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Specifications (2) I 0FFICE COPY Structural Calculations�`�'�"� COPYI ,irlc)2920-Ciar IQ `' For /6200 c y 11 Tigard Towncenter Phase II I Building Shell Improvements 1 16200 SW Pacific Hwy Suite B, Tigard, OR Harsh Investment Properties IJanuary 10, 2020 RECEIVED Job Number 19-T198 JAN 1 3 2020 • S.0RucruRy(. CITY OF TIGARD FO rOF BUILDING DIVISION �C? 51411FIE• Itli Q 1 S,OREGON t 771Y T.IS 1 EXPIRE I These Calculations Are Void If Seal And Signature Are Not Original I 1. I FROELICH ENGINEERS € 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 I FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON DENVER OFFICE I 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 t503-624-7005/503-624-9770 FAX 541-383-1828 720-799-1001 I 1 FROELICH ENGINEERS , Scope of Work ' Client: Harsh Investment Properties Project: Tigard Town Center—Ace Hardware TI Remodel Phase II Project Number: 19-T198 Date: 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. I 1 I I ' www.froelich-engineers.com 0 MAIN OFFICE 17700 SW Upper Boones Ferry Rd.Suite 115 Portland,Oregon 97223 503-624-7005 0 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 I I i Client: Harsh Investment Properties Project: Ace Hardware TI Proj.4: 19-TI98 Date: 1/12/2020 By: BPR FROELICH EN GI N£ER SI 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= U240 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(Is)= 1.00 (ASCE7-10 Table 11.5-1) Site Class= D Mapped Spectral Acceleration Values(Ss)= 0.952 g Mapped Spectral Acceleration Values(Si)= 0.419 g Design Spectral Response Parameter(So5)= 0.710 g Design Spectral Response Parameter(Sul)= 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' 1 i LATERAL DESIGN Checking the load increase to the wall lines due to parapet, seismically controlled and therefore OK 4141 I 1 1 1 1 I FROELICH ENGINEER E 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 E N O I N E E R S t IWIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Page Refs by Pr 2nd Printing Basic Wind Speeds Input I3 Second Gust Vas= 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=Horizontal Dimension of Bldg L= 50 ft Measured Normal to wind direction 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 T.= 0.36 sec Eq. 12.8-7 page 90 Output-Fundamental Frequency f= 2.8 Hz> 1 Hz Therefore Rigid IIOr 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 Li,= 1000 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 K2= 0.93 K3= 0.96 Topographic Factor Kc,= 1.00 I I I I Design Wind Pressures p (psi)-GCP;=(-) 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 Proi I Height Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW 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 -6.16.1 30.4 90 24.9 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 14.85 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 IDesign Wind Pressures p (psf)-GCP;_(+) 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 25.5 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 I 100 16.6 -15.1 31.7 120 17.7 -15.1 32.8 47 12.5 -15.1 -2.4 -17.2 27.6 14.85 I Screen 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 IParapet Loading per ASCE7-10 27.4.5 I I 10/28/2019 U.S.Seismic Design Maps I �, OS PD A Tigard Towne Center - Ace Hardware TI 16200 SW Pacific Hwy, Tigard, OR 97224, USA Latitude, Longitude: 45.40286829999999, -122.79548030000001 SW Durham Rd Best Western Plus os. MIcDonald's Woodspring Apartments Northwind Inn & Suites , ,r Anytime Fitness ucks • w. Little Caesars'Pizza €Vlarshalls v a? gie ° Map data©2019 Date 10/28/2019,2:49:36 PM Design Code Reference Document ASCE7-10 . Risk Category II Site Class D Stiff Soil ' Type Value Description Ss 0.952 MCER ground motion.(for 0.2 second period) 1[ Si 0.419 MCER ground motion.(for 1.0s period) SMs 1.066 Site-modified spectral acceleration value SMi 0.662 Site-modified spectral acceleration value ' Sps 0.71 Numeric seismic design value at 0.2 second SA S01 0.441 Numeric seismic design value at 1.0 second SA IType 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 MCEG peak ground acceleration FPGA 1.083 Site amplification factor at PGA I ( PGAM 0.452 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 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 Ss0 1.616 Factored deterministic acceleration value.(0.2 second) S1RT 0.419 Probabilistic risk-targeted ground motion.(1.0 second) I I Si 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 1 https://seismicmaps.org 1/3 I10/28/2019 U.S.Seismic Design Maps Type Value Description jcRt 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 Ihttps://seismicmaps.org 2/3 10/28/2019 U.S.Seismic Design Maps I MCER Response Spectrum Design Response Spectrum I 1-5 0.8 1.0 rn co 0.4 T�_ h 0.5 �.. .. _. r 02 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. 1 I https://seismicmaps.org 3/3 1 I 4 �770 CLIENT: 10 SW Upper Boones Ferry Rd.#115 PAGE Portland,Oregon 97224 iiiiic, 503-6247005 PROJECT: 745 NW Mt.Washington Dr.#204 • Bend Oregon 97703 NUMBER: 541-383.1828 FROELICH " : ,x, DATE: i E N G 1 N E E R s s 940 Kimbark St.Suite 3 Longmont,Colorado 80501 sss>:.fr Ach-eoginQgssoorfl 720-799-1001 BY: yam`'/4 {/.. y�. C ;C' fl iF I 7D.-RAFif : 47 1 I; (1,k ,D) ( u12. t ,Z. '-... 1a. ^ .z n ( '2 4 F ,f`.Z.) = jZ Gt I ,€.:e.c.) ,,-, ,2 ~ `. 1)3 " . ,..) " P,S1- - ,4` /..4 s ) z 11. ‘ f l ad i g'12-410 2. , -- tiie"a- )1L /1 )o ) 1-1.52v I/d41 , =5� .,d tf ri. A- ". ' .A 112.6 fii4. ( / 11-3; /.46 70 E 3,02e i / II) '.- t .3* > : ,g.41 K3 , 1 41 D Moo)Office 17700 SW Upper Boones Ferry Rd*115 PAGE / • Portland.Oregon 97224 CLIENT: 503-624-7005 PROJECT: Cen'rol Otegon 745 NW Mt Woh' n Dr. #204 NUMBER Bend,Oregon 9sr 7703 I 541-383-182B FROELICH 0 DGnw'r CX11c'" DATE: ENGINEERSA 940 Kimbark St.Suite 3 wwwimehch-engintrl"m 1 720-799-10011.° 1ntC BY °brad°8°5°1 F•2 "1-e.,_ 4 ,,q 2,-0, .-} - - .. c.„ .,...., I I At. 144)6/**-' 4 k ' )7 izso4etimo____t_ 43.0) zz 69 .6-?‘) • TiL-.......,_,.... si 4-141_L, bi - A /z... '"`A i 4‘61 ) •-I . 22/-1. i-4c74.:.• vts ,.... .01e ft 14.4.‘ I /Ea z . . a5-63 ''"--,C1./IS) I ...........-____ .t. l ) c, 404/74,4g 1 ;, Die )cok 1,0 t 420 1 6 A-X_O A r...5 4A-41 AV?. .1'44.4eLisa 4.9.). 1 I I I I I I I 1 I 1 (_3 CLIENT: 4 177(D SW Upper Boones Ferry Rd,*115 Portland,Oregon 97224 474W I 503-624-7005 ,_,,I, 441' 4-- PROJECT: I 4.1,. rfr' 'Y',.,\ f! .. ,,!;:: 745 NW Mt.Washington Dr*204 NUMBER. A'%xt-„,.:<;' ''. Bend,Oregon 97703 541-383-1828 IF R 0 E L I C H :.:-_“,-,,,--,0c, DATE: ENGINEERS! 940 Kimbart St.Suite 3 v. ,at a%.,onl IfgariltEKTI)1°r°d°80501 1'101 BY: 111 J..nrEizA __ 4DEsrai ......,_____I 1 . . ii ' AO 6041* 4,Lopkt 1., ___ b.„ d '' 0.4 e 9 1 tAZ PO I ID k cl . --t J. 1 ' 7„..) S priP Itovo I )5101 tod 1 _A 1, I66 A I vs?fe.-1 St 6.t.5 aor C 4) SPA 0,.t k' I S C251-1-7-C• 6...)7- c-- wE,441. s7,s(4ifirs- I 1 N.c...taE -‘52.-0 : KOF49),=. 61.6".3P641.7-67 1 ) -=-77°".4 c OpoLtka illbizto / - i 1 MLL ig-- (2.o/t 43) (/06'4 45-D' L igotx 2„1,i eajci- = 1'6.3.4 11 F0,407-- ...1—. I I k 11 6 A 37,0 2- Rek, F Pi- F&..,..r6120 I-JP/40) I 7 AC 041.2... iL. ,.... t.3 (i7 - .2. I t -067:e 0 70 I 412 -1-6 3 ° 7 t toit P 0.1., 447) 7? .. 1 Iw 41.1... 0 L = i..; ( ) II S,E.Z.41-1-r - ,..5 .... 1,11:ciz D2 1214A1 X Ridoit* ti46 / - . , . I . , I i 1 SECTION 2 DESIGN 41111111 64. 1 i i 1 i 1 1 1 1 1 1 1 1 FROELICH ENGINEERS 1 eAw, ,,,,, nti, urrent Date: 1/9/2020 10:06 PM Units system:English Ile name:1\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodelj\400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retx\_ I I I 1 Section 2 Model I I I R .. I Y I I { v I I I Current Date: 1/9/2020 10:16 PM Units system:English File name:Wssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Tigard Town Center-Section 2.retx\ Load condition: DL=Dead Load • Distributed user loads-Members 1 3[Kip/ft] 0.012(Kip/ft] -0.012[Kip/ft] V -0.012[Kip/ft] n : " ntte I Current Date: 1/9/2020 10:16 PM Units system:English le name:1\ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 CalculationslPhase II\Models\Tigard Town Center-Section 2.retx\ ad condition: SL=Snow 1 1 II Distributed user loads-Members I' I 1 I E ZET 1 j05[Kip/ft] I I. 1 i I I I Y 1 1 I I I " tL Current Date: 1/9/2020 10:19 PM Units system:English File name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 2.retx\ Load condition:WL1=Windward WL MI Distributed user loads-Members I I I I g y iYa- 18[Kip/ft] , • 18[Kip/ft] e, 0.034[Kip/ft] AS Y A ___yX I I b Current Date:1/9/2020 10:19 PM Units system:English le name:\\ssdarray1 Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retx\ .ad condition:WL2=:eeward WL I IIDistributed user loads-Members I I I 1 III a : 1 yak # 1 8[Ki /ft] t w %'ks41 Pi _w. 4 lE is e.034[Kip/ft] I Y �X I I I 1 I n ', zo, . tt �- Current Date:1/9/2020 10:22 PM Units system:English File name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retx\ I I I I I I rg j8 )1 Z6,73.167) (0( 6`?, 3) ' (2,22.667,0) (0t g-i?1, 3 0 0) (0,20,1.333) , (0,10,-1,333) A 0 '2,10,0) (0,10,1.333 (0,0,-1. 