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Specifications RECEIVED OFFICE COPV DEC 0 9 2021 AGILYX MEZZAINE CITY OF TIGARD BUILDING DIVISION PORTLAND, OR 6(1102022-06 (O I STRUCTURAL CALCULATIONS 13ZC40 uJ u1r DESIGN CRITERIA: DC 1-DC5 FLOOR FRAMING: FF1-FF8 COLUMNS & FOOTINGS: CF1-CF12 WALL FRAMING: WF 1-WF20 LATERAL LOADING: LL 1-LL 19 EQUIPMENT CANOPY: EC 1-EC24 EQUIPMENT ANCHORAGE: EA 1 (90 PAGES TOTAL INCLUDING COVER SHEET) December 8, 2021 PROJECT NUMBER: 210015.01 S.001C T UR4 (c0 PRO, IN` ARCHITECTURE ENGINEERING i ;Lf t PLANNING 4 + INTERIORS f ' LANDSCAPE !EXPIRES: 12/31/21 15895 SW 72ND AVE $UITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAx:503.226.1670 INFO@CIDAINC.COM WWW.CIDAINC.COM U.S. Seismic Design Maps https://seismicmaps.org/ A OSHPD Agilyx C(7 M k E-KP G 13240 SW Wall St, Tigard, OR 97223, USA 1ti A Latitude, Longitude: 45.424388, -122.7613144 sr.;, 1 f, The Fields A ='r Burnham.Business partments & Storage '_ Agilyx s' vans 3: Fenno Creek Park ry cz- Tigard Public Library n 0 'e Map data©2021 Date 10/20/2021,3:27:01 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section•11.4.3) Type Value Description SS 0.86 MCER ground motion.(for 0.2 second period) Si 0.394 MCER ground motion.(for 1.0s period) SMS 1.032 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.688---') Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.391 MCEG peak ground acceleration FP GA 1.209 Site amplification factor at PGA PGAM 0.473 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.86 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.97 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.394 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.454 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) 1 of 1ninn ilrn-' '1.'1'7 TA 15895 SW 72ND AVENUE,SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info©cidainc.com /� - ARCHITECTURE V / /O PC-4- ENGINEERING PRoj E:T I`J,'''- / P . No. l/ SHEET UPLANNING I[ LE: I BY: 5P—C- DATE: P/ICi/Z't INTERIORS -3(� ely wooc 2 , 3 5 I (0if R ec . ,,5 :0,3 l6`c i 5(iIa+-,--o,„ 1,0 ps e 6y ceL1,. 3.S Ps sysp endP-1,_66_, _j_,_o___e::s_:__e_______. use t 5 f?s� fir- a rQvc _ c. es_kl 13 ps -- (,Ja!l il be 1,.,-)c k sets -, ,c 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com allARCHITECTURE -al I_0 /s 1 O` S I�63 ENGINEERING Prn,_`- N'''-' /F{t- yx FPO,.Nam. /vJ P G ES- ��,/) Q/ V PLANNING _ _ gf. '�I1-'� ATE: I7/j L{ z1 INTERIORS I q �j • UI ✓ile#11 aln ry echc<nie.,4_1 lot q-t-rrpre.,, /13.�7 -F3,7r(f4 z.00 ib (90h-I-. l aa.d ,spl;i- be e t L �sfs olc -e*4 Pvwnp ( z3z f 0/(2b75C-� L _ 31 FSf . — • • C e� lb so et lkcAn. (5. )1W 941-1U►iV • • • • (7•9r itn ri-rotiwN Lt, old e-coie I-e- Cover M o5{-e ftIn erT, i,� t. a h ea r 11 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com Mil A �� ] 100 15,07.... --_ 0 01 U ENGINEERING Pc.7;ECT NAME: ,f1,tyV/�) Y)( PF,o. No. /V. /\\/ S-__ �/�/f PLANNING _ - / B.•: V�`^� D_T=: t°`((,./! V I INTERIORS • 3 q pLywooc� Z-I ,. ps — 7, t(- CGS �� 01 opPe--ssicr. (�_ R�_ Z uS os b ac ( ZI.. p)./ << 33 ---l- = 1 ►_ t M_ 5 eS ,, A-CI c e;1 IVI5 r, vse (S psf r) d 9 15895 SW 72ND AVENUE, SUITE 200 al PORTLAND,OREGON 97224 TEL:503,226.1285 FAX:503.226.1670 0 ;k E-MAIL: info@cidainc.com A - AkCN i CTURE /\ 210 /1 0Z ^ �5 ENGINEERING .';Fri NPME; 1 �/� p,.,;,.Nc. ////�//� S__._- V/j _! U PLANNING B, SIZC Dr-G /r—f *Zf Tlr_e: INTERIORS • ►,gall w-e,fkIrs' ix Li s-hds a 16„ -] i Ps 1, Avoencf s1Gjc 2( z,S ps-F - 5,(0 sf 3 psF walls 341 „51Yz I,5 L Sods 0 16 1,3 s f ,v,1sG 0, Z sf - --- ---- - ----- le �arrr,1$ ( , lir,e_GivitCa G .Se_ . p5 13,i x5 '/ LSL s+ds ' 16 c2� 2-De s-r `f it 1 z p y t-)oo 13 Psic • G fr leb 8 v p ea C�t 5 1 Q Li ( �o F s tv\'I Sc, I{O f's'F 54-(V C4suci1 1L5 io CA 1 si`de 7 Ps-F i @`gyp `�- IKediSPEC