 in +1.20D+0.50Lr+0.50L+W+1.60H Location 19.667 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Actual As/bd 0.002404 Max Allow As/bd 0.1034 Maximum Reactions... for Load Combination.... Top Horizontal W Only 1.912 k Base Horizontal E Only 0.2781 k Vertical Reaction +D+0.60W+H 2.448 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 19.33 to 20. 0.286 16.560 0.44 0.66 0.90 1.69 0.110 0.0024 0.1034 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +120D+1.605+0.50W+1.60H at 19.33 to 20.0 0.286 16.560 0.44 0.66 0.90 1.69 0.110 0.0024 0.1034 +1.20D+0.501J+0.50L+W+1.60H at 19.33 to 2 0.288 16.560 0.44 1.32 0.90 1.69 0.110 0.0024 0.1034 +1200+0.50L+0.50S+W+1.60H at 19.33 to 20 0.288 16.560 0.44 1.32 0.90 1.69 0.110 0.0024 0.1034 +1.20D+0.50L+0.20S+E+1.60H at 9.33 to 10. 0.898 16.560 0.44 0.71 0.90 1.84 0.110 0.0024 0.1032 I +0.900+W+0.90H at 19.33 to 20.00 0.217 16.560 0.44 1.32 0.90 1.67 0.110 0.0024 0.1034 +0,900+E+0.90H at 9.33 to 10.00 0.673 16.560 0.44 0.70 0.90 1.78 0.110 0.0024 0.1033 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 Deft. Ratio k k-ft k-ft in44 in"4 in84 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 III 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 17.33 to 18.00 0.340 0.44 0.42 331.10 23.59 331.100 0.020 12,243.9 +D+0.70E+H at 9.33 to 10.00 0.748 0.44 0.47 331.10 24.68 43.686 0.108 2,214.5 +D+0.750Lr+0.750L+0.450W+H at 6.67 to 7.3 0.884 0.44 0.16 331.10 25.04 331.100 0.012 19,831.9 +D+0.750L+0.7505+0.450W+H at 6.67 to 7.33 0.884 0.44 0.16 331.10 25.04 331.100 0.012 19,831.9 +D+0.750L+0.750S+0.5250E+H at 9.33 to 10. 0.748 0.44 0.35 331.10 24.68 331.100 0.056 4,298.6 +0.60D+0.60W+0.60H at 17.33 to 18.00 0.204 0.44 0.42 331.10 23.22 331.100 0.020 12,130.3 +0.600+0.70E+0.60H at 9.33 to 10.00 0.449 0.44 0.47 331.10 23.88 43.656 0.105 2,281.8 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 I Froelich Engineers Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: I and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JAN 2020. 5.03PM File e 4ssdarray1Pro ects12010da4WES-A14NHIUW-31PII6BJ-W\Models\Tigard Town Center Phase 2 ec6 1 Masonry Slender Wall Software copyright ENERCALC,INC.1983-2018,Build:1018.11.30 . Lic.#:KW-06002304 "' Ucensee:FROELICH CONSULTING ENGINEERS Description: Existing CMU Wall 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 16.67 to 17.33 0.000 0.44 0.58 331.10 22.66 27.101 0.106 2,264.5 E Only at 9.33 to 10.00 0.000 0.44 0.67 331.10 22.66 24.968 0.586 409.5 I I I I 1 I I I I 1 I I I I Froelich Engineers Project Title: I You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. T'3le Block Line 6 Printed:10 JAN 2020, 5:03PM File-\ssdanay1Projectst20191144WES-AWNHIUW-31PII6BJ-WlModels\Tigard Town Center-Phase 2 ec6 Masonry Sender Wall Software copyright ENERCALC,INC.1983-2018,Build:10.18 11.30 . : I t'is-Ik' CW O8002304' ' - Licensee.:FROELICH CONSULTING ENGINEERS Description: Existing CMU Wall 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 i1"4 iO4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 111 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical©Wall Base .._. +D+H 0.0 k 0.00 k 2.448 k +D+L+H 0.0 k 0.00 k 2.448 k +D+Lr+H 0.0 k 0.00 k 2.448 k +D+S+H 0.0 k 0.00 k 2.448 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 2.448 k +D+0,750L+0.750S+H 0.0 k 0.00 k 2.448 k +D+0.60W+H 0.1 k 1.15 k 2.448 k +D+0.70E+H 0.2 k 0.29 k 2.448 k ir +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.86 k 2.448 k +D+0.750L+0.750S+0,450W+H 0.1 k 0.86 k 2.448 k i +D+0.750L+0.750S+0.5250E+H 0.1 k 0.22 k 2.448 k +0.60D+0.60W+0.60H 0.1 k 1.15 k 1.469 k +0.60D+0.70E+0.60H 0.2 k 0.29 k 1.469 k D Only 0.0 k 0.00 k 2.448 k Lr Only 0.0 k 0.00 k 0.000 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 0.2 k . 1.91 k 0.000 k E Only 0.3 k 0.42 k 0.000 k H Only 0.0 k 0.00 k 0.000 k I I I I I I RAM PARAPET OUTPUT I R. Current Date: 1/11/2020 11:35 AM I Units system:English File name:1\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase II\Models\Tigard Town Center- Section 5.retx\ 1 Analysis result Plate reinforced concrete design in local axes Design code:ACI 318-2014 I Notes: -Membrane forces are ignored in the design -"Bot"is the bottom edge of the plate(-U2) -"Top"is the top edge of the plate(+t/2) -"ec"is the controlling load condition -Face+t/2 is in compression if bending moments are positive -Large rebar areas(in the order of 1 E300)indicate an error in the design due to insufficient thickness of the shell or insufficient strength of the material I 111 11, z 1 I Vertical Horizontal Ma= 2.1 k/0.7= 3'k (LRFD) < Load conditions to be included in design: 3.3'k therefore OK d0=DL+SL id1=DL+0.6WL1 id2=DL+0.6WL2 id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id5=DL+0.75SL+0.45W L1 id6=DL+0.75SL+0.45WL2 I SHELL 2 Thickness=7.63[in] Mechanical cover=0.00[in] As parallel to 3' As parallel to 1' M11' Ic As3' M33' Ic As1' I Node [Kip*ft/ft] [in2/ft] [Kip*ft/ft] [in2/ft] 27 Min. -0.12 id2 Top 0.00 -0.01 id2 Top 0.00 I Max. 0.10 id3 Bot 0.00 0.01 id3 Bot 0.00 FEM:35 Min. -0.36 id3 Top 0.00 0.09 id3 Top 0.00 Max. 0.42 id2 Bot 0.00 0.11 id2 Bot 0.00 FEM:55 Min. -1.85 id2 Top 0.00 -0.03 id2 Top 0.00 I Max. 1.59 id3 Bot 0.00 0.02 id3 Bot 0.00 FEM:65 Min. -1.75 id2 Top 0.00 -0.06 id3 Top 0.00 Max. 1.50 id3 Bot 0.00 0.07 id2 Bot 0.00 FEM:53 Min. -1.55 id2 Top 0.00 -0.18 id2 Top 0.00 I Max. 1.32 id3 Bot 0.00 0.15 id3 Bot 0.00 FEM:69 Min. -0.78 id2 Top 0.00 -0.27 id3 Top 0.00 Max. 0.66 id3 Bot 0.00 0.31 id2 Bot 0.00 FEM:40 Min. -2.08 id2 Top 0.00 -0.04 id3 Top 0.00 I Max. 1.78 id3 Bot 0.00 0.05 id2 Bot 0.00 FEM:70 Min. -1.66 id2 Top 0.00 0.00 id4 Top 0.00 Max. 1.42 id3 Bot 0.00 0.00 ids Bot 0.00 25 Min. -0.18 id3 Top 0.00 -0.01 id3 Top 0.00 Max. 0.21 id2 Bot 0.00 0.01 id2 Bot 0.00 FEM:56 Min. -0.19 id3 Top 0.00 0.00 id2 Top 0.00 Pagel I I Max. 0.22 id2 Sot 0.00 0.00 id3 Bot 0.00 20 Min. -0.31 id3 Top 0.00 -0.14 id3 Top 0.00 Max. 0.36 id2 Bot 0.00 0.16 id2 Bot 0.00 FEM:37 Min. -0.25 id3 Top 0.00 -0.01 id2 Top 0.00 Max. 0.29 id2 Bot 0.00 0.01 id3 Bot 0.00 FEM:58 Min. -0.09 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.10 id2 Bot 0.00 0.01 id2 Bot 0.00 FEM:41 Min. -0.04 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.04 id2 Bot 0.00 0.00 id3 Bot 0.00 FEM:60 Min. -0.04 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.05 id2 Bot 0.00 0.00 id3 Bot 0.00 FEM:50 Min. -0.09 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.10 id2 Bot 0.00 0.00 id2 Bot 0.00 24 Min. -1.79 id2 Top 0.00 -0.07 id3 Top 0.00 Max. 1.53 id3 Bot 0.00 0.09 id2 Bot 0.00 FEM:61 Min. -0.98 id2 Top 0.00 -0.05 id2 Top 0.00 Max. 0.84 id3 Bot 0.00 0.05 id3 Bot 0.00 