33) I (000) • Y (2,0,0) X (0,0,1.333) s I Current Date: 1/9/2020 10:23 PM Units system:English le name:\\ssdarray1Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retx\ 1 I I I .01165. ' I4416 i gi19 1 23 ' N z /N 19 24'N N 4 18 I ' k425 N N21 r 4 1. k26 N k N 1 I I 1 I I 1 t Current Date: 1/9/2020 10:24 PM I Units system:English File name:11ssdarray\Projects\2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II1Models\Tigard Town Center- Section 2.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 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 LB pas :Lateral unbraced length of the compression flange in the positive side of local axis 2 I 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 ' TZ :Translation in Z Nodes ' Node X Y Z Rigid Floor [ft] [ft] [ft] I 1 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 ' 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 I 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 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 , U1 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 8005200-54 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 Page2 I Node-J Node-K 111 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 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 ' 8 0 0 0 0 1 0 0 D 0 0 0 Full 9 1 0 0 0 1 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 [In] [ft] [ft21 I 2 CMU Wall _ CMU 1.5-60 7.63 (0.00, 11.33,0.00) 60.43 26,30,27,23 I I I I I I I I I I Page3 I 5 _ ntle I n Current Date: 1/9/2020 10:24 PM I Units system:English File name:1\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 2.retx\ 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 111 Distributed force on members I V1 IY2 3 g d1 I g I d2 Condition Member Dirt Vail VaI2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] ' DL 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 1 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 Windward WL :eeward WL No 0.00 0.00 0.00 WL2 No 0.00 0.00 0.00 Pagel I Earthquake(Dynamic analysis only) ' Condition alg Ang. Damp. [Deg] [%1 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 Paget rill _iweIy 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)1400 Calculations\Phase II\Models\Tigard Town Center- Section 2.retx\ ' Steel Code Check Report: Summary-Group by description I Load conditions to be included in design: idO=DL+SL id1=DL+0.6 WL1 id2=DL+0.6WL2 ' id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id5=DL+0.75SL+0.45WL 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% 0.84 OK Eq. H1.2-1 Cant Eyebrow aisiSSMA_S 3625162-54 3 id1 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 arsiSSMA_S 800S200-54 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 id3 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 I Pagel Current Date: 1/9/2020 10:27 PM Units system:English le name:\\ssdarray1Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Ti•and Town Center-Section 2.retx\ ' I Stress ratio AISC/AISI/BS/AS/CSA/NDS inn 0.84 0.75 w 0.66 0.56 0.47 0.38 0.28• 0.19 0.09 9.585E-04 I 3 I - -. I Y A 1 �X 1 n 41wd, tLe - '.. Current Date:1/9/2020 10:29 PM Units system:English File name:1\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 2.retx1 I I I I 2 COCD I0 IQ zz Z.0 01 N aisiSS S162-54 —xo 1 aisiSS b� ='°S162-54 0 aisiSSMA_S 12S162-54 n) N In cn D I0 0 if . aisiSSMA_S 2S162-54 A NI O i A q t6X 1 1 SECTION 3 DESIGN 1 1 1 i 1 1 1 1 1 1 1 1 �4a 1 1 FROELICH ENGINEERS 1 1 t Current Date: 1/9/2020 10:36 PM Units system:English e name:11ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remadel)1400 Calculations\Phase'Models Town Center-Section 3.retx1 1 I I 1 SECTION 3 MODEL 1 A I 1 .v , . 1 I 41 t 114. p I J A I I I I I I PP— Current Date: 1/9/2020 10:38 PM Units system:English File name:\\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase lI1Models\Tigard Town Center-Section 3.retx\ Load condition: DL=Dead Load NI Distributed user loads-Members 1 fffi I i ]Wa4. 3[Kip/ft] 4104.-1 10.012[Kip/ft] 'mot 0.012[Kip/ft] � 1 -0.012[Kip/ft] I I Current Date: 1/9/2020 10:38 PM Units system:English ' e name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase ll\Models\Tigard Town Center-Section 3.retx\ I ad condition:SL=Snow I • Distributed user loads-Members I I I mli I 5[Kip/ft] i ° II LI I I I Y A I I r I I is n .6o Current Date: 1/9/2020 10:38 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\ Load condition:WL1=Windward WL Distributed user loads-Members I I I .fl fl A c I i ery Axe F 8[Kip/ft] 1 ,0. ).034[Kip/ft1 Y 4 i Current Date: 1/9/2020 10:39 PM Units system:English Ie name:1\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IlWlodels\Tigard Town Center-Section 3.retx1 ad condition:WL2=:eeward WL INI Distributed user loads-Members i1 1 I Ir �, I N [ties ARAM 81 /ft] Via,, i �x. . `E�, I I I No 0. if .034[Kip/ft] I t kg. v i I I I I Current Date: 1/9/2020 10:40 PM Units system:English File name:\\ssdarray1Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 3.retz\ i .64-7 1 1 16 tV 6-41R19 1 N'2i N 19 NN28 N 18 1 N lt?tJ 21 N 25 N 29 Ni ; I N�34 1 y Current Date: 1/9/2020 10:41 PM Units system:English e name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase'Models Town Center-Section 3.retx\ II 1 1 I I 14Q I - 0 1 h 316 wI s I N 14 I I Y. I I I I 1 I 0, " n e Current Date: 1/9/2020 10:43 PM Units system:English File name:\\ssdan-a \Pro ects12 0 1 911 9-T198 Ti.and Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase Il\Models\Tigard Town Center-Section 3.rebO I I I vm I aisiSS MA_Sw62Sr1t;, 54 ( Oi D!i co co Cn N`o ' aisi 8°1MA S T82-54 o 0 o 0 QI 2 rn N aisiSSMA_S 3662-54 co tni _ X aisiSSMA S 36 ¢ �P .. 162-54 .N I Current Date: 1/9/2020 10:50 PM I Units system:English File name:\\ssdarray1 Projects 12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 3.retx\ I 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 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 INode 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 2.00 14.25 0.00 0.00 0 22 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 0.00 10.00 1.333 1.333 0 30 0.00 0.00 0 I Pagel 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 28 1 1 1 0 0 0 30 1 1 1 0 0 0 Members I 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 III 9 17 18 Roof Tie aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 10 9 16 Front Stud aisiSSMAS 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 , Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 111 --------------------------------- ------------------------------------- 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 I Shells Shell Description Material Thickness Center of gravity Area Ni,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 I I Page2 I I 53 #10 ,Ant .w. . Current Date: 1/9/2020 10:51 PM I Units system:English File name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 3.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 WL2 Windward WL No WIND :eeward WL No WIND IDistributed force on members I V1 �f�. Y2 iti;1 d 1 I a i d2 i Condition Member Dir1 Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] 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 I 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 III 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 I WL1 Windward WL eeward WL No 0.00 0.00 0.00 WL2 No 0.00 0.00 0.00 Pagel 1 1 Earthquake (Dynamic analysis only) I 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 1 i 1 1 1 1 1 1 1 1 i Page2 i n 47* - nt1,-. Current Date: 1/9/2020 10:52 PM Units system:English IIIe name:\\ssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 3.retx1 Stress ratio I AISC/AISI/BS/AS/CSA/NDS 0.84 0.74 I ag 0.65 0.56 0.47 0.38 0.28 I 0.19 "0.10 9.195E-03 I * -I U 1 ....,--- 1 1 1 I 1 Y A _• I I I I I n . e ti Current Date: 1/9/2020 10:53 PM I Units system:English File name:1\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase II1Models\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 id1=DL+0.6WL1 id2=DL+0.6WL2 id3=0.6DL+0.6WL1 id4=0.60E+0.6WL2 i d 5=D L+0.75 S L+0.45 W L 1 id6=DL+0.755L+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference I Back Stud aisiSSMA_S 6005200.54 1 d1 at 0.00% 0.84 OK Eq. H1.2-1 Cant Eyebrow aisiSSMA_S 362S162-54 3 id3 at 65.63% 0.66 With warnings Eq.H1.2-1 Front Stud aisiSSMA_S 3625162-33 10 idl at 50.00% 0.64 OK Sec.F3 I Full Ht Stud aisiSSMA_S 8005200-54 11 d2 at 0.00% 0.48 OK Eq.H1.2-1 Roof Tie aisiSSMA S 362S162-54 9 id3 at 0.00% 0.08 With warnings Eq. H1.2-1 Wall Tle 14 d2 at 25.00% 0.01 With warnings Eq.H1.2-1 I I I I I I I I Pagel ILight Gauge Header And Jamb Stud At Section 3 IProject Name: Light Gage Page 1 of 1 Model: Light Gage Hdr Section 3 Date:01/11/2020 I Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerT"' 1.5.0.0 Reactions Support Reactions (lb) I R 1 R2 2023.00 2023.00 Shear and Web Crippling Checks 578.00 Bending and Shear 48.4% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): IR1 R2 Web Stiffeners Yes @R1,R2 Required?: I 7.00 I 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection 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 1 SIMPSON STRONG-TIE COMPANY INC www.strongtie.com I I Project Name: Light Gage Page 1 of 2 1 Model: Jamb Stud Date:01/11/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 1.5.0.0 , 1 I N I I 20.00 18.00 1 I 1 I 1 I Loads have not been modified for strength checks 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: ' 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: RI R2 1 Load (Ib) 180.0 180.0 Brng (in) 1.00 1.00 Analysis Summary: , Flexure Web Criplinq Shear&Bending Axial Torsion Section Defl M/Ma Stiffen Req'd V/Va Unstiffened Stiffened P/Pa Combined M/(R*Ma) SIMPSON 1�1PSGN STRONG-TlE COMPANY INC. www.strongtie.com I 1 Project Name: Light Gage Page 2 of 2 Model: Jamb Stud Date:01/11/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTh 1.5.0.0 800S200-54(50) L11758 0.169 No 0.05 0.05 N/A 0.21 0.39 0.140 800T150-54(50) L/1758 0.305 No 0.04 0.04 N/A 0.42 0.75 0.178 1 1 1 1 i 1 1 1 i 1 1 1 1 1 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 1 1 1 ' SECTION 4 DESIGN 1 1 I 1 1 1 1 1 1 1 i yet 1 FROELICH ENGINEERS i i In Current Date: 1/9/2020 10:59 PM Units system:English e name:1lssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx1 1 I I I SECTION 4 MODEL I I 1 I H 1 P3fl] £ 5* y ' I\ I I I I Current Date:1/10/2020 3:52 PM Units system:English File name:11ssdarray\Projects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx1 Load condition: DL=Dead Load Distributed user loads-Members - +3[Kip/ft] [0 012[Kip/ft] 1 -0.012[Kip/ft] 1 -0.012[Kip/ft] f i Y I n Ao, I Current Date: 1/10/2020 4:00 PM ' Units system:English File name:\\ssdarray\Projects\2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase IIMModels\Tigard Town Center- Section 4.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 WL2 Windward WL No WIND :eeward WL No WIND IDistributed force on members 1 Y1 fill Y2 d i I I ad2 Condition Member Dir1 Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] DL 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. MuItX MuitY 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 1 1 Earthquake(Dynamic analysis only) 1 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 1 i 1 1 i 1 1 i 1 1 1 1 i 1 Page2 1 I Current Date: 1/10/2020 3:59 PM I Units system: English File name:\\ssdarraylProjects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 4.retx\ 1 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 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 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] 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 3.00 32.00 -0.167 0 17 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 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 Node TX TY TZ RX RY RZ 1 1 1 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 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 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 8005200-54 A570 Gr50 cold form 0.00 0.00 0.00 14 20 21 Wall TIe aisiSSMA_S 362S162-54 A570 Gr50 cold form 0.00 0.00 0.00 ' Hinges ' I I Page2 I 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 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 ' 8 0 0 0 0 0 0 0 0 0 0 Full 9 1 0 0 0 1 0 0 0 0 Full 14 1 0 0 0 1 0 0 0 0 0 Full Shells ' 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, 11.00,0.00) 58.65 26,30,27,23 I I I I I I I I I Page3 t t Current Date: 1/10/2020 3:52 PM nits system:English le name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 4.retx\ •ad condition:SL=Snow 1111 Distributed user loads-Members 1 IIIII5 'Ptl 1 tteueit n Current Date: 1/10/2020 3:54 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 4.retx\ Load condition:WL1=Windward WL Distributed user loads-Members 1 c.1'$[Kipfft] :118[Kip!ftj .034[Klp/ft] ' it §. 1 bl I 1 I Current Date: 1/10/2020 3:54 PM nits system:English le name:\lssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 CalculationslPhase 111Models\Tigard Town Center-Section 4.retx1 •ad condition:WL2=:eeward WL III Distributed user loads-Members 1 I I „ (Ki Iftj ba 034[Kiplft] ' A 1 n . nil.. Current Date: 1/10/2020 3:54 PM Units system:English File name:\\ssdarra \Pro'ects1201 911 9-T198 Ti•ard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx\ I I I I I 1 I a I I VI se 10 n tentt* u Current Date: 1/10/2020 3:55 PM Ie its system:English name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx\ I I I I 167) 512 3,32,-0.167) I . 26,0.167) .5,26.-0.167) (3,26,-0.167) I (0,22, 072;1.333) (1.522,0) (0,20, A.%$ 20-1.333) I1.5,200) 14.25,0) 1.5,1425,0) I -(0,10,'_33W 10;1.333) (1-5,8-5,0) I I (0.0,1(13J000 1-333) I I I °w. e tt- 11!t Current Date:1/10/2020 3:56 PM Units system:English File name:\lssdarra \Pro'ects12019\19-T198 Ti and Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 4.retx\l I I I I 9Noo 1 m 5CO I �Sq 35 Iml R mi a g co N �I a 14 as o o, 2S; N y {>� N p t N n IDI 62_ NI AI N. 9 < . Sy kiNI IS 1762 qI a COI CO: 9iSs IN, S$ t, I j7 S" $ i I YIA 1 Current Date: 1/10/2020 3:56 PM nits system:English 1 h 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\ I I I I I 1$ - id lone to 70 00 o : oI It-• O � O a 0L 0 o CO I a � a:c�a i o 'n, 8 of 9gj O0 i. ID o O o I /6>o 0 cog ,n 11 CMU 1.5-60 i A I I Current Date: 1/10/2020 3:57 PM Units system:English File name:11ssdarra 1Prcfects12019119-T198 Thiard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models1Tigard Town Center-Section 4.retx\ I I I I Ity1,5040 N16 1 N't13, N9 N5 N23 N27 Nig N24 N28 r41. I 4 18 I r4-24 21 N25 N29 N1 4 I ,,,,„ I n . tt- Current Date: 1/10/2020 3:59 PM nits system:English le name:11ssdarray1 Projects 12019119-T198(Tigard Town Center-Ace Hardware TI Remode1)1400 Calculations\Phase 111Models\Tigard Town Center-Section 4.retx\ I Stress ratio AISC/AISI/BS/AS/CSA/NDS 1.00 .89 �,,.g. 0.78 0.67 0.56 0.45 I ,0.22 �0.22 0.11 1.369E-03 1 I ,, I I I I I I I I A I 1 I I 1 43 Current Date:1/10/2020 3:59 PM Units system:English File name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations 1Phase II\Models\Tigard Town Center- Section 4.retx\ I Steel Code Check Report: Summary-Group by description I Load conditions to be included in design : id0=DL+SL id 1=DL+0.6 WL1 id2=DL+0.6WL2 II id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id 5=DL+0.75SL+0.45W L 1 id6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference V Back Stud aisiSSMA_S 600S200-54 1 id3 at 0.00% 1,00 N.G. Eq. H1.2-1 Cant Eyebrow aisiSSMA_S 362S162-54 3 id3 at 46.88% 0.83 With warnings Eq.H1.2-1 Front Stud aisiSSMA_S 362S162-33 10 id1 at 50.00% 0.65 OK Eq.H1.2-1 I Full Ht Stud aisiSSMA S 800S200-54 11 id2 at 100.00% 0.60 OK Eq.H1.2-1 Rigid Link HSS RND 20.000X0.500 6 id2 at 0.00% 0.00 OK Roof Tie aisi3SMA_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 1 I I I I I I Pagel I I SECTION 3 CANOPY DE SIGN N I 1 i I I I 1 I I t r I ! FROELICH ENGINEERS ?, I I Current Date: 1/10/2020 4:02 PM 7tsn system:English e name:1lssdarray1Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase II1Models\Tigard Town Center-Section 4 W Canc I I I ICanopy at Section 4 i ‘.;;::: k N''''' '-;-%+4,*V_V>' '' ''''''. 41100,,),.. "' t 1 :\,,i, P __- nR I I I V X I I I I I 1 Current Date: 1/10/2020 4:08 PM Units system:English File name:\\ssdarray\Projects\2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 4 W Canopy.retx\ I 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 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 11 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 111 TZ :Translation in Z Nodes INode X Y Z Rigid Floor [ft] [ft] [ft] 1 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 6.00 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 40 1.50 8.50 13.00 0 40 0.00 5.50 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 I 47 1.75 8.50 0.00 0 48 1.75 8.50 26.00 0 Pagel I 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 III 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 I Restraints Node TX TY TZ RX RY RZ I 18 1 0 1 0 0 0 22 1 1 1 0 0 0 45 1 0 1 0 0 0 46----------------------_----------1 1 0 0 0 ----------- Members 1 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 6X6.2 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 Page2 I I Hinges I Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 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 0 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 D Full 39 1 1 0 0 1 1 0 0 0 0 Full 40 1 1 D D 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 I I I Page3 I I Current Date: 1/10/2020 4:08 PM I Units system:English File name:1\ssdarray\Projects12 01 911 9-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 Comb : Indicates if load condition is a load combination ILoad 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 tDistributed force on members I Ytt I K l2 g J,� di I F d2 I Condition Member Dirt Vail Val2 Distl % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] I 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 -0.016 -0.018 0.00 Yes 100.00 Yes 39 Y -0.018 -0.018 0.00 Yes 100.00 Yes I 40 Y -0.018 -0.018 0.00 Yes 100.00 Yes 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 I 25 Y -0.057 -0.057 0.00 Yes 100.00 Yes 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 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 I Distributed force on members Condition Member Din Vail 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 MuttY MuItZ -----------____--________--____--_________________________-- DL Dead Load No 0.00 -1.00 0.00 SL Snow No 0.00 0.00 0.00111 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. 