FEM:45 Min. -1.32 id2 Top 0.00 -0.06 id2 Top 0.00 Max. 1.13 id3 Bot 0.00 0.05 id3 Bot 0.00 FEM:36 Min. -2.04 id2 Top 0.00 -0.28 id2 Top 0.00 Max. 1.75 id3 Bot 0.00 0.24 id3 Bot 0.00 FEM:47 Min. -0.05 id3 Top 0.00 -0.05 id3 Top 0.00 Max. 0.05 id2 Sot 0.00 0.06 id2 Bot 0.00 FEM:44 Min. -0.36 id2 Top 0.00 -0.05 id2 Top 0.00 Max. 0.31 id3 Bot 0.00 0.04 id3 Bot 0.00 23 Min. -0.44 id2 Top 0.00 -0.12 id2 Top 0.00 I Max. 0.38 id3 Bot 0.00 0.10 id3 Bot 0.00 FEM:72 Min. -0.46 id3 Top 0.00 -0.01 id1 Top 0.00 Max. 0.54 id2 Bot 0.00 0.01 id4 Bot 0.00 29 Min. -0.18 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.21 id2 Bot 0.00 0.01 id2 Bot 0.00 FEM:52 Min. -0.24 id3 Top 0.00 -0.02 id2 Top 0.00 Max. 0.28 id2 Bot 0.00 0.02 id3 Bot 0.00 FEM:48 Min. -0.23 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.26 id2 Bot 0.00 0.00 id2 Bot 0.00 FEM:46 Min. -0.05 id3 Top 0.00 -0.07 id3 Top 0.00 Max. 0.06 id2 Bot 0.00 0.08 id2 Bot 0.00 FEM:39 Min. -1.04 id2 Top 0.00 -0.01 id2 Top 0.00 Max. 0.89 id3 Bot 0.00 0.01 id3 Bot 0.00 FEM:63 Min. -0.61 id2 Top 0.00 -0.06 id3 Top 0.00 Max. 0.52 id3 Bot 0.00 0.07 id2 Bot 0.00 FEM:62 Min. -0.14 id3 Top 0.00 -0.02 id3 Top 0.00 Max. 0.17 id2 Bot 0.00 0.02 id2 Bot 0.00 26 Min. 0.00 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.00 id2 Sot 0.00 0.00 id3 Bot 0.00 FEM:43 Min. 0.00 id2 Top 0.00 0.00 id2 Top 0.00 III Max. 0.00 id3 Bot 0.00 0.00 id3 Bot 0.00 FEM:38 Min. -0.03 id3 Top 0.00 -0.01 id2 Top 0.00 Max. 0.03 id2 Bot 0.00 0.01 id3 Bot 0.00 FEM:71 Min. -0.04 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.05 id2 Bot 0.00 0.00 id3 Bot 0.00 5 Min. -3.47 id2 Top 0.00 -0.03 id0 Top 0.00 Max. 2.97 id3 Bot 0.00 0.01 id3 Bot 0.00 FEW 42 Min. -0.88 id2 Top 0.00 -0.03 id3 Top 0.00 Max. 0.76 id3 Bot 0.00 0.04 id2 Bot 0.00 17 Min. -2.19 id2 Top 0.00 -0.61 id2 Top 0.00 Max. 1.87 id3 Bot 0.00 0.53 id3 Bot 0.00 FEM:68 Min. -2.03 id2 Top 0.00 -0.20 id2 Top 0.00 I I Page2 I 1 Max. 1.74 id3 Bot 0.00 0.17 id3 Bot 0.00 I 28 Min. -1.84 id2 Top 0.00 -0.04 id2 Top 0.00 Max. 1.57 id3 Bot 0.00 0.03 id3 Bat 0.00 FEM:51 Min. -0.79 id2 Top 0.00 -0.05 id2 Top 0.00 Max. 0.68 id3 Bot 0.00 0.04 id3 Bot 0.00 I FEM:57 Min. -0.97 id2 Top 0.00 -0.03 id3 Top 0.00 Max. 0.83 id3 Bat 0.00 0.03 id2 Bot 0.00 FEM:59 Min. -0.16 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.18 id2 Bat 0.00 0.00 id3 Bot 0.00 I FEM:67 Min. -0.13 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.15 id2 Bot 0.00 0.00 id3 Bot 0.00 FEM:64 Min. -0.09 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.10 id2 Bot 0.00 0.00 id2 Bot 0.00 I FEM:66 Min. 0.13 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.15 id2 Bot 0.00 0.00 id2 Bot 0.00 22 Min. 0.00 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.00 id2 Bot 0.00 0.00 id3 Bot 0.00 I I FEM:49 Min. 0.00 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.00 id2 Bat 0.00 0.00 id2 Bot 0.00 30 Min. 0.00 id3 Top 0.00 0.00 id3 Top 0.00 Max. 0.00 id2 Bot 0.00 0.00 id2 Bot 0.00 I FEM:54 Min. -0.04 id3 Top 0.00 0.00 id2 Top0.00 Max. 0.05 id2 Bot 0.00 0.00Y id3- Bat 0.00 I I I I I I I I I 1 Page3 I I I SECTION 5 CANOPY DESIGN 441 I I I I I i I I 1 FROELICH ENGINEERS ; I I Current Date: 1/10/2020 4:24 PM nits system:English le name:\\ssdarra •rojects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II1Models\Tigard Town Center-Section 5 Cana y I I 11 Canopy at Section 5 I I I I sr e k. ji q.w 1 Y I X I 1 I 1 i. A Current Date: 1/10/2020 4:25 PM I Units system:English File name:1tssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center- Section 5 Canopy No Tie Rods.retx1 Geometry data GLOSSARY i Cb22,Cb33 Cm22,Cm33 :Moment gradient coefficients :Coefficients applied to bending term in interaction formula d0 :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X DJY :Rigid end offset distance measured from J node in axis Y I DJZ :Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY :Rigid end offset distance measured from K node in axis Y I DKZ :Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor : Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members K22 : Effective length factor about axis 2 111 K33 :Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos :Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg :Lateral unbraced length of the compression flange in the negative side of local axis 2 RX :Rotation about X RY :Rotation about Y RZ :Rotation about Z I TO : 1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y ITZ :Translation in Z Nodes INode X Y Z Rigid Floor [ft] [ft] [ft] I 1 0.00 0.00 0.00 0 2 0.00 5.8333 0.00 0 3 0.00 0.00 6.00 0 I 4 8 0.00 1.333 0.00 0 8.167 0.00 0.00 0 9 8.167 5.8333 0.00 0 10 8.167 0.00 6.00 D 11 8.167 1.333 0.00 0 15 16.333 0.00 0.00 0 16 16.333 5.8333 0.00 0 17 16.333 0.00 6.00 0 I 18 16.333 1.333 0.00 0 22 24.50 0.00 0.00 0 23 24.50 5.8333 0.00 0 24 24.50 0.00 6.00 0 I25 24.50 1.333 0.00 0 29 32.666 0.00 0.00 0 30 32.666 5.8333 0.00 0 31 32.666 0.00 6.00 0 I 32 32.666 1.333 0.00 0 36 0.00 0.00 5.50 0 Pagel I 37 8.167 0.00 5.50 0 38 16.333 0.00 5.50 0 III 39 24.50 0.00 5.50 0 40 32.666 0.00 5.50 0 41 0.00 0.00 0.167 0 42 8.167 0.00 0.167 0 43 16.333 0.00 0.167 0 44 24.50 0.00 0.167 0 45 32.666 0.00 0.167 0 I Restraints Node TX TY TZ RX RY RZ 2 1 1 1 0 0 0 4 1 1 1 0 0 0 9 1 1 1 0 0 0 11 1 1 1 0 0 0 16 1 1 1 0 0 0 18 1 1 1 0 0 0 23 1 1 1 0 0 0 25 1 1 1 0 0 0 30 1 1 1 0 0 0 32 1 1 1 0 0 0 Members Member NJ NK Description Section Material dO dL Ig factor 111 [in] [in] 1 1 41 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 2 1 2 Strong Back HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 5 8 42 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 6 8 9 Strong Back HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 9 15 43 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 12 15 16 Strong Back HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 13 22 44 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 14 22 23 Strong Back HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 17 29 30 Strong Back HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 18 29 45 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 26 3 10 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 27 41 42 Back Channel C 6X8.2 A36 0.00 0.00 0.00 , 28 42 43 Back Channel C 6X8.2 A36 0.00 0.00 0.00 29 41 3 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 30 42 37 WF Support W 8X18 A992 Gr50 0.00 0.00 0.00 31 43 38 WF Support W 8X18 A992 Gr50 0.00 0.00 0.00 32 44 39 WF Support W 8X18 A992 Gr50 0.00 0.00 0.00 33 45 31 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 34 43 44 Back Channel C 6X8.2 A36 0.00 0.00 0.00 35 44 45 Back Channel