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 I I I Page2 I I Current Date: 1/10/2020 4:03 PM nits system:English le name:11ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 4 W Car c I I I I � X CD C ,,1 N / x5 C 78 j ` G6xa2 / 78.7 1 P / - G 6y'6? 73 ii. I 2 wek73 „----------------- 01 o 2 xS�� w 2 INS 3---'---,. ----/ X G60. 13 note edge channel I d,-7'42xs went to C12x20.7 I c8 7gi\ _ C8A18� 1 I Y l I I I r . I - ntle Current Date: 1/10/2020 4:04 PM Units system:English File name:11ssdarra \Pro'ects\2019119-T198 Ti.ard Town Center-Ace Hardware TI Remodel)400 Calculations\Phase II1Models\Tigard Town Center-Section 4 W C 111 j I 1 I I 1 i lb . - ft - Current Date: 1/10/2020 4:06 PM nits system:English le name:1lssdarraylProjects12 0 1 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 4 W Canc I I I I I (1.5,20,26) I III , 111 Is { 3)�% 6,,,if49.g9 1. -L 6� (1.5,0,0) I t 1 ' 4 (1.5,0,26) Z„--``wZ I I I I 11!Current Date: 1/10/2020 4:06 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)4400 Calculations\Phase IIWlodels\Tigard Town Center-Section 4 W C I N16 I I N 45 I i N M`%2 N4 " N4 41�1 N 3 N 22 1r441 'N•05 A N46X I I 1 I Current Date: 1/10/2020 4:07 PM nits system:English le name:\1ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 4 W Canc I I 1 I I I I I H 2g\` 25 ---27 3$ �, / As 3� k a 3fi 1 3:i 1 I 1 I 1 1 n 1. Current Date: 1/10/2020 4:07 PM Units system:English File name:1lssdarraylProjects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models\Tigard Town Center-Section 4 W C I I I I m C co 1.32 Pg6 Qq q36 DI 08 • 36 l P �GrS m j 436 q3e 1 I I i 1 in Current Date: 1/10/2020 4:07 PM nits system:English le name:\\ssdarraylProjects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II1Models\Tigard Town Center-Section 4 W Canc Stress ratio I AISC/AISI/8S/AS/CSA/NDS 0.70 mum 0.63 I 0.47 0.39 0.32 0.24 I 0.16 0.08 5.185E-03 I I 1 ■ Y I A I I I 'I 1 n tie Current Date: 1/10/2020 4:08 PM Units system:English File name:1\ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IIMModels\Tigard Town Center- Section 4 W Canopy.retx\ 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+0.75S L+0.45 W L 1 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 8X6X1_4 18 id5 at 40.63% 0.44 OK PL1/2x5 19 id5at0.00% 0.70 OK W 8X13 30 id5 at 0.00% 0.04 OK Decking Supports C 4X4.5 37 d5 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 I I r r r 1 I I Pagel I SECTION 5 DESIGN i I 1 1 r I 1 Pr- I r 1 FROELICH ENGINEER S I I Inli Current Date: 1/10/2020 4:13 PM nits system:English le name:11ssdarray\Projects12018119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations1Phase II1 Models\Tigard Town Center-Section 5.retxl I I 1 Section 5 Model I I r I I " z 0'17t:1: w :,,."' y I'd:: ` I IF ' I I ZAAA'— I I ,I I I 1 nil, Current Date: 1/10/2020 4:21 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 5.retx\ IGeometry 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 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 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 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 1 TZ :Translation in Z Nodes Node X Y Z Rigid Floor [ft] [ftl [ft] I1 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 0.333 26.00 0.00 0 12 0.00 26.00 0.00 0 14 0.333 32.00 -0.167 0 15 0.00 32.00 -0.167 0 16 3.00 32.00 -0.167 0 17 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 1 24 0.00 20.00 -1.00 0 25 0.00 10.00 -1.00 0 Pagel 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 • 1 Restraints Node TX TY TZ RX RY RZ , 1 1 1 1 0 0 0 3 0 0 1 0 0 0 111 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 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 Igfactor111 [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 8005200-54 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 600S200-54 A570 Gr50 cold form 0.00 0.00 0.00 16 34 4 Full Ht Stud aisiSSMA_S 800S200-54 A570 Gr50 cold form 0.00 0.00 0.00 17 34 33 kicker aisiSSMA_S 600S200-54 A570 Gr50 cold form 0.00 0.00 0.00 I I Page2 I Hinges I 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 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 D D 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 ' 9 1 0 D 0 1 0 0 0 D 0 0 Full 14 1 0 0 0 1 0 0 0 0 Full IShells Shell Description Material Thickness Center of gravity Area NI,N2,...,Nn [in] [ft] [ft2] 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 I Page3 1 I 1 i 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)1400 Calculations\Phase IIMModels\Tigard Town Center- Section 5.retx\ ILoad data GLOSSARY IComb : Indicates if load condition is a load combination Load Conditions 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 YI gill V2 '9 di I 3 I d2 I Condition Member Dirt Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] ' DL 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 111 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 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 I Earthquake (Dynamic analysis only) 1 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 I 1 I I 1 I 1 I Paget 1 Current Date: 1/10/2020 4:18 PM Units system:English le name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase IMMModels\Tigard Town Center-Section 5.retx\ I I 1 1 I7-7^4;) i i I -mg 1 rI I I v I A_ y Al- -10 I I I �x Current Date: 1/10/2020 4:19 PM Units system: English File name:\\ssdarray\Projects\2019119-T198(Tigard Town Center-Ace Hardware TI Remodel\400 Calculations\Phase II\Models\Ti and Town Center-Section 5.retx1 I nt 3 3 )0.167) 11! �\` (3,32,-0.167) 1 (r,31.5,0) 1; (0.333,27.055,0) 10,26.5,0) (0{ . 26,0) (3,26,-0.167) (0,23,-1) (0,23,( ( 38,23,0) 1) (0,20,-1) y 0, )33S ,20,0) 0 , (0,20,1)1 1 I 1 n.- z , nit Current Date: 1/10/2020 4:19 PM Units system:English le name:\ssdarray1Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase!Models Town Center-Section 5.retx\ I I I I I aisis 362` S NI 1 Iaisi Eli c N 0 O A I ais;S,S4/q 1 ,S 2Si6 m ?,64 u Irii Ico i co " ''S76'.S4 I v I I '1 1 riait t, ' ` aiik Current Date: 1/10/2020 4:19 PM Units system:English File name:1\ssdarra \Pro'ects12019119-T198 Ti•ard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5.retx\ II IGrS�oak/k a o s 0 1 IC,}S� CO,df°r, I a AIS? GrSO c°ka form D 0 0 0 111 v, 0I g1 0471f 3ormm MU 1.5-60 1 A i I I Current Date: 1/10/2020 4:20 PM nits system:English le name:1\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 5.retx\ I 111 I N16 /N 33 1 I I tN34 [ 32 I 1 N9 N 23 IN27" 19 1 . N 24 I N2 I i I 21 fN25 Y N2 4 N1 4 '-..2C I I Current Date: 1/10/2020 4:20 PM Units system:English File name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 5.retx1 I 1 //: O r r I Y e n id, tt Current Date: 1/10/2020 4:20 PM nits system:English 'le name:1\ssdarray\Projectsl2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 CalculationslPhase IllModels\Tigard Town Center-Section 5.retx\ I Stress ratio AISC/AISI/BS/AS/CSA/NDS 0.96 0.85 1 . 0.75 ` 0.64 0.53 0.43 41'`0.21 I 0.11 4.943E-04 1 f I 1 1 1 1 1 i I. I I I I I n vt ti. . .-n ..e Current Date: 1/10/2020 4:21 PM I Units system:English File name:11ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase Il\Models\Tigard Town Center- Section 5.retx\ I Steel Code Check Report: Summary-Group by section I Load conditions to be included in design: idO=DL+SL id1=DL+0.6WL1 ' id2=DL+0.6WL2 d3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 i d s=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 IBack Stud aisiSSMA_S 800S200-54 1 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 Front Stud aisiSSMA_S 362S162-33 10 id1 at 50.00% 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 d4 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 Pagel Existing Parapet Strength Check I Froelich Engineers Project Title: You can change this area meet: using the"Settings"menu item Max Allowed Mn=3.3 k LRF7 `ject ID: ' and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 _ Printed:10 JAN 2020, 5:03PM Masonry Slender Wall File=dssdarray1Projects\20191144WES-A14NHIUW-3'PII6BJ-WlModels\Tigard Town Center-Phase2ec6 - Software copyright ENERCALC INC 19B3-2018 Build 10.18 11 30 , Lic.