C 6X8.2 A36 0.00 0.00 0.00 36 36 37 Front Channel C 4X7.2 A36 0.00 0.00 0.00 37 37 38 Front Channel C 4X72 A36 0.00 0.00 0.00 43 38 39 Front Channel C 4X7.2 A36 0.00 0.00 0.00 I I Page2 I i 44 39 40 Front Channel C 4X7.2 A36 0.00 0.00 0.00 45 37 10 WF Support W 8X18 A992 Gr50 0.00 0.00 0.00 46 38 17 WF Support W 8X18 A992 Gr50 0.00 0.00 0.00 47 39 24 WF Support W 8X18 A992 Gr50 0.00 0.00 0.00 48 10 17 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 49 17 24 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 I 50 24 31 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 IHinges I Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity I 29 0 0 0 0 1 1 0 0 0 0 Full 33 0 0 0 0 1 1 0 0 0 0 Full 36 1 1 0 0 1 1 0 0 0 0 Full 37 1 1 0 0 1 1 0 0 0 0 Full 1 43 1 1 0 0 1 1 0 0 0 0 Full 44 1 1 0 0 1 1 0 0 0 0 Full 46 0 0 0 0 1 1 0 0 0 0 Full 47 0 0 0 0 1 1 0 0 0 0 Full 111 I I I I I 1 I I I Page3 I I AA n. _ Current Date: 1/10/2020 4:25 PM I Units system:English File name: 11ssdarray1Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 5 Canopy No Tie Rods.retx\ I Load data GLOSSARY IComb :Indicates if load condition is a load combination Load Conditions Condition Description Comb. Category DL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2 :eeward WL No WIND IDistributed force on members I Yt 111111 Y2 I di I 13 1 d2 1. 1 Condition Member Dirt Vail Val2 Distt % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] IIIDL 27 Y -0.024 -0.024 0.00 Yes 100.00 Yes 28 Y -0.024 -0.024 0.00 Yes 100.00 Yes 34 Y -0.024 -0.024 0.00 Yes 100.00 Yes I 35 Y -0.024 -0.024 0.00 Yes 100.00 Yes 36 Y -0.024 0.024 0.00 Yes 100.00 Yes 37 Y -0.024 -0.024 0.00 Yes 100.00 Yes 43 Y -0.024 -0.024 0.00 Yes 100.00 Yes I 44 Y -0.024 -0.024 0.00 Yes 100.00 Yes SL 27 Y D.075 -0.075 0.00 Yes 100.00 Yes 28 Y -0.075 -0.075 0.00 Yes 100.00 Yes 34 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 35 Y -0.075 -0.075 0.00 Yes 100.00 Yes 36 Y 0.075 0.075 0.00 Yes 100.00 Yes 37 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 43 Y -0.075 -0.075 0.00 Yes 100.00 Yes 44 Y -0.075 -0.075 0.00 Yes 100.00 Yes WL1 27 Y 0.129 -0.129 0.00 Yes 100.00 Yes 28 Y -0.129 -0.129 0.00 Yes 100.00 Yes I 34 Y -0.129 -0.129 0.00 Yes 100.00 Yes 35 Y -0.129 -0.129 0.00 Yes 100.00 Yes 36 Y -0.129 0.129 0.00 Yes 100.00 Yes 37 Y -0.129 -0.129 0.00 Yes 100.00 Yes I 43 Y 0.129 -0.129 0.00 Yes 100.00 Yes 44 Y 0.129 0.129 0.00 Yes 100.00 Yes Pagel I I WL2 27 Y 0.129 0.129 0.00 Yes 100.00 Yes 28 Y 0.129 0.129 0.00 Yes 100.00 Yes 34 Y 0.129 0.129 0.00 Yes 100.00 Yes111 35 Y 0.129 0.129 0.00 Yes 100.00 Yes 36 Y 0.129 0.129 0.00 Yes 100.00 Yes 37 Y 0.129 0.129 0.00 Yes 100.00 Yes 43 Y 0.129 0.129 0.00 Yes 100.00 Yes 44 Y 0.129 0.129 0.00 Yes 100.00 Yes Self weight multipliers for load conditions I Self weight multiplier I Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 1 SL Snow No 0.00 0.00 0.00 WL1 Windward WL No 0.00 0.00 0.00 WL2 :eeward WL No 0.00 0.00 0.00 1 Earthquake (Dynamic analysis only) I Condition a!g Ang. Damp. [Deg] [%] I DL 0.00 0.00 0.00 SL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 I I � I I I I I I Page2 I in Current Date: 1/10/2020 4:28 PM nits system:English iiil_ le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Cano y I I I I I MI i I00 X co X ct �I CD IliCD d �Z rn X �l 0� 2 Sx3/4 C eXi I� X G $ w _ W I Sk3✓4 W 8k1W — coI 70 �; GX82X1g x w �l 5k3/4 In/'g(18' G6 928k18 IW P- k3/4 W 8X18— mIli � G6'B� X18 P�Sx3/4'- — / C 8Xi8.7 I Y I X --' Z II I I I 51. 3 - ti.- Current Date: 1/10/2020 4:29 PM Units system:English File name:\\ssdarray\Projects120 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase II\Models\Tigard Town Center-Section 5 Can I I I I ZO cn ca cLI cv 0 -_ m vOb �i 36 A36~ P36 % o !G:s3 A992 GrSp p36 �GrSp 6 m P36 36 A99 G2 tip Gr pI m co �A36 A99 G2 50 p36 Gr50 A 36 -� A36 ---1 � i I Y X I ... ntt ,. • Current Date: 1/10/2020 4:25 PM nits system:English le name:\Nssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Ti ard Town Center-Section 5 Cano y I I , I I Iiirr- A I 4FPF' I b- 1 1 A 48r At. I 1 _- - 1 I II Y i A -a- I I I I q entteu Current Date: 1/10/2020 4:29 PM Units system:English File name:1\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Can N 30 23 N 16 N 3I 2 g f 25 GJ � _ 111 _--_. N 2 // /� 1t 4t$1 Pp1C IN 18 A4 WO — 11 017 I I titl8F2 N4 !PO N r4Qi 111 A X I in z . rittAw Current Date: 1/10/2020 4:30 PM nits system:English le name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Canopy I I I I I I r T I 18— 33 35 /°� 13 _ j fl 3A 32 '{7 9 - 1 g6 6 A?�b 3 I 21 5 1 _// I 29 I Y X I I I I Current Date: 1/10/20204:30 PM Units system:English File name:11ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 5 Can (32.666,5.8333,0) (24.5,5.8333,0) (16.333,5.8333,0) (32.666,1.333,0) d8.167,5.8333,0) (24.5,1.3 O {0,5.8333,0) g328,64) 1(16.333,1 0) ( }>�� ( :. ,.,;:per Z67) (8.13 Oj Y A x z L r 1 I I SECTION 7 CANOPY DESIGN 1 I 1 I t 1 i I FROELICH ENGINEERS z I I ti, n . - ti- Current Date: 1/10/2020 4:33 PM nits system:English le name:\\ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\T1 and Town Center-Section 7 Cana y I • I I I 1 Section 7 Canopy I - I I 3 1. t ,,.., .. k `:i i j b • i X I I I I I 1 Current Date: 1/10/2020 4:40 PM I Units system:English File name:\\ssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center- Section 7 Canopy No Tie Rods.retx\ ■ Geometry data ■ GLOSSARY I Cb22,Cb33 :Moment gradient coefficients Cm22,Cm33 :Coefficients applied to bending term in interaction formula do :Tapered member section depth at J end of member DJX :Rigid end offset distance measured from J node in axis X IDJY :Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y I DKZ : Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor :Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members I K22 :Effective length factor about axis 2 K33 :Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity I LB pos :Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg :Lateral unbraced length of the compression flange in the negative side of local axis 2 RX :Rotation about X RY :Rotation about Y I RZ :Rotation about Z TO : 1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y TZ :Translation in Z Nodes INode X Y Z Rigid Floor [ft] [ft] [ft] 69 53.333 0.00 0.00 0 73 53.333 0.00 0.50 0 1 -0.50 0.00 0.00 0 I 2 0.00 12.66 0.00 0 3 0.50 0.00 5.00 0 8 4.00 0.00 0.00 0 9 4.00 12.66 0.00 0 I 10 4.00 0.00 5.00 0 15 16.00 0.00 0.00 0 16 16.00 12.66 0.00 0 17 16.00 0.00 5.00 0 I 22 20.00 0.00 0.00 0 23 20.00 12.66 0.00 0 24 20.00 0.00 5.00 0 29 24.00 0.00 0.00 0 I 30 24.00 12.66 0.00 0 31 24.00 0.00 5.00 0 36 -0.50 0.00 4.50 0 37 4.00 0.00 4.50 0 I 38 16.00 0.00 4.50 0 39 20.00 0.00 4.50 0 Pagel I I 40 24.00 0.00 4.50 0 41 -0.50 0.00 0.50 0 42 4.00 0.00 0.50 0 43 16.00 0.00 0.50 0 44 20.00 0.00 0.50 0 45 24.00 0.00 0.50 0 ' 46 0.00 -10.00 0.00 0 47 4.00 -10.00 0.00 0 48 16.00 -10.00 0.00 0 49 20.00 -10.00 0.00 0 , 50 24.00 -10.00 0.00 0 51 28.00 0.00 0.00 0 52 28.00 12.66 0.00 0 53 28.00 0.00 5.00 0 54 28.00 0.00 4.50 0 55 28.00 0.00 0.50 0 56 28.00 -10.00 0.00 0 57 37.333 0.00 0.00 0 , 58 37.333 12.66 0.00 0 59 37.333 0.00 5.00 0 60 37.333 0.00 4.50 0 61 37.333 0.00 0.50 0 62 37.333 -10.00 0.00 0 63 41.33 0.00 0.00 0 64 41.33 12.66 0.00 0 65 41.33 0.00 5.00 0 66 41.33 0.00 4.50 0 67 41.33 0.00 0.50 0 68 41.33 -10.00 0.00 0 70 53.333 12.66 0.00 0 71 53.333 0.00 5.00 0 72 53.333 0.00 4.50 0 74 53.333 -10.00 0.00 0 75 0.00 0.00 0.00 0 76 0.00 0.00 5.00 0 77 0.00 0.00 4.50 0 78 0.00 0.00 0.50 0 Restraints I Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 I 2 1 0 1 0 0 0 9 1 0 1 0 0 0 , 16 1 0 1 0 0 0 23 1 0 1 0 0 0 30 1 0 1 0 0 0 46 1 1 1 0 0 0 , 47 1 1 1 0 0 0 48 1 1 1 0 0 0 49 1 1 1 0 0 0 50 1 1 1 0 0 0 0 52 1 0 1 0 0 0 56 1 1 1 0 0 0 58 1 0 1 0 0 0 I Paget I 62 1 1 1 0 0 0 I 64 1 0 1 0 0 0 68 1 1 1 0 0 0 II 70 1 0 1 0 0 0 74 1 1 1 0 0 0 Members Member NJ NK Description Section Material dO dL Ig factor tin] [in] 1 1 41 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 5 8 42 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 9 15 43 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 I 13 22 44 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 18 29 45 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 61 69 73 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 63 63 67 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 I 64 57 61 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 73 51 55 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 91 75 78 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 26 3 10 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 I 27 41 78 Back Channel C 8X11.5 A36 0.00 0.00 0.00 28 42 43 Exist HSS HSS_RECT 8X3X3 8 A36 0.00 0.00 0.00 29 41 3 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 31 43 38 WF Support W 10X19 -I A992 Gr50 0.00 0.00 0.00 33 45 40 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 34 43 44 Exist HSS HSS RECT 8X3X3 8 A36 0.00 0.00 0.00 35 44 45 Exist HSS HSS_RECT 8X3X3_8 A36 0.00 0.00 0.00 36 36 77 Front Channel C 6X8.2 A36 0.00 0.00 0.00 I 37 37 38 Front Channel C 6X8.2 A36 0.00 0.00 0.00 43 38 39 Front Channel C 6X8.2 A36 0.00 0.00 0.00 44 39 40 Front Channel C 6X8.2 A36 0.00 0.00 0.00 45 42 37 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 I 47 44 39 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 46 10 17 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 49 17 24 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 50 24 31 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 I 51 46 2 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 52 47 9 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 53 48 16 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 I 54 49 23 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 55 50 30 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 56 56 52 Strong Back HSS SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 57 62 58 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 I 58 68 64 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 59 74 70 Strong Back HSS_SQR 5X5X1 2 A500 GrB rectangular 0.00 0.00 0.00 60 45 55 Exist HSS HSS_RECT 8X3X3 8 A36 0.00 0.00 0.00 66 66 60 Front Channel C 6X8.2 A36 0.00 0.00 0.00 I 67 31 53 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 68 66 72 Front Channel C 6X8.2 A36 0.00 0.00 0.00 69 65 71 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 70 60 54 Front Channel C 6X8.2 A36 0.00 0.00 0.00 I 74 54 40 Front Channel C 6X8.2 A36 0.00 0.00 0.00 75 67 73 Exist HSS HSS RECT 8X3X3 8 A36 0.00 0.00 0.00 76 61 67 Exist HSS HSS_RECT 8X3X3_8 A36 0.00 0.00 0.00 77 55 61 Exist HSS HSS_RECT 8X3X3_8 A36 0.00 0.00 0.00 I Page3 I I 78 73 71 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 79 67 66 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 80 61 60 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 81 55 54 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 82 38 17 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 83 40 31 WF Support W 1OX19 A992 Gr50 0.00 0.00 0.00 84 37 10 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00Ili 85 39 24 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 86 59 65 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 87 53 59 Edge Channel C 12X20.7 A36 0.00 0.00 0.00 , 88 66 65 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 89 60 59 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 90 54 53 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 92 78 77 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 93 77 37 Front Channel C 6X8.2 A36 0.00 0.00 0.00 94 77 76 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 95 78 42 Exist HSS HSS_RECT 8X3X3_8 A36 0.00 0.00 0.00 I Orientation of local axes I Member Rotation Axes23 NX NY NZ [Deg] 27 180.00 0 0.00 0.00 0.00 28 180.00 0 0.00 0.00 0.00 34 180.00 0 0.00 0.00 0.00 35 180.00 0 0.00 0.00 0.00 36 180.00 0 0.00 0.00 0.00 37 180.00 0 0.00 0.00 0.00 43 180.00 0 0.00 0.00 0.00 44 180.00 0 0.00 0.00 0.00 60 180.00 0 0.00 0.00 0.00 75 180.00 0 0.00 0.00 • 0.00 76 180.00 0 0.00 0.00 0.00 77 180.00 0 0.00 0.00 0.00 , 93 180.00 0 0.00 0.00 0.00 95 180.00 0 0.00 0.00 0.00 I Hinges Node-J Node-K I Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 27 1 1 0 0 0 0 0 0 0 0 Full I 29 0 0 0 0 1 1 0 0 0 0 Full 36 1 1 0 0 0 0 0 0 0 0 Full ' 37 1 1 0 0 1 1 0 0 0 0 Full 43 1 1 0 0 1 1 0 0 0 0 Full 44 1 1 0 0 1 1 0 0 0 0 Full 66 1 1 0 0 1 1 0 0 0 0 Full 68 1 1 0 0 1 1 0 0 0 0 Full 70 1 1 0 0 1 1 0 0 0 0 Full 74 1 1 0 0 1 1 0 0 0 0 Full i I Page4 I I I 0 0 0 0 1 1 0 0 0 0 Full 0 0 0 0 1 1 0 0 0 0 Full 0 0 0 0 1 1 0 0 0 0 Full 1 I I 1 1 1 1 1 1 1 1 1 I 1 1 Page5 I I Current Date: 1/10/2020 4:40 PM I Units system:English File name:11ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations 1Phase lI'Models\Tigard Town Center- Section 7 Canopy No Tie Rods.retx\ I load data GLOSSARY 1 Comb : Indicates if load condition is a load combination ' Load Conditions Condition Description Comb. Category DL Dead Load No DL SL Snow No SNOW I WL1 Windward WL No WIND WL2 :eeward WL No WIND Distributed force on members •) dl I V i d2 Condition Member Dirt Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] ________----_______----------- ---------______----------------- - DL 27 Y -0.024 -0.024 0.00 Yes 100.00 Yes 28 Y -0.024 -0.024 0.00 Yes 100.00 Yes 34 Y -0.024 -0.024 0.00 Yes 100.00 Yes I 35 Y -0.024 -0.024 0.00 Yes 100.00 Yes 36 Y -0.024 0.024 0.00 Yes 100.00 Yes 37 Y -0.024 -0.024 0.00 Yes 100.00 Yes 43 Y -0.024 -0.024 0.00 Yes 100.00 Yes III 44 Y -0.024 -0.024 0.00 Yes 100.00 Yes 93 Y 0.024 -0.024 0.00 Yes 100.00 Yes 95 Y -0.024 -0.024 0.00 Yes 100.00 Yes SL 27 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 28 Y -0.075 -0.075 0.00 Yes 100.00 Yes 34 Y -0.075 -0.075 0.00 Yes 100.00 Yes 35 Y -0.075 -0.075 0.00 Yes 100.00 Yes 36 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 37 Y -0.075 -0.075 0.00 Yes 100.00 Yes 43 Y 0.075 -0.075 0.00 Yes 100.00 Yes 44 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 93 Y -0.075 -0.075 0.00 Yes 100.00 Yes 95 Y -0.075 -0.075 0.00 Yes 100.00 Yes WL1 27 Y -0.129 0.129 0.00 Yes 100.00 Yes 28 Y -0.129 -0.129 0.00 Yes 100.00 Yes I 34 35 Y -0.129 -0.129 0.00 Yes 100.00 Yes Y -0.129 -0.129 0.00 Yes 100.00 Yes Pagel I 36 Y -0.129 -0.129 0.00 Yes 100.00 Yes 37 Y -0.129 -0.129 0.00 Yes 100.00 Yes 43 Y -0.129 -0.129 0.00 Yes 100.00 Yes 44 Y -0.129 -0.129 0.00 Yes 100.00 Yes 93 Y -0.129 -0.129 0.00 Yes 100.00 Yes 95 Y -0.129 -0.129 0.00 Yes 100.00 Yes WL2 27 Y 0.129 0.129 0.00 Yes 100.00 Yes 28 Y 0.129 0.129 0.00 Yes 100.00 Yes 34 Y 0.129 0.129 0.00 Yes 100.00 Yes 35 Y 0.129 0.129 0.00 Yes 100.00 Yes , 36 Y 0.129 0.129 0.00 Yes 100.00 Yes 37 Y 0.129 0.129 0.00 Yes 100.00 Yes 43 Y 0.129 0.129 0.00 Yes 100.00 Yes 44 Y 0.129 0.129 0.00 Yes 100.00 Yes , 93 Y 0.129 0.129 0.00 Yes 100.00 Yes 95 Y 0.129 0.129 0.00 Yes 100.00 Yes Self weight multipliers for load conditions Self weight multiplier ' Condition Description Comb. MuItX MultY MultZ DL Dead Load No 0.00 -1.00 0.00 , SL Snow No 0.00 0.00 0.00 WL1 Windward WL No 0.00 0.00 0.00 WL2 :eeward WL No 0.00 0.00 0.00 1 Earthquake (Dynamic analysis only) Condition a/g Ang. Damp. DL 0.00 0.00 0.00 SL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 I I I Page2 -.. - R4 Current Date: 1/10/2020 4:39 PM nits system:English le name:1\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IhModels\Tigard Town Center-Section 7 Cano 'y I I ' = cxii x P -- 5 ' � j 9� IIcniN 6�� c x 5. N 6`5f.3,- W 10X7g ' 9. r 3/4 _ W 10X19 _ _ W 1 S cn70 = cn G G12 m lcp IN 0 cn 01 Pi -4 -- , �'3. W 1OX19 IN G�8 r 1 PL Sx�, -- ___--14i_IDX15___-_— G C 12X20.7 -_--- r r X 2._..Z I ' I I I y R _,,,F1. 3 Current Date: 1/10/2020 4:39 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center-Section 7 Can U / o A 0 o P 0 o992 Gr5 D G)o � i p6 o m :63 o D 0c�o m 6' A992 GG sp o n 2 - P 6 G 0 Eli ? m 6 992G 3 a � L_ p OGrO m 99 'oa 6 A2 Gr5 _ `Gr0 /P 0 crio 6 9Gr0 -- �r P� . 0 50 o ch W 0 Fit P �6 > P a c _ _ mo> 6 A992 Gr50 p3 G 50 rgp A� 1 0 1 ii n .6 - ntl- Current Date: 1/10/2020 4:41 PM nits system:English le name:\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Cano y I I I I . I 1 i i i � to 1 7$ i 1 _ 797' I of rnal l_._ ,4 80 •9 ,..1.11 o1 V r 81 II 0 co 33 // 3 / 47 (5 1 31 53� _A. V 4LJ 45 4 } A 1 I I ' Current Date:1/10/2020 4:41 PM Units system:English File name:\lssdarray1Projects120 1 911 9-T198(Tigard Town Center-Ace Hardware II Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Can I I N 70 I N 64 N 58 I N 52 N 30 ' N 23 N16 N9 N 2 I ��3 N'21 �j 465 _ tf 9 t$ ' 43 77 �1 _ 7-NN324N 74 I Pia 7 _ �0 N 62 6 N 56 N 50 Y N 49 1 X iN 48 __..2 1 n : ntt- Current Date: 1/10/2020 4:41 PM nits system:English le name:1\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Cano y I I I I (53.333,12.66,0) (41.33,12.66, ) (37.333,12.66,0) r (28,12.66,0I I (24,1 .66,0) (20,1 .66, ) (16,1 .66, ) 1 (4,12.66,0) `741:75133324,5)) (0,12.66,0) I 4:19A i i ' „0t (41.33,-10,0) �55 j 40 (37.333,-10,0) (� I ��; p i i (24,-10,0)I (16,-10,0) I I I I n . n - ' Current Date: 1/10/2020 4:53 PM Units system:English File name:\lssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Can Load condition: DL=Dead Load NM Distributed user loads-Members 1 i sal 1 i l r 1 1 : J pf*Kv..''fie 7, I' Y 4 X II IIN ti .. . Current Date: 1/10/2020 4:53 PM nits system:English e name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 7 Cano.y ad condition:SL=Snow - -- - - IMI Distributed user loads-Members I I `t5 I, iry iPa m ' ,'' h Q s I \ . . �; , , I sr s �t , \ --- a .0,----" A X 1 I I I I .:-3entiey Current Date: 1/10/2020 4:53 PM Units system:English File name:1lssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1ModelslTigard Town Center-Section 7 Can Load condition:WL1=Windward WL MI Distributed user loads-Members • ;3k ' 'pR e.-' ; 4.'il 5 & q1 a d, i', gnu , s.,' "'" �..0..cif 4:;;:kik::::3;0: ::t''' ,-:::'-4-:"*..:.'; ',":',1''V`i.*' i ' �lea A" . -:' ^� ar Na 5 z^ .qi WBG :' i? Y' I A x µ ''. ' "j 64 : - 1 1 " t ; °``� I 1 �>w jI � h� B i}'/ V I 4 x 1 n Bentley' Current Date: 1/10/2020 4:54 PM nits system:English le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations 1Phase II1Models\Tigard Town Center-Section 7 Cano.y ad condition:WL2=:eeward WL _ - IMI Distributed user loads-Members I I 'I i I 1 I II i 1 I a Y s1, .fft] a a s,ft] ,,t1&° • 4 R I ¢ gu ' I .. �tr '•E Pa t] Y a f¢,_ ,e . jg ] ,� Current Date: 1/10/2020 4:57 PM Units system:English File name:\\ssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Can• Stress ratio AISC/AISI/BS/AS/CSA/NDS ® 0.48 0.43 0.38 0.32 0.27 0.22 0.16 0 11 0.06 2.137E-03 A r 1 X I Current Date: 1/10/2020 4:57 PM I Units system:English File name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase ll\Models\Tigard Town Center- Section 7 Canopy No Tie Rods.retx\ I Steel Code Check Report: Summary-Group by section 1 Load conditions to be included in design: id0=DL+SL id1=DL+0.6WL1 id2=DL+0.6WL2 III d3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 i d 5=D L+0.75 S L+0.45 W L 1 ' id6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference 1 Back Channel C 8X11.5 27 id5 at 100.00% 0.05 OK Edge Channel C 12X20.7 78 id5 at 0.00% 0.07 OK 1 Exist HSS HSS_RECT 8X3X3_8 75 id5 at 0.00% 0.05 OK Front Channel C 6X8.2 37 id5 at 50.00% 0.34 With warnings 1 Knife Plate PL 5x3/4 63 id5 at 0.00% 0.48 OK Strong Back HSS_SQR 5X5X1_2 58 id5 at 43.75% 0.08 OK 1 WF Support W 10X19 80 id5 at 0.00% 0.06 OK I I I 1 - 1 I I Pagel I I ' ®Mein Office CLIENT: 17700 SW Upper Boones Ferry Rd.n115 PAGE Portland,Oregon 97224 503-624-7005 PROJECT: � ._ D Cenfsal()Hagan _. 745 NW Mt.Washington Dr.