#:KW-06002304 ,; u ;•„.e,.. ,. Licensee Ft OELICH CONSULTING E„NGINEERS Description: Existing CMU Wall Code References iue-tast-likely" Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 brick full height Load Combinations Used :ASCE 7-10 ' 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 Reber"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 One-Story Wall Dimensions A Clear Height = 20.0 ft m e r e B Parapet height = 4.0 ft P 9 B Wall Support Condition Top&Bottom Pinned i' i ".e �`, * ° S n g, A Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 17.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S ps *I = 0.710 I Fp=Wall Wt.* 0.2840 = 14.484 psf D 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 yy End oints from Base p top bottom ' Distributed Lateral Load 0.180Idft 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. Title Block Line 6 Printed'10 JAN 2020. 5:03PM Masonry Slender Wall File=VlssdarrayVProiectsV20191144WES-A14NHIUW-31PII68J-W\Models\Tigard Town Center-Phase 2:ec6 ry Software copyright ENERCALC,INC.1983-2018,Buil:10.18,11 30-..;,;. Lit.#:KW-06002304 Licensee: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 t +0.90D+W+0.90H Max Mu -2.636 k-ft Phi*Mn 3.335 k-ft PASS Service Deflection Check Actual Defl.Ratio U 410 Allowable Defl.Ratio 150.0 ' E Only Max.Deflection 0.5860 in PASS Axial Load Check Max Pu/Ag 5.216 psi Max.Allow.Deft. 1.60 in +1.20D+0.50Lr+0.50L+W+1.60H Location 19.667 ft 0.2*f m 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 +120D+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 , +12013+1.60S+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+0.50Lr+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 +1.20D+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 ' +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 +0.90D+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 Defl.Ratio Is k-ft k-ft in^4 in^4 in"4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 . 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 , 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 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+0.750S+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 +0.60D+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 IFroelich 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'10 JAN 2020, 5 03PM Mason Slender Wall File PssdarraylProjects`20191144WES-A14NHIUW-31PII6BJ-W\Models\Tigard Town Center-Phase 2ec6 1 Masonry Software copyright ENERCALC INC 19832018 Build10181 30 Lic.#::KW-06002304 h= C.#Ct rt a `FROELICl #NSLII-Ti (G 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 1 1 1 1 Froelich Engineers Project Title: 1 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:10 JAN 2020, 5:03PM Mason Sender Wall File=1lssdarray\Prcjectst2919`144WE5-A14NHIUW-31PII6BJ-WnModels\Tigard Town Center-Phase 2.ec6 Masonry Software copyright ENERCALC,INC 1983-2018,Budd.10.18:11.30 . , Lic '#:KW-06002304 : -+sue` `' k E ,: 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 in"4 in"4 in"4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 , Reactions-Vertical&Horizontal 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 +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 ' +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 RAM PARAPET OUTPUT Current Date:1/11/2020 11:35 AM I Units system:English File name:1\ssdarray1Projects\2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center- Section 5.retx\ ' 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(-t/2) -"Top"is the top edge of the plate(+U2) -"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 x x " zx 3 z 30/ IVertical Horizontal Ma= 2.1 k/0.7= 3'k (LRFD) < Load conditions to be included in design: 3.3'k therefore OK 111 id0=DL+SL id 1=DL+0.6 W L1 id2=DL+0.6WL2 id3=0.6DL+0.6WL1 I id4=0.6DL+0.6WL2 id5=DL+0.75SL+0.45WL1 id6=DL+0.75SL+0.45W L2 I SHELL 2 Thickness=7.63[in] Mechanical cover=0.00[in] As parallel to 3' As parallel to 1' I M11' Ic As3' M33' Ic As 1' Node [Kip'Wft] [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 Bat 0.00 FEM:69 Min. 0.76 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 Sot 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 id5 Bot 0.00 25 Min. -0.18 id3 Top 0.00 -0.01 id3 Top 0.00 I Max. 0.21 id2 Bot 0.00 0.01 id2 Sot 0.00 FEM:56 Min. -0.19 id3 Tap 0.00 0.00 id2 Top 0.00 Pagel I Max. 0.22 id2 Bot 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 Bat 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 Bat 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 Bat 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 Bot 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 Bat 0.00 23 Min. -0.44 id2 Top 0.00 -0.12 id2 Top 0.00 ' 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 Bat 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 Bat 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 Bot 0.00 0.00 id3 Bat 0.00 ' FEM:43 Min. 0.00 id2 Top 0.00 0.00 id2 Top 0.00 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 FEM: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 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 Bot 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. 0.87 id2 Top 0.00 -0.03 id3 Top Bot 0.00 Max. 0.83 id3 Bot 0.00 0.03 id2 0.00 FEM:59 Min. -0.16 id3 Top 0.00 0.00 id2 Top 0.00 Max. 0.18 id2 Bot 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 FEM:49 Min. 0.00 id3 Top 0.00 0.00 id3 Top Bot 0.00 Max. 0.00 id2 Bot 0.00 0.00 id2 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 Top Bot 0.00 Max. 0.05 id2 Bot 0.00 0.00 id3 0.00 I I I I I I I I I I Page3 SECTION 5 CANOPY DESIGN I I I I I I 1 I I I 1 a4 1 I FROELICH ENGINEER S t - tt - lb Current Date: 1/10/2020 4:24 PM its system:English le name:\\ssdarra \Pro'ects\2019\19-T198 Ti and Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Cano,ty I Canopy at Section 5 I I , \ i_ " 4 :ior ,,,,,,,,,,E.,,,,,,,;:s, „. , ,,,,,,,,,,,,,,,,,, 'is,-- EEssills:s - ...,, —E::::‘,.iSsit 1 I I v ' X I I I l Current Date: 1/10/2020 4:25 PM I Units system:English File name:1\ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 CalculationslPhase II1Models\Tigard Town Center- Section 5 Canopy No Tie Rods.retx\ I 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 I DJX :Rigid end offset distance measured from J node in axis X 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 I DKY :Rigid end offset distance measured from K node in axis Y 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 1 TZ :Translation in Z Nodes 1 Node X Y Z Rigid Floor (ft] [ft] [ft] ' 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 0.00 1.333 0.00 0 8 8.167 0.00 0.00 0 9 8.167 5.8333 0.00 0 10 8.167 0.00 6.00 0 I 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 I 25 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 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 Restraints Node TX TY TZ RX RY RZ 2 1 1 1 0 0 0 I 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 0II 30 1 1 1 0 0 0 32 1 1 1 0 0 0 I Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 1 1 41 Knife Plate PL 5x3/4 A36 0.00 0.00 0.00 I 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 4X7.2 A36 0.00 0.00 0.00 43 38 39 Front Channel C 4X7.2 A36 0.00 0.00 0.00 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 I 49 17 24 Edge Channel C 8X18.7 A36 0.00 0.00 0.00 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 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 I 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 D 0 0 Full I I I I I 1 I I Page3 I I I - Current Date: 1/10/2020 4:25 PM I Units system:English File name:11ssdarray\Projects12 01 911 9-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center- Section 5 Canopy No Tie Rods.retx\ ILoad data GLOSSARY IComb : Indicates if load condition is a load combination ILoad Conditions Condition Description Comb. Category III 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 vitinifjvz () in I g d2 4 I I 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 I 43 Y -0.024 -0.024 0.00 Yes 100.00 Yes 44 Y -0.024 -0.024 0.00 Yes 100.00 Yes SL 27 Y 0.075 -0.075 0.00 Yes 100.00 Yes 28 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 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 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 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 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 1 Self weight multipliers for load conditions Self weight multiplier I Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 I 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 Earthquake (Dynamic analysis only) I Condition a/g Ang. Damp. [Deg] 1%1 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 1 Page2 ist Current Date: 1/10/2020 4:28 PM Il its system:English e name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations1Phase II1Models\Ti•ard Town Center-Section 5 Canoty I I I 1 I ii II I CD g cn ii co ctco d cni i l 5x34`co 82 C8X87 Im70 X � = G6x ' x3/4 _ ) _ 70 i X14 Io pu x I wa) 2 P 8x3/4�tr` 10 �gXlg X18I G6X$'m g !cocaI /.