#204 NUMBER: Bend,Oregon 97703 " 541-383-1828 ' FROwELICH a DATE: EN[iINEER SI 940 Kimbark St.Suite 3 Longmont,Colorado 80501 wwvo . icir- ixs 720-799-1001 BY: f XE'D CAd _ co,r)A) „geGriaJ i PA = sue IP PA/tit/II Ns v a VI-A) 'rp:; . sir✓ i I ''.. I I I ._.w. I ttik , oyes I,--Zirogze„ THE SAME /-E]) .yrtaes4,07:, .., voitog00,4 t.41,41x. ...., ,,TuREEAcsE LOAD PATH HAS Sl:AYED OR NO !NR oLUMN /7- /'\ THERE F PINROLOJAECDTTSO sTKuu aAN?CURRENTLY THERE, - ro \_ 1 Lai goo EXISTING REACTION. ALSO IS Cu -4-1-- , ,.4- It f0E+414, . I " Ot.44 be" 1# 4,X0 xn.4%.123:14, I 1 \ ....(0 LESS THAN WHAT 4;x49 , zap_ . 1 140,41)-1 I (4441.400.04 \ 1 , 40 1510,„1, 1 „illy& WE'ilitlfil°- el*"...A.,7••• 1 I TOP‘'‘"I'1611 I i ...-. tode I 1; ' p4,A 1 • IWO *Al+ , • i‘ .• I \ \ I1 i ..., , ,„, -I ,,,,voinior ,I .112tAST-P", ..,, 1,44P / / — 4 Ptti, r''" &&101420 ' ,,,i,„Appr,17 gl,TH etvw:gkl : Lt 41 / k-1,,0 re J i 0 gezi- 1 , , -3.4--wig-164. LA- I -,= 15 it-$044. / I ..gtorf.X. dr°444,,,,,,04. el4s) / .rie.L44,.L;06' ,, 1 1 i ,,,E, kv/64(or-IAA 111 [ ,.4%.45- ,'•j `'' , -,t- .ii-f- : ' ,...t14,-,..4t..Int / --,1 .61.„0x.41, ..7 As aihAI '''.lk '" '‘..4'91*§*"'.•!‘"70.1'1. artg4414 11, AM' it 40717100'V?":7,41A c'.'',. '-------er' r AV 2,i4. 7,.. 44t00.X0 1 y:t.34`.4nrAikik t, .i'l ?;. . 1 al 11 pitC, , e.-41104.44* 4/ 449 ..r.1.4„N. 4,'qi...-ii••':-• l' I I i 14474,Fr. )04 440 10 eS' 4 lb*r011.--.C.Vt ,- I 1 '''''''.,:t.-.4.44411,,, ...z.wk, ......•„„, -41,---- l'4' Wrier4„‘eos..t.6.44 or.oxplo4>' --..,,,,; ,,,, , AAA ft 71.41`. P:r..2,:410,Et•zr=,," c° ,..„,,4 , t,,,.. 1 t tr&-'2•Nlz•"1.ktki•'•, flUatt&i4" ;,24,41°-','k.";•:"Cit7-2'°;-; '1..t, • ° :-.'' ''••: ' -3•=-,fr 4, v-i*.sr,,,'.4--;Itik,..4, 1 i — — ...741,7,7,-ii.,,,f,,,p• 4,:,,,,„, ,.:,-,:•,-,,„,r,,..m.7, ,...1 ,: ,-_1, ,..tf‘--.4„i„,',Pa'4P:;,,VA*-" 1 F•7b--- :4477-,7 4.14.4:,..Z.1•772• •`•.7 1--",-- " ,•.•, i ,,...`,A.74 ", 1 7•••` !„- ,-...mr.?„-avt.,, 7 11 47,4.kili,;IT'Crgi 4;77' 1.••'7j 7- ''.. ...4,''. b, 'I., '_'.,..'-= :-..7, -- 5 E,4,„kt.:4.eli,„ 7,, 1 1 tobV 4.k,,Ntet.t-;:.40.4.47.5. - ,„,..7, ' 4:..„.....1.,-•.: 1-7,,,,p•-•°,1,,,„ A...v-4,yin ...,..,,.,"4!4„ ,.. .. I 4'1.4.4**-4:-.4'k7•"': :"''''' -'.:t-'4;,77*.4,r'''''';1: '`r7f',',1 Ak'h774.i'4;"1;1,,r I /-- Text ' I ''''''W'R'''';',^0.,i.'t t,,'. 7 " - •• 1.7-7"`--,„:77.^z• '7` ,7,. I., al...-77r ))•..- 77 .. 7=1 / 11•..1:74',.i 1,Lir':34:77 •..:'•• ;',.,g l'''' 7,1•'7'•7•4" e-=: 1.11: ' ikkArly- 1:7:i.41,,,A,'. .. I , t,.-4.,,,-0..A:4ep,P,......-..4„, C.! (..,-!Pt--2. ==',Ik ..P'''''1:.tk ' 1,---''•4,'4%;31"#,T..7, Ig••=r,,, i I ir::;''-71,77'77;',"•)7•0:77%.:7,"'",/e..,"•-`, • :+7=•,-7' ''••,11,' '''1-I%7:'' '7.4.7‘',^71,V4... I-4..7201.u t ,'.*1'•7 ';',44-7k'''',4.-7.j-•• '7' - " , ' ' • • ' : e'''''' At.g7",,,i-Y."` ",,,,,,i...^2:4:',Z:,,e -1.- i:`f,....,.4i. "4:,rA,:;,. ';+, ' :.,y,,N:41 ++ „y",•'.,', '',',i,i,'2;:. .4:j.4 4,-Akr,fira'71,','',.,,, 1 / 1 1 \, . s ttA''!:(1*".;-*A / _ &AC •:* t ', ' ..i171 C:21-7 ...,,.,„.• ',,,,, r glill° Aiap:., , " ft ;11 " . .• I ' ,-...1.,.:.. ....".•oti 111' ViI2..-4-wp'717 Y^4"kr, ..e-7" ',•.,„.'' r; -.e" ' ',.7,'7•• .'77'''..t4.7„.,.`7...'''' ' ' '.;'.. . •• '74,7kt-A 77 •••• •'7"''...‘ „.7' . - Z ' ...nT•'.."."'",.•:1.7„90 7 ''-....,S i7a-•'"*:' --- 1.,L1.46.4.006.0 .401 4,7'.?'-•':*•*:47-...r11:_,17-"• •• ' =,7,••,••, "'-,'.•-'•;"1:4" .' ga " _- Nolerrt4 r4"--- 40,01-140P'' -w, k'al1st 670911 a-.• x 47 ',,!.:J•2''r' ,•,•°• , 1 SECTION 8 SIDEWALL DESIGN I I I I I I I I I I FROELICH ENGINEERS 1 I Oregon Snow Loading IThe 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 values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. IGround snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude 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. I Latitude - Longitude Lookup IResults Latitude: 45.402868 Longitude: -122.795480 Snow Load: 10.0 psf IModeled Elevation: 295 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 Igrid 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 relatively 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 Ielevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if j your site is at or near the top of a hill. IOregon 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 Iloads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering 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. I 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 extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case 1 study. I It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. I 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 IOregon, 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 IAll rights reserved. Drift Front-Back W/ Existing Parapet ' Client: I Project: Project#: ' Date: by. FROELICH EwcalNEER9: Snow Drift Loads at Parapet(and Roof Projections) ' ASCE 7-10 Section 7.7 and 7.8 Typical Parapet Drift(0.75*calculated drift height) Drift Height Density , Upwind Length of Roof, I,,: 70.00 ft y: 15.30 Ground Snow Load, p9: 10.00 psf Density,y: 15.30 pcf , Unmodified Drift Height, hd: 2.25 ft Parapet Drift Height, 0.75hd: 1.69 ft Width of Drift Maximum Drift Intensity ' Height of Projection, hr: 3.00 ft Drift Intensity, pd: 26 psf Roof Snow Load, pf: 10.00 psf ' Depth of Roof Snow, hb: 0.65 ft Proj. above Roof Snow, hd: 2.35 ft hC/hb 3.59 > 0.2, Drift Calc. Req.4* ' hd: 6.74 ft 4*hd2/hc 4.84 ft Width of Drift,w: 6.74 ft Max width of Drift, 8*h0: 18.77 ft 26 psf ' 10 psf ' t 6.74 ft Equivalent Snow Loading ' Considering minimum roof snow load pm=20 psf(per 2014 OSSC) pm= 20 psf <--Needs to include rain-on-snow surcharge where applicable pd Equiv. = 16 psf <--Use for parapet drift height , w Equiv. = 4.13 ft <--Use for parapet drift width I INew Drift Front-Back Client: Project. Note Load Remained The Same = Project#: Date: by: ' FROELICH EN111 h1E EP ISnow Drift Loads at Parapet (and Roof Projections) ASCE 7-10 Section 7.7 and 7.8 Typical Parapet Drift(0.75*calculated drift height) IDrift Height Density Upwind Length of Roof, I,,: 70.00 ft y: 15.30 ' Ground Snow Load, pg: 10.00 psf Density,y: 15.30 pcf Unmodified Drift Height, hd: 2.25 ft Parapet Drift Height, 0.75hd: 1.69 ft IWidth of Drift Maximum Drift Intensity Height of Projection, hr: 9.33 ft Drift Intensity, pd: 26 psf I Roof Snow Load, pf: 10.00 psf Depth of Roof Snow, hb: 0.65 ft Proj. above Roof Snow, lid: 8.68 ft I hjhb 13.28 > 0.2, Drift Cale. Req. 4*hd: 6.74 ft 4*hd2/ho 1.31 ft IWidth of Drift,w: 6.74 ft Max width of Drift, 8*h,: 69.44 ft 26 psf I 10 psf 6.74 ft I Equivalent Snow Loading Considering minimum roof snow load pm=20 psf(per 2014 OSSC) pm= 20 psf <--Needs to include rain-on-snow surcharge where applicable I Pd Equiv. =w Equiv. = 16 psf <--Use for parapet drift height 4.13 ft <--Use for parapet drift width I status quo sidewall I Client: Project: Project#: tie Date: by: FROELICH CNCSih.IE as. Snow Drift Loads at Parapet (and Roof Projections) ASCE 7-10 Section 7.7 and 7.8 Typical Parapet Drift(0.75*calculated drift height) Drift Height Density I Upwind Length of Roof, Iu: 152.00 ft y: 15.30 Ground Snow Load, pg: 10.00 psf Density,y: 15.30 pcf Unmodified Drift Height, ha: 3.35 ft Parapet Drift Height, 0.75hd: 2.51 ft Width of Drift Maximum Drift Intensity I Height of Projection, hr: 3.00 ft Drift Intensity, Pa: 36 psf Roof Snow Load, p1: 10.00 psf Depth of Roof Snow, hb: 0.65 ft Proj. above Roof Snow, hc: 2.35 ft ho/hb 3.59 >0.2, Drift Calc. Req. ' 4*hd: 10.06 ft 4*hd2/hc 10.78 ft Width of Drift,w: 10.78 ft Max width of Drift, 8*hc: 18.77 ft 36 psf 10 psf ' I 10.78 ft I Equivalent Snow Loading Considering minimum roof snow load pm=20 psf(per 2014 OSSC) p, = 20 psf <--Needs to include rain-on-snow surcharge where applicable Pd Equiv. = 26 psf <--Use for parapet drift height w Equiv. = 7.78 ft <--Use for parapet drift width I I I New Drift I Client: I Project: Project#: Date: by: ' FROELICH I Snow Drift Loads at Parapet (and Roof Projections) ASCE 7-10 Section 7.7 and 7.8 Typical Parapet Drift(0.75*calculated drift height) ' Drift Height Densi Upwind Length of Roof, Iu: 152.00 ft y: 15.30 ' Ground Snow Load, pg: 10.00 psf Density,y: 15.30 pcf Unmodified Drift Height, hd: 3.35 ft Parapet Drift Height, 0.75hd: 2.51 ft IWidth of Drift Maximum Drift Intensity Height of Projection, hr: 9.33 ft Drift Intensity, Pa: 38 psf I Roof Snow Load, pf: 10.00 psf Depth of Roof Snow, hb: 0.65 ft Proj. above Roof Snow, tic: 8.68 ft I hjhb 13.28 >0.2, Drift Calc. Req. 4*hd: 10.06 ft 4*hd2lho 2.91 ft I Width of Drift,w: 10.06 ft Max width of Drift, 8*hc: 69.44 ft 38 psf 1 10 psf I10.06 ft I Equivalent Snow Loading Considering minimum roof snow load pR,=20 psf(per 2014 OSSC) pm= 20 psf <--Needs to include rain-on-snow surcharge where applicable I Pd Equiv. =w Equiv. = 28 psf <--Use for parapet drift height 7.44 ft <--Use for parapet drift width 4 0 ma n Office 17700 SW Upper Boones Ferry Rcl*115 PAGE I Portland Oregon 97224 CLIENT: Mit 503-624-7005 PROJECT: I L Central Oregon ',,- 745 NW Mt Washington Dr #204 NUMBER Bend,Oregon 97703 541-383-1828 FROELICH 0 1 'za,,', DATE: 9)10 su,te3 I ENGINEERS1 Longmont,Colorado 80501 vnn‘froach engmet"C"" 720-799-1001 BY 1 / 1 CO AA 01 7Y 6P19 e,, Lx.rsr- 1-4,t44...sEs e,,,_ \g4:96 1-3/41-.1---C 11 I 0 Pr F r .1...a/K0 '---- 314 I Psk 0 II k:A.,.. ,14 e p„s bociL) iv rzoios, I 712.0•SS . A,) tt." 2.1q-L'' ZS-) ja" i-O-L. hr i 1 5xi-ss r,r -'4' Lahti) ms. i3 i-- = i7XA `1 ) ' 6 /Y A ? 1401IIC ft . il A "1"- ,gx, -..: ZS-As 1-(i-a : 'laPIA J I it)E 4.) Z4.10.3.nbA) ...- 0 b.An0 4 1/ PI Ali-004,-1 ,5"4,104.4) r 41--,:: i0 fIce4( °rag) -----4.3,SP*/2.3. . 212Pl'A I ,OF,tvo 4.1 AxIcr,rJ4 Isi...."..- 14P,5,P 6 4/f) -z 140 P/- 412 Z Fr 440,..) A 0 4 7. 21.3,SA eql) 4- ii(11.2f ) t: ;Li 1 ei,c, 7: _446- Ii pp Ylit,)-ix itio4Aior Plot 1! Li l'IA)( ''2k4ik 7.1-1„ Mu E4 1,040 • A>117 PA-54 I VI = 13ft;• .36/41, ."-= 2,01.5 - 4 2oli4 :- eill ini , '., II pioi r- i 1-g. t-5°)/gt .."' 21713 4 ical . •ek : fEX,Asr —r i,,f 1,!...c OeK' 1 1 -- — 1 ' Froelich Engineers Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: ' and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 JAN 2020. "2.32PM ' General Beam AnalysisFile=0ssdarray1Projects\20191144WES-A14NHIUW-3\PII6BJ-W1Models\Tigard Town Center-Phase 2.ec6 Software copyright ENERCALC,INC.1983-2018,Budd10181130 Description: Existing Truss-Added Parapet+Drifting Snow I General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in^4 ' D(0.068)S(0.04)D(0 047)S(0_0703) ° ° o a o Span=29.50 ft ' Service loads entered.Load Factors will be applied for calculations. Applied Loads I Load for Span Number 1 Uniform Load: D=0.0470, S=0.07030 klft,Extent=0.0-->>9.333 ft, Tributary Width=1.0 ft Uniform Load: D=0.0680, S=0.040 k/ft, Tributary Width=1.0 ft IDESIGN SUMMARY Maximum Bending = 14.442 k-ft Maximum Shear= 2.515 k I I Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 13.128 ft Location of maximum on span 0.000 ft I Maximum Deflection Max Downward Transient Deflection 0.331 in 1069 Max Upward Transient Deflection 0.005 in 66010 Max Downward Total Deflection 0.796 in 444 Max Upward Total Deflection 0.004 in 78840 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega I Overall MAXimum Envelope Dsgn.L= 29.50 ft 1 14.44 14.44 2.51 +D+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 I +D+L+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+Lr+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+S+H Il Dsgn.L= 29.50 ft 1 14.44 14.44 2.51 +D+0.750Lr+0.750L+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+0.750L+0.750S+H Dsgn.L= 29.50 ft 1 12.94 12.94 2.23 I +D+0.60W+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+0.70E+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 ' +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+0.750L+0.750S+0.450W+H Dsgn.L= 29.50 ft 1 12.94 12.94 2.23 +D+0.750 L+0.7505+0.5250 E+H ' Dsgn.L= 29.50 ft 1 12.94 12.94 2.23 +0.60D+0.60W+0.60H Dsgn.L= 29.50 ft 1 5.07 5.07 0.82 +0.60D+0.70E+0.60H I Dsgn.L= 29.50 ft 1 5.07 5.07 0.82 Froelich Engineers Project Title: I You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: ' Title Block"selection. Title Block Line 6 -rntea:11 JAN 2020,12:32PM File=1tssdarraylProjects120191144WEs-A14NHIUW-31P116BJ-W1ModelstTigard Town Center-Phase 2ec6 General Beam Analysis y� Software copyright ENERCALC,INC.1983-2D18,Build:10.1811 30 t Description: Existing Truss-Added Parapet+Drifting Snow Overall Maximum Deflections , Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Def Location in Span +D+S+H 1 0.7963 14.455 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ' Overall MAXimum 2.515 1.766 Overall MINimum +D+H 1.372 1.072 ' +D+L+H 1.372 1.072 +D+Lr+H 1.372 1.072 +D+S+H 2.515 1.766 +D+0.7501.r+0.750L+H 1.372 1.072 +D+0.750L+0.750S+H 2.229 1.593 , +0+0.60W+H 1.372 1.072 +D+0,70E+H 1.372 1.072 +D+0.750Lr+0.750L+0.4501N+H 1.372 1.072 +D+0.750L+0.7505+0.450W+H 2.229 1.593 ' +D+0,750L+0.7505+0.5250E+H 2.229 1.593 +0.60D+0.60W+0.60H 0.823 0.643 +0.60D+0.70E+0.60H 0.823 0.643 D Only 1.372 1.072 ' Lr Only L Only S Only 1.142 0.694 W Only E Only , H Only I I I I ' Froelich Engineers Project Title: You can change this area Engineer: using the'Settings"menu item Project ID: ' and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 JAN 2020.123^.PM General Beam Analysis File=C�ssdarraylProjects128191144WES-AWwHIUwpY ght ENERCALC,INC.198320 Center-,BPha1811.30 . ' I Software copyright ht ENERCALC,INC.1983-2018 Bu Id:70.18.1 i 30 . 