�-Sx3/4 XT18—"''_' � PL 5 G6_g2 ' t� 7X18 �_� x3/4 C 8X1g jj I Y I 4 X �.Z I I I I , . - imil— Current Date: 1/10/2020 4:29 PM Units system:English File name:1\ssdarray\Projects12 01 911 9-T196(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II1Models\Tigard Town Center-Section 5 Can I I 1 m I c 9 IS D elcm ca cn m o 0 0 o m Ia 1!1 D' a 0 �36 o n Q/ P/36 A36 i D m /136 gg'g' /� m _P pGr50 / % Gr50 G) / Eh o 7436 A99`r- -- - ---- I P36G(J0 cfl �%fT36 A9g2 Gr50 � � �/ m 1 i P Gr50 A36 A36 ""---- I Y r r I Current Date: 1/10/2020 4:25 PM its system:English le name:11ssdarra \Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Canoty I ,I I I II 010"7- I I b, _________--- i:,----1------ ------------------ _____ X I I aw.. ilk Current Date: 1/10/2020 4:29 PM Units system:English File name:\\ssdarra \Pro'ects\2019119-T198 Ti•ard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Can I I I I N 30 I 23 I N 16 N 32 �N9 r 25/%f j 4011 N2 — ' N1� ��4 tone—-_-_ IN 11 I AS17 ita2 r 44710 N Ace 1 I XI - -. ntt Current Date: 1/10/2020 4:30 PM its system:English le name:ilssdarra \Pro ectsk2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 5 Cano 2y I I I I I Ir- ,..- I -4- , 1 ----18------ it 33----- I ___-----3(-- ___-_-%-.------ ,..--_---4- cr) f: - ----- =,------ 1 -------r---34 I N.) _____-----9 ---------- 31 ------- --------- ----.1'7 . -<------'16 I _______--------4 11 29----- 111 Y I # X I I I I op nfie Current Date: 1/10/2020 4:30 PM Units system:English File name:\\ssdarray\ProjectsN.2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase 111Models\Tigard Town Center-Section 5 Can I I I I 32.666,5.8333,0) (24.5,5.8333,0) (16.333,5.8333,0) 32.666,1.333,0) 1 (8.167,5.8333,0) (c/COEK0 157) (24.5,1.3 PO,' 0,0;0) (0,5.8333,0) (y ) // K16.333,1 01 ( w L7) 1(0,1.333,0 1-11 1 4 X Z 1 I I SECTION 7 CANOPY DESIGN I I r 1 I I 1 I I i I FROELICH E N G I N E E R S 1 I nII, 46 II.- r Current Date: 1/10/2020 4:33 PM nits system:English le name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Canopy I I I ISection 7 Canopy I , „i 3K fi l r ti I X -s. I I I I I 1 , Current Date: 1/10/2020 4:40 PM 11 Units system:English File name:\\ssdarray\Projectsl2019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase ll\Models\Tigard Town Center- Section 7 Canopy No Tie Rods.retx\ IGeometry data GLOSSARY 1 Cb22,Cb33 Cm22,Cm33 Moment gradient coefficients :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 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 111 Node X Y Z Rigid Floor [ft] [ft] [ft] I69 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 it 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 Il 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 1 Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 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 52 1 0 1 0 0 0 56 1 1 1 0 0 0 58 1 0 1 0 0 0 III Page2 I 62 1 1 1 0 0 0 64 1 0 1 0 0 0 68 1 1 1 0 0 0 70 1 0 1 0 0 0 74 1 1 1 0 0 0 111 Members I Member NJ NK Description Section Material dO dL Ig factor 1 [in] [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 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 5x3l4 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 A992 Gr50 0.00 0.00 0.00 111 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 48 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 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 54 49 23 Strong Back HSS_SQR 5X5X1_2 A500 GrB rectangular 0.00 0.00 0.00 I 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 SCR 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 1 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 10X19 A992 Gr50 0.00 0.00 0.00II 84 37 10 WF Support W 10X19 A992 Gr50 0.00 0.00 0.00 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 Orientation of local axes Member Rotation Axes23 NX NY NZ [Deg] 111 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 0.00111 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 I Node-J Node-K 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 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 11 Page4 i I 0 0 D 0 1 1 0 0 0 0 Full 0 0 0 0 1 1 0 0 D 0 Full 0 0 0 0 1 1 0 0 0 0 Full I I I I r 1 1 1 I r I I 1 Page5 I II Current Date: 1/10/2020 4:40 PM I Units system:English File name:11ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center- Section 7 Canopy No Tie Rods.retx\ I Load data GLOSSARY IComb : Indicates if load condition is a load combination ILoad Conditions Condition Description Comb. Category MDL 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 iIII11. P2 4 al I I 3d2 l Condition Member Dirt Vail Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] 111 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 I 34 Y -0.024 -0.024 0.00 Yes 100.00 Yes 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 I 43 Y -0.024 -0.024 0.00 Yes 100.00 Yes 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 I SL 27 Y -0.075 -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 35 Y -0.075 -0.075 0.00 Yes 100.00 Yes I 36 Y -0.075 0.075 0.00 Yes 100.00 Yes 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 Y -0.129 -0.129 0.00 Yes 100.00 Yes 35 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 I Self weight multipliers for load conditions Self weight multiplier _ I Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 I 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 Earthquake (Dynamic analysis only) I Condition a/g Ang. Damp. [Deg]- - [%]- - D- L 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 1 I I Paget I h ' $ tt Current Date: 1/10/2020 4:39 PM nits system:English le name:\\ssdarra \Pro'ects\2019119-T198 Ti•ard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Canopy I I I X X G cri Xx. 0� gI�" W 10X1g N �$ 05G P-§x3/4�-`` W p1X19 1 W- to 5i:3 X RAG u �5. 01 x cxi $ -f-1- rn x G G\ I 'c° c N X PL5 4 _ X _ �j' z W 10X19 N ICJ. 1 1 PLPIa 5 c--- G0I$2�2�� llL C121X2pj -'--G#I�X19 V IX I I I 1 Current Date: 1/10/2020 4:39 PM Units system:English File name:11ssdarra \Pro ects12019119-T198 Ti.and Town Center-Ace Hardware TI Remodel 1400 Calculations\Phase 111Models\Ti.and Town Center-Section 7 Can a I 0 o Q _ a -`' 992 GrSp o CO o w °'. ool co o W p 6 A992 GrSp ;. G 0 CD Fo m v2. 6 P _ ' p�rO W 992 G �oGr.p E y 6 992 Gr5 P o , /'i'5 G r50 c 0 36 992 Grs A� o r50 j o P30 36 0 N P CO I d, cZff r50 I 1 I Current Date: 1/10/2020 4:41 PM nits system:English le name:11ssdarray\Projects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II1Models\Tigard Town Center-Section 7 Canopy I I 1 I 1 I Ia, 78 i I I �_ �� '1',.._ 79� 80 :9 a i `� `;t 81 ,,I c 33 y 1 31 4j � 1 N `1")u / 6 �; 4844 I I Ix I I I Current Date: 1/10/2020 4:41 PM Units system:English File name:11ssdarra 1Pro'ects12 0 1 911 9-T198 Ti!and Town Center-Ace Hardware TI Remodel 1400 Calculations\Phase Il\Models\Ti•and Town Center-Section 7 Can I I I N 70 I N 64 I N58 N52 N 30 ' N23 N16 1 N9 N 2 77INT21 1 --IV 9t✓b65 hA Ar 4 N74 I P3t17 43 77N / N68 ��Piwir„ --N A0 i N 62 6 1 N 56 N 50 N49 N 48 I Current Date: 1/10/2020 4:41 PM nits system:English . le name:11ssdarray\Prolects\2019119-Ti98(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase 111Models1Tigard Town Center-Section 7 Cano,y I I I 1 (53.333,12.66,0) I (41.33,12.66, ) (37. 33,12.66,0) 1 (28,12.66,0 I (2,1 .6461 )6630 )(20 (16,1,.66, ) I (4,12.66,0) ',4i713773333,10,1x5„)) I (0,12.66,0) ' 77 74:4(UCI,100,0 1 • 4 i •x.,o,,f:; 4(31.13.31),21,5)) - . -4•'',0,-5) I .4 00 , )-.,•"- (53.333,-10,0) (41.33,-10,0) 111 t40)-§ i Y (24,-10,0) 4 i (20,-10,0) X z' Z (16,-10,0) I I I I Current Date: 1/10/2020 4:53 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 7 Cant Load condition: DL=Dead Load 111 Distributed user loads-Members I I I I � ; m e ;6 i'j d ,, ill I I e I I I 1 I ILA sentl Current Date: 1/10/2020 4:53 PM nits system:English le name:llssdarraylProjects12019119-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations 1Phase IllModels\Tigard Town Center-Section 7 Canopy ad condition:SL=Snow I • Distributed user loads-Members I I II q f ' 5 �6 y59��+ 1; t,=-,4fx.xtz,„,::,...;20': : '''''':' '' 'S.a: . ' p e-;' -`Sk 75[ , . a • ., as e.: -f:P,, ' � il fig' .a, , t z `� s I. . I I 1I i1 i i ... . Current Date: 1/10/2020 4:53 PM Units system:English File name:\\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Can, Load condition:WL1=Windward WL IN Distributed user loads-Members 1 1 1 1 NryFYF'i is A4 } Pp@1/ ; e . h Li i i ;. s� I 4 .4:sa r\ I ,' \ A X I 1 . r i I Current Date: 1/10/2020 4:54 PM nits system:English j le name:\\ssdarray\Projects\2019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)1400 Calculations\Phase II\Models\Tigard Town Center-Section 7 Canopy ad condition:WL2=:eeward WL 1III Distributed user loads-Members I I I I L i-'------, F e e ,., I I 7 0 r 1` 1 `r a ,t. ' c ] I 7 1 )<" j I 0 I 2 9 ail j 0` �.,- j X I I I I 100 .0, Current Date: 1/10/2020 4:57 PM Units system:English File name:\\ssdarray\Projects\2019119-T196(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 mum 0.48 0.43 0.38 0.32 0.27 0.22 # F • 0.11 , 0.06 2.137E-03 1 I � f� . 1 1 1 Y 1 A X I 1 1 1 I lentie Current Date: 1/10/2020 4:57 PM I Units system:English File name: 1\ssdarray\Projects12019\19-T198(Tigard Town Center-Ace Hardware TI Remodel)\400 Calculations\Phase Il\Models\Tigard Town Center- Section 7 Canopy No Tie Rods.retx\ I Steel Code Check Report: Summary-Group by section I Load conditions to be included in design: id0=DL+SL id 1=DL+0.6 WL1 id2=DL+0.6WL2 id3=0.6DL+0.6WL1 id4=0.6DL+0.6WL2 id5=DL+0.75SL+0.45 WL1 iid6=DL+0.75SL+0.45WL2 Description Section Member Ctrl Eq. Ratio Status Reference 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 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 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 WF Support W 10X19 80 id5 at 0.00% 0.06 OK I 1 I I I Pagel I 4 g 1 Mon Office CLIENT: 17700 SW Upper Boone Ferry Rd.#115 PAGE 1 Portland,Oregon 97224 ' 411111* 503-624-7005 PROJECT: 0 Central 745 NW Mtn.Waas ington Dr.#204 NUMBER: Bend,Oregon 97703 541-383-1828 IFROELICH ®gam mbarkSt.Sute3 DATE: E N G I N E E R S i Longmont,Colorado 80501 ,n.x dr- 720-799-1001 BY: 3YKD CA ArfCrilY c.04 51 Grad - hoof- lifs$X A ,' . i/{Gi" f E .6 S3, E I! , I I , ii 111 l 3 I I 1 r I l ., , 3 irla4C' 'was I Iirriaviskipdg, PATH HAS STAYED THZLSOAAMDETO l• , .,.,-,-wzi,'''-'i-,•,:' : olts4rsow 140„, 64 LOAD GREASE . ; ft,Alltiri 6.44,1 I FOR NO IN , COLUMN :: THERE STRUCTURE PROJECTS - !-! i , EXISTING ,..., 41---- 1 , ._ ,1.4.0) ••• *wasp I REACTION. ALSO CANOPY. , THAN WHAT IS CURRENTLY„gy,,,er, '.:!!•..Z -':--!''' LESS el ' os i--.- os*- ' . ., 1 • . ' • i ,-,,. 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I . ..• StiVz.P. ,PgiktUli7,b!": • -- --,-4,, --A,:','''',,-. -1•4::•;4V (t) - •..- -•..; '17J' 5.tvilml-ViiktAi ..sr.:-2, ,,,,,, ,,-•-.A,:,:;.:,,,,i„„4,1:!?4,4,„4.4.41.,:::,-, litt4t,!ft.;,;s:1;;t4.?•,94:utor;gaisiivRiT0117.14:11FiLt-u447,,et--.! ..744.0...,41-kit. .•!-4:'m,,,N,,,•,..t,„,v.:-.4-1.,„:•.r.,,z,Rs.1.4.00,....-„Rpor....N.,:......,•,„„.••,..„,,....„ • •••- _ , A -- ,,,;,%',';i4,ALki.,::,',A1:•:;:!:!:Nz:A:)e,*,i-N;'44;glikiVrea53X:titt,;,, i. : kT ' -,___„ _ „ t^^^110¢M^4 ' -.040411,Cit4 .,._ ..•L.... . itikift;FWIRgir, T!''0, -,0 ..,_., „ 4iPIPITPP'4''''P': .:* P 'PP /At I 4.1. :Aa.4.ipT,oginlikt .;. „ -,, SECTION 8 SIDEWALL DESIGN 41141 I I 1 I I I I I 1 L FROELICH ENGINEERS 1 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. Ground 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)Mlnlmum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup ' Results Latitude: 45.402868 Longitude: -122.795480 Snow Load: 10.0 psf • Modeled 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 1 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 1 your site is at or near the top of a hill. • 1 Oregon Design Ground Snow Load Look Up Results • It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow 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. • IIn remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study 1 is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on I extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case ! study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof I 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. I ©Copyright 2010-2013 seao.org IAll rights reserved. 111 Drift Front-Back W/ Existing Parapet I Client: Project: Project#: . Date: FROELICH 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, Id: 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 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, hc: 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*hc: 18.77 ft I 26 psf 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 Pa Equiv. = 16 psf <--Use for parapet drift height , w Equiv. = 4.13 ft <--Use for parapet drift width I ' New Drift Front-Back Client: Project:4011( Project#: Note Load Remained The Same 00, Date: by: ext's,a aa¢ FROELICH rMLi2 htFER S: 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) ' Drift Height Density Upwind Length of Roof, lu: 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 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, hg: 8.68 ft ' hg/hb 13.28 > 0.2, Drift Calc. Req. 4*hd: 6.74 ft 4*hd2/h, 1.31 ft I Width of Drift, w: 6.74 ft Max width of Drift, 8*hc: 69.44 ft 26 psf 10 psf ' 6.74 ft I Equivalent Snow Loading Considering minimum roof snow load p, =20 psf(per 2014 OSSC) p,,,= 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 status quo sidewall I Client: Project: Project#: Date: by: FROELICH eNnIKtrrps 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, le: 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 Width of Drift Maximum Drift Intensity Height of Projection, hr: 3.00 ft Drift Intensity, Pa: 36 psf Roof Snow Load, pf: 10.00 psf Depth of Roof Snow, he: 0.65 ft Proj. above Roof Snow, he: 2.35 ft he/hb 3.59 >0.2, Drift Calc. Req. 4*hd: 10.06 ft 4*hd2/he 10.78 ft Width of Drift,w: 10.78 ft Max width of Drift, 8*hc: 18.77 ft 36 psf 10psf 10.78 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 pd Equiv. = 26 psf <--Use for parapet drift height w Equiv. = 7.78 ft <--Use for parapet drift width I New Drift Client: Project: Project#: Date: by. 1 FROELICH eNctau�efxs: 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) tDrift Height Density Upwind Length of Roof, Iu: 152.00 ft y: 15.30 Ground Snow Load, p9: 10.00 psf Density, y: 15.30 pcf Unmodified Drift Height, ha: 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, pd: 38 psf I Roof Snow Load, pf: 10.00 psf Depth of Roof Snow, hb: 0.65 ft Proj. above Roof Snow, he: 8.68 ft I hC/hb 13.28 >0.2, Drift Calc. Req. 4*hd: 10.06 ft 4*hd2/hu 2.91 ft I Width of Drift, w: 10.06 ft Max width of Drift, 8*h0: 69.44 ft 38 psf 10 psf 10.06 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 Pa Equiv. = 28 psf <--Use for parapet drift height w Equiv. = 7.44 ft <--Use for parapet drift width CLIENT: 17700 SW Upper Boones Ferry Rd.#115 PAGE / Portland,Oregon 97224 4takw 503-624-7005 PROJECT: - ;:r_ R`' 745 NW Mt.Washington Dr #204 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH ,-,--- DATE: 940ENGINEER 5 6 Lon mont.k St.Suite 3 ' Longmont Colorado 80501 a.,..froctichenginee!;aa1 720-799-1001 BY:. c , I�R.�'F7" L..40, 3 . -11 P.sk cv€/L )4 e p . .Ov C LJ To r/:L>A� 3 eI 7-/Z.(4c S NS-PA i = i' ' 4° 4/.'.;). ,,,44)*' 7 .. A r 63"04. 1 i II ,t).E LdAt34 P71Z A) . E u/ kidr "cast. r \' he) r ,04-= to- -es r4 e at ,) ='.s e/Fill•7R,4 42PlI jFAA / 10A ricrzei6 SAW 4-) 40A.r. Pr- \W° Ail .3p Lq) 4- ( 11 940 ; yt flla, M.. 3 1 I At I el p) ^Sh. t& ;i,L, t:- ;Ze L1 2 3 gr.STo6 .3,-6. L 7 , A I: ' •- Aiix7 PA-e4 I tioi ~ Ill (.30)/t = 2171,3 4 ) 3{ . .t✓A°' 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 2020,12:32PM General Beam AnalysisFile=\lssdarraylP,rojects120191144WES-A\4NHIUW-31PII6BJ-W\Models\Tigard Town Center-Phase 2ec6 ,. ' Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.11.30 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 ine2 Moment of Inertia = 100.0 in^4 I D(0 068 S(O.04) D(0 047)S(0.0703) a )- o a a 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, S=0.07030 klft,Extent=0.0-->>9.333 ft, Tributary Width=1.0 ft Uniform Load: D=0.0680, S=0.040 klft, Tributary Width=1.0 ft IDESIGN SUMMARY Maximum Bending = 14.442k-ft Maximum Shear= 2.515 k ' 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 13.128ft 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 IMaximum Forces&Stresses for Load Combinations Load Combination fvlax Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length . Span ft 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 +D+L+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 II +D+Lr+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 +D+S+H ' 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 1.37 111 +D+0.750 L+0.750 5+0.450 W+H Dsgn.L= 29.50 ft 1 12.94 12.94 2.23 +D+0.750L+0.750S+0.5250E+H I 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 ' 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 2020.12:3.P h4 General Beam Analysis File 11ssdarray\Proiects120191144`EVES-At4NHIUW-31PII6BJ-W\Models\Tigard Town Center-Phase 2.ec6 . Software copyright ENERCALC,INC.19B3-2018 Budd 10.18.11 30. , Description: Existing Truss-Added Parapet+Drifting Snow Overall Maximum Deflections ' Load Combination Span Max."-"Del Location in Span Load Combination Max."+"Defl 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+0.75OLr+0,750L+H 1.372 1.072 +0+0.750L+0.750S+H 2.229 1.593 ' +D+0.60W+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+0.7505+0.450W+H 2.229 1.593 ' +D+0.750L+0.750S+0.5250E+H 2.229 1.593 +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 1.142 0.694 W Only E Only ' H Only I I I I I I Froelich Engineers Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: ' and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: 11 JAN 2020,12:34PM General Beam Analysis File=llssdarraylProjects12019N44WES-A\4wa ecop31PII66J ERCAL 1,INCTigard Center-Pha1e11.30 •_ ' Y Software copyright ENERCALC NC 1983-2018,Butd:10.18.1130 . . 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 _. D(0.068)° S(O_1)D(0.047) > -_.._ Span=29.