41TR e 60 `-.. . ='-a Description: Existing Truss-Added Parapet+Uniform Snow I General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.50 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 I v D(0.047) D(0.068)S(0.1) v a"" v a ®,.a.. m ' w . .. b X Span=29.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load: D=0.0470 k/ft,Extent=0.0->>9.333 ft, Tributary Width=1.0 ft Uniform Load: D=0.0680, S=0.10 k/ft, Tributary Width=1.0 ft IDESIGN SUMMARY Maximum Bending = 19.313 k-ft Maximum Shear= 2.847 k I Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 14.308 ft Location of maximum on span 0.000 ft Maximum Deflection I Max Downward Transient Deflection 0.592 in 597 Max Upward Transient Deflection 0.009 in 37653 Max Downward Total Deflection 1.058 in 334 Max Upward Total Deflection 0.004 in 78840 ' Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega IOverall MAXimum Envelope Dsgn.L= 29.50 ft 1 19.31 19.31 2.85 +D+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+L+H I. Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+Lr+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+S+H Dsgn.L= 29.50 ft 1 19.31 19.31 2.85 +D+0.750Lr+0.750L+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+0.750L+0.7505+H Dsgn.L= 29.50 ft 1 16.60 16.60 2.48 I +D+0.60W+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+0.70E+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 ' +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+0.750L+0.750S+0.450W+H Dsgn.L= 29.50 ft 1 16.60 16.60 2.48 +D+0.750L+0.7505+0.5250E+H ' Dsgn.L= 29.50 ft 1 16.60 16.60 2.48 +0.60D+0.60W+0.60H Dsgn.L= 29.50 ft 1 5.07 5.07 0.82 +0.60D+0.70E+0.60H ' Dsgn.L= 29.50 ft 1 5.07 5.07 0.82 Froelich Engineers Project Title: I You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: ' Title Block"selection. Title Block Line 6 Printed:11 JAN 2020.12 34PM File=Cussdarray\Projects\20191144WES-A14NHIUW-31P1166J-W1Modelffiigard Town Center-Phase 2ec6. IGeneral B@8111 Analysis ' Software copyright ENERCALC,INC 1983-2018 Build 1018.1130. ' Lic.#:KW-060023 ' ' �... "..,"e. "cgirsee c„FROE Cki CONSULTINGNG Description: Existing Truss-Added Parapet+Uniform Snow Overall Maximum Deflections ' Load Combination Span Max.""Def Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 1.0577 14.750 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS , Load Combination Support 1 Support 2 Overall MAXimum 2.847 2.547 Overall MINimum +D+H 1.372 1.072 +D+L+H 1.372 1.072 ' +D+Lr+H 1.372 1.072 +D+S+H 2.847 2.547 +D+0.750Lr+0.750L+H 1.372 1.072 +D+0.750L+0.7505+1-I 2.479 2.179 ' +D+0.60 W+H 1.372 1.072 +D+0.70E+H 1.372 1.072 +D+0.750Lr+0.750L+0.450W+H 1.372 1.072 +D+0.750L+0,750S+0.450W+H 2.479 2.179 ' +D+0.750L+0.7505+0.5250E+H 2.479 2.179 +0.600+0.60W+0.60H 0.823 0.643 +0.600+0.70E+0.60H 0.823 0.643 D Only 1.372 1.072 , Lr Only L Only S Only 1.475 1.475 W Only E Only ' H Only 4 f.� 70 Ofte CLIENT. PAGE t I 1700 SW Upper Boones Ferry Rd.n115 Portland,Oregon 97224 ° 503-624-7005 n, PROJECT: 745NW Mt.Washington Dr.a204 NUMBER: Bend,Oregon 97703 541-383-1828 IFROELIOH 0DenverO C6 DATE: 940 Kimbark St.Suite 3 E N G I N E E R S F ngmpnt,Colorado 80501 x.ova.frOCdach-enlyneel3..£O4r3 720-799-1001 BY: I I J PAyrT)' 0cr T'Q Rv tx, sr u �sEs e _ r_pE r., . t!,t. S /7 ID s-Fr L.co = 1 Ps t,v EA, Md' fkE buic 16 30 / aP5 ' EX is r.F G CO. j —' ZS-As 1-f4' z Joy t'f I ,ho Ai/ 14 r1ox.r S',,,i0 c , i. 1a f-4RC 1•33) r-41.3 1F ,z.,Trz�� ;,.... ?Pry „S d-:. 1DAs - C qtf) z ego Pik • I JJA,-Pr ytlo rJ A =. 21,3 fSP 4 ': +( at 9/4,5A) 2 Li 1613a ego i I r 1- 4x t 1 a4kE =,'r rim 41 .-3 ' - 1 J� r z�- qy ++ O lesz7 I }i 5 7v it -c 4L... 7o"1..... IAG: nib As04 AlSIT Pk-6.4 I 44% = 9°130'7 ,f- 3pfy 2,e1s ' 2g4,1 1 =" ` w a*.. .1-n .... 41.. .. 1 . 1 I 240gR.A. WALKER ENGINEERINQ STRLJCTLJRAL CONSULTANT ' 4440 IOW OOq®BTT,SUITE 201.PORTLAND,OREG NV 67201 (5031223.0606 Job V:44*-6Lt S - tt4e1ouD Job No. Sheet No. 11 -1 Client t 1G Cate igo! Fay W ' LICeN.eoae `� ti�.l.G� ARIZONA CALIFORNIA COLORADO 1 L IOAHO F..tis�a Lilt L,.Ol6 .. `yC7'_ OREf3ON TEXAS "` 1 ' WAEHMVG1ON ..�,Q.'A '1Kttc `+VG —.... , - /WS013 ,. z..o M..#E -_ _ .GJ I nits r .- 16.A 4se 1-tten* I Nile 40t,"44. - 4 (4-' 1 t 1 1 1J0,A-x I"71 , I Ct ,.c. 'ee," 4-„j- -T-t+O I 43+3s' 4g I 444* U'ro...s. � 4 IV-4t *hat. 47_I 4z,v6 e 4i..t C4) 1 % I I d Tables/Non-Snow (125%) Tom'" S Tiliar Series Allowable Uniform Load (pli) Parallel Chord•Open-Web Series ' FL=F1at root less than.+a"in 12"slope. SL Stopedl root greater then 1,V•'lot 12"slope. TJL`M Series Depth 14 15 18 20 22 24 26 28 34 32 34 35 38 40 Depth Spn FL St FL SL FL SL FL SL FL. S1. , FL SL FL SL FL Si.I FL SL FL SL FL SL FL SL§ FL IL FL. SL Span _ } $ ,p 1 3t? 317 3.3 ;k:Ur 25,3 2501 381 293I 2'$ 69 "e,no 14 14 ! 144 i :a i i i wit 1 'a'd . 0 3'0 168 35a 3a4- $}4 a,d� 3v 1 16 ? 28 , 113 314 51 3354 351 36t 353 353 343 343 332 332 'x'0 220. 300 NB 295 235 266 275 275 255 255 255 255 is 1 236 2226. ,'97 267 2993 �„ a28 330 329 'i93 335 320 320 319 319 299 299 289 289 238 25C' 269 269.290 260 253 260 13 20 `55 05 .223 223 249 fi:419 65 ,. RID 339' 317 31: 339 3 301} 1 291 291 '281 281 273 273 254254 255 255 245 246 ' 20 22 :5.7 ,dI 184 .184 237 . 8 250 250. 279 273 231 291 291 211 203 283 275 275 237 257 259 259 250 250 242 2+�42 22 24 122 133 180 100 1 100 7t13? 001 1 219 39 239 255 4�223273 273 .3 °265 261 261 263 253 246 238 2 24 26 98 114 120 132 153 5.166 1E9 1 "1 85 166 202 2112 18�*F 223 tea' 249 249 254 254 254 24 241 249 241 241 234 234 26 28 Y7 99 103 115 13"r 36 7C1 66 183 183 185 1 # 3138 8 221� 23.36 235 289 336 236 236 236 238 230 .2.37 28 30 63 84 . 84 101 108 117 130 130 143 156 155 i* 5-1' 193 05 �1'19 219 0 220 220 227 29930 1' 92 B4 79 89 B9 101 111 113 729 129 141 161 =1 1 si 184 " 75 , 9i! 185 193-41, 993 203 206 206 2 ;? 01-98— 34 44 58 58 78 75 84 93 100 8t1 Ili 1 123 123 1 I 1+ "°, 144 T 154 154 I.F, 154 171 1 175 '105 155 133 133 34 36 79 79 ea 60 90 188 l38 1 12 � 1 4 4 v: 1141 141 1627 2 16-.0 16-61'4i Ci. . 16 55 171 171 171 171 36 1 .,7 42 45 56 53156, '156 1 1 15' 38 38 42 42 55 54 71 57 79 82 88 r 47 37 i:l`t s , ° 40 ' 36 35 48 48 '52 79. 71 83 84 91 33 93 1+'t 113 113 121 121 I.1 1 139 133 114 144. 10 42 41 43 93 50 87 Cl 77 73 84 E4 91 92 90 . 175 185 112 112 11_ 118 <' 1 I77 177 17< In 42 44 35 35 47 44 58 68 67 54 73 75 80 65 26 95 95 101 101 1:( 164 114 111tit 11' 117 124 144 44 48 41 35 61 47 60 56 55 65 72 77 71 03 83 .89 39 ;1 d^ 03 103 111 113 112 112 46 43 * 8 91 i1 99 135 113 48 45 41 55 49 50 :a1 56 68 71 77 77 82 1u , .rx 50 40 37 49 44 55 52 50 57 65 69 70 `75 75 xJ 60 135 85 32, 90 i K. 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