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load: D=0.0470 kit Extent=0.0-->>9.333 ft, Tributary Width=1.0 ft Uniform Load: D=0.0680, S=0.10 klft, 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 14.308ft Location of maximum on span 0.000 ft I Maximum Deflection 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 IMaximum Forces&Stresses for Load Combinations Load Combination Max Stress Rat cs Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rift Va Max Vnx Vnx/Omega ' Overall 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 ii +D+L+H Dsgn.L= 29.50 ft 1 8.46 8.46 1.37 II +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+0.750S+H Dsgn.L= 29.50 ft 1 16.60 16.60 2.48 I +D+0.60 W+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+0.750 S+0.450W+H Dsgn.L= 29.50 ft 1 16.60 16.60 2.48 +D+O,750E+0.7505+0.5250 E+H I 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: ' 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 2020.1234PM General Beam Analysis File=tssdarray`,Projects12019\144WES-AWNHIUW-31PII6BJ-IMModelslTigard Town Center-Phase 2.ec6. Software copyright ENERCALC,INC 1983 2018 Build 1018.11 30. Description: Existing Truss-Added Parapet+Uniform Snow Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl 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 2547 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+0.75oL+0,750S+H 2.479 2.179 +D+0.60W+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+0.750S+0.5250E+H 2.479 2.179 +0.600+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 1.475 1.475 W Only E Only ' H Only 1 I 1 1 1 I .i M-sEr,.Orbc CLIENT: PAGE / 17700 SW Upper Booties Ferry Rd.#115 Portland.Oregon 97224 �. 503-624-7005 PROJECT: 1 , � + ;qk j Cengna!ors Or I =�" 745 NW Mt.Washington703 Dr.#204 NUMBER: ` Bend,Oregon 97 541-383-1828 'FROELICH rrcxv DATE: FERN G I NE E ECR E d 940 wmbark St.Suite3 Longmont.Colorado80501 BY: n,,,,,foeUdh-erzgin e..... 720-799-1001 6 QA !! 7- cps, oc ExhST ¶4U4,S ES ,S'r..06' t, ,4G,G.S' iy 'ra.14s.S nS-PA,J = 2 ,-4`. L&. .iv't 7' '1--. ,47- 63 4C. Yxrsr C L o,.),D —\ , �. ,��5"Ps i-64) Po PIP o, — �8 f Pai„-,c'ok, r , ' .cry IIW 41a.. 1oP. 41.3i) " / Tao ; n 34cA40 43/ it).At2-Frx..16 .SAla4-) • t- r,0PsA C 419 z go Pt q .MAX. r9 a. E,Or~ MI M 411,3�3 I � = ) 121.1 - 1,127r f , A) I —-----115---------v-6-------;-i----— --- .6.--4 . • "\ r A 4 A zezi? I 7-49 a rc s 0- . ipli,Lpiag,0 A04_ ASP- PA-4 I lip - PIA Cs0)1/6 - 2 l 713, 4 i ctil3r l ok Ex '. ° I 1 I I R.A. WALKER ENGINEERING STRUCTURAL CONSULTANT 4440 SW Lij dETT,SUITE 201,PO RTLANO.ORE40N 97201 1503)223-065 Job Pa-CL6ss - tt4AvYi<D Jab No. Sheet No, rz.- 1 Client 1 ti Date 3/, 4, By .1 I QocF 1..6.6 1 n!G ' LICENSED PE. ARIZONA CALIFORNIACAGO // 11 �COLORADO ' 4-' t..,u i Wc4+0 ---- Cam... ;7'3 f"' N ORE O ' T XAS TEXAS _..�__....__. ►""��'{ G� WA9HINOTON L 'gbo NG. ---- 6—�7 " P L i.lOvco — — Z,Qom, IhlS.c,1c3 4 u ,.. O IM is< — .. 2.. 16,6 L2se 1Zrx.i- ;Pis/' ' vie q r,,9/u x 42.C4-�= 14--r"' I 1L4� sz.Ii -1-3 t` W Q 4-€5,05K 0 r,a-x 1'7 1 , '3rru..t - 13I--10`I .. 6›.-tS/2'c. ',e'7_gt" I 4435 ' 43 1i � z .I ., 615- r,5 Iea ..wz w/p `st4 t.,-+4 447. 1 ('<0 .=. it)(a . .. _ .... 20 I. 1 L 42.4- " <-, 1 I !Arad Tables/Non-Snow (12510 TILT" 1s YJLXTM Series Allowable Uniform Load (ph) Parallel Chord•Open-Web Series IFtetaat roof less than°)"a"In 12"slepe, SL-=SIdrlaea root greater than 1d8"In 42"slake, TJL M Series '0609 14 15 18 20 22�,s;� 24 26 26 p 34 32 34 36 38 40 13 CA I ;part I FL St° FLSt. FL SL FL SL 1FL 4V =Ft SIp Ft St FL St. Ft St. Ft St. FL St FL. Si 8 FL St. FL St San 14 -i 169 383 333 389 'r"�i ' t 478 379 '355 36,4 444 -.44 336 31 31i a 234a.34 i'3a : ' 74 ; ,,o n`4 ... 14 16 "c 282. 31g C 354 4354, W1 361 353 353 343 343 332 3V. 320 320 305 398 295 296 286 286 275 275 255 255 255 '"5.5 16 18 35: 257 299 326 an 28 330 330 333 223 : 310 310 299 299 293 2.49 no no no 269 260 863 253 2 , 18 I20 d5 223 0 249 276 ' 300 304 317 3411, 339 50t9 M3 300 291 291 4 231 281 276 273 26.1 264 255 255 245 245 20 17 - GI 184 207, 226 260 WI 270 14,i , ; 291 231 291 261 2113 293 `275 275 287 267 259 .259 250 253 242 242 22 1 } 33, 169 160 ISO 4, 1 ,4 219 gilai 239 256 273 213 273 273 '258 755 61 261 24,.3 253 246 246 238 2M 24 ,r 14 125 132 153 LW 1.-- 186 202 218 .' 249 249 254 254 254 49. 249 241 241 234 224 26 I 20 ' 89 103 115 132 3 1 151 y 168 186 1 i.V9=ia," 2214 23 asns Z35 "�" 326 736 236 20 2a3 26 10 EO 84 84 121 135 117 1_.10 436 143 s 155 5 153;; 181 ' 193 f 2t,V35,1" 21' 213220 r 220 223 223 557 30 J' ^2 fig 70 89 69 101 111 112 #2g 129 141 ,". 153 164 1 !- § 1 8B E 191 19 , " : I` 1 DOE..236 235 236 32,. 34 44 58 58 78 "5 0"9 73 100 ttl III ,123 1.34 144 'S-S 1 154 ti 1 1 5 175 I 1 85 165 193 193 34 '16 1 37 49 49. 65 53 73 79 88 96 99 138 1338 122 1 132 .. 141 141' 153 t ' ' 1 s 156f r, a71 1 1 17d 174 3'6. ik 44 I 40 " 35 36 48 45.:.. `50. 7 61 77 [ 84 31 9 t3 g. 113 113 1'I Vial'1d3 1`13 1 , IS, 1 3B 38 42 42 56 54 t 1 87 71 82 88 07 97 1.5 5 p 414 ' ' I r' 1' 42 41 40 .53 _ "1 ' 1 11,1 1 + 35 119 , , 144 40 11^+ 11,1 117 1'. 111 � 1� 42. 35 35 47 44 56 53 67 + 64 .3 75 8 66 86 , 96 95 , 1)1 1:1 1!? 1i7:9: '4 '14 , 11? i_: 1_4 44 45 41 32 51 4.7 60 56 35 56 77 77 78 83 83 ii-I 69 __ :t j 'l_' ',C3 112 110 112 112 46 48 36 45 41 55 49 6,3 68 66 63 7t 77 7 fi� $2 •c, 6z, .:r..! .3 .1 94 I'1, 126 48 I50 40 37 49 44 5$ Sr 5.7 50 65 69 :8 75 75 35 64 ? 90 k 35 56 52 :3 49 99 51 46 56 54 60 62 65 69 78 N .1 93 ,' 87 52 1. 54 39 35 47 41 31 48 55 " 55 59 - 53 51 72 75 1 e1 E"1 8 ,.. ��� . 25 C 37 47 ' 43 51 ' 50 55m..`d 59 Q ea 67--57 ' ,1 ',,1 7 , b 58 33 44 29 48 45 51 51 55 S8 69 62 e. h6 65 e 110 68 111 60 40 3S 45 It 43 05 k 9 :� 52 6 65 x ' 50 62 :57 42 37 45 42 45 __ „: .3 - 51 kl, 62 64 29 - 43 33 45 4,3 49 49 52 k 54 55 55 55 84 66 36 E 41 35 43 46 46 44 49 50 51 14 54 66 '. 68 ! 97 41 93 43 4' 46 45. 49 53 51 66 _• 70 39 33 41 37 44 ' 42 42 45 413 70 • TJ/60' Series Roof(125%) ' 0E :2 26 f 0: SPAN qt x+.F0P:Sei. 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[+ 54` ,20 485 485 487 487 488 488 489 489 490 490 492 492 493 493 464 464 495 495 497 497 498 498 1499 499 490 490 466 466 i„, +22: 415 415 442 442 443 443 445 445 446 446 447 447 448 448 449 449 450 450 451 451 453 453 454 454 455 455 424 424 ":,22:, I t247 349 349 384 384 407 407 408 408 409 409 410 410 411 411 412 412 413 413 414 414 415 415 416 416 417 417 388 388 .g6.1 297 297 327 327 358 358 376 376 377 377 378 378 379 379 380 380 381 381 382 382 383 383 384 384 385 385 359 359 , i287 256 256 282 282 308 308 334 334 350 350 351 351 352 352 353 353 354 354 355 355 356 356 357 357 357 357 333 333 e28.` 213 223 246 246 269 259 291 291 314 314 328 328 1 329 329 1329 329 330 330 331 331 332 332 333 333 334 334 . 311 311 ''30 142: 178 196 212 215 I 236 236 6 256 276 2761296 246 308 305 309 309 310 310 310 310 311 3111312 312 313 3131291 291 .N32' ,1,, 149 149 174 179 191 209 209 227 227 244 244 262 262 280 280 291 291 291 291 292 292 . 293 293 1294 294 294 294 - 274 274 ?3G ;313:'! 127 155 152 171 179 186 202 202 218 218 234 234 249 249 i 265 265 275 275 276 276 277 277 1 277 277 278 278 259 259 �"3'�6�5 ' 66,:' 108 139 130 153 153 167 178 181 196 196 210 210 224 224 238 238 252 252 261 261 262 262 263 263 263 263 245 245 2:-1, :401: 93 125 112 138 132 151 154 164 176 177 189 189 202 202 215 215 227 227 240 240 249 249 250 250 250 250 233 233 41408 i42; 81 108 97 125 115 137 134 149 153 160 1172 172 183 183 195 195 206 206 218 218 229 229 238 238 238 238 222 222 s r44' 71 94 85 113 100 125 117 135 134 146 1 153 156 167 167 177 177 1188 188 198 198 209 209 1220 220 227 227 212 212 ,,,,'� Ittr. 62 83 75 100 88 114 103 124 118 133 135 143 152 153 162 162 172 172 182 182 191 191 1 201 201 210 210 203 203 k `" 55 73 66 88 78 104 91 114 105 123 119 131 134 140 149 149 158 158 167 167 176 176 184 184 193 193 194 194 -4' 49 65 59 78 69 92 81 105 93 113 10fi 121 120 129 134 137 146 146 154 154 162 162 170 170 178 178 186 186 ', 43 58 52 70 62 82 72 96 83 104 95 112 107 120 120 127 133 135 142 142 150 150 157 157 155 165 172 172 L 39 52 47 62 I 55 74 65 86 75 97 85 104 96 111 108 118 120 125 132 132 139 139 146 146 153 153 160 160 . •I 35 46 42 56 50 66 58 78 67 90 77 97 87 103 97 110 108 116 119 123 129 129 136 136 142 142 149 149 31 42 38 51 ' 45 60 53 70 61 81 69 90 78 96 88 102 98 108 108 114 119 120 126 126 132 132 138 138 +4 ?.,:; 28 3B 34 46 41 54 48 53 55 73 83 84 71 90 80 95 89 101 98 107 1116 118 118 124 124 129 129 I•+• ;' 26 34 31 42 37 49 43 58 50 67 57 75 65 64 72 89 81 95 89 100 98 105 108 111 116 116 121 121 Ni. 28 38 34 45 39 52 45 61 52 69 59 78 66 84 74 89 82 94 90 99 98 104 107 109 114 114 ; 26 35 31 41 36 48 42 55 48 63 54 72 60 79 67 84 75 88 82 93 90 98 ' 98 102 107 107 .;;,w • 28 38 33 44 38 51 44 58 49 66 55 74 62 79 69 83 76 88I 83 92 90 96 98 101 ;Fl +I 26 34 30 40 35 47 I 40 53 45 60 51 68 57 74 63 78 69 83 76 87 83 91 90 95 i ) I i \' II h.� ,QFs/5rti.r / � �✓,ea.c 4" L.arse.l� �rs/r..,. 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