Project: Agylix Mezzanine Location: Type: storage - max sp Folder: Floor Joists ii Date: 12/3/21 10:10 AM �4` RedSpecTM by RedBuiltTM Designer: Sam Corbin v7.1.12 Comment: 16" Red-I65TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 61% 1727 2810 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment(ft-lb) 87% 7986 9210 Floor(100%) 1.0D+1.0L All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 80% 0.495 0.617 L/449 L/360 1.0D+1.0L All Spans PASS Span Total 60% 0.554 0.925 L/400 L/240 1.0D+1.0L All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1542(100) 1542(100) Dead Reaction(Ib) 185 185 Total Reaction(Ib)(DOL%) 1727(100) 1727(100) Bearing Flush Flush Support Ledger Beam Req'd Bearing,No Stiffeners(in) 2.95 2.95 Req'd Bearing,Stiffeners(in) 1.75 1.75 HANGERS Model Top Face Member Header Size Left IT52.56/16* 4-16d 2-16d 2-10dx1.5" LVL DF/SP 3.5x16 Right MIT316* 4-PDPAT-62KP 2-10dx1.5" Structural Steel 3 or WIDER (* = Web stiffeners required) SPANS AND LOADS Dimensions represent horizontal design spans. 18'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 125 15 0 16" Glued Floor Joist NOTES • Building code and design methodology: 2018 IBC ASD(US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Deflection analysis is based on composite action with 24 oc(23/32",3/4")sheathing,glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Live load deflection meets code but may not meet RedBuilt'" recommendations. 1 U 5 (,)/ r"l x r\a, i ly-v,f etc far' 11 °o k 2 E:\adcadd\21\0015.01 Agilyx Phase 2\Structural\joists.red 12/3/2021 10:10:04 AM Agylix Mezzanine : Floor Joists: storage-max sp Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt'"" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'',RedSpec'",Red-I'",Red-I45'"',Red-I45L"",Red-I58"',Red-I65T", Red-I90"'',Red-I90H"', Red-I90H5'"',Red-L"',Red-W"',Red-5'",Red-M'", Red-H'",RedLam"",FloorChoice"'are trademarks of RedBuilt LLC,Boise ID, USA. Copyright©2010-2020 RedBuilt LLC.All rights reserved. ePE Protect: Tigard, OR Agylix Mezzanine Location: Type: storage - min sp Folder: Floor Joists Date: 12/3/21 10:11 AM RedSpecTM by RedBuiltTM Designer: Sam Corbin v7.1.12 Comment: 9.5" Red-I45TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(lb) 50% 793 1590 Floor(100%) 1.OD+1.OL All Spans PASS Positive Moment(ft-lb) 47% 1686 3620 Floor(100%) 1.OD+1.OL All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 41% 0.117 0.283 L/871 L/360 1.OD+1.OL All Spans PASS Span Total 31% 0.131 0.425 L/778 L/240 1.0D+1.OL All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 708(100) 708(100) Dead Reaction(Ib) 85 85 Total Reaction(lb) (DOL%) 793(100) 793 (100) Bearing Flush Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Left ITS1.81/9.5 4-10d 2-10d 2-Strong-Grip Glulam DF/SP 8.75x34.5 SPANS AND LOADS Dimensions represent horizontal design spans. 8'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 125 15 0 16" Glued Floor Joist NOTES • Building code and design methodology: 2018 IBC ASD(US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Deflection analysis is based on composite action with 24 oc(23/32",3/4")sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. I S O.\ SOl;CI SccLjIn or LVL ok -6r 115 k -2," L eo l��'! 'e✓\e 44, t��O ''J s 1'� Cr C1 T�7✓' I r O k E:\adcadd\21\0015.01 Agilyx Phase 2\Structural\joists.red 12/3/2021 10:11:16 AM Agylix Mezzanine : Floor Joists : storage-min sp Page 1 of 1 The products noted are intended for interior,untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec",Red-I",Red-I45", Red-I45L",Red-I58T",Red-I65", Red-I90",Red-I90HT",Red-I90HS"",Red-L", Red-W",Red-S", Red-M", Red-H", RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2020 RedBuilt LLC.All rights reserved. DESIGN PROPERTIES-7''' Reference Design Values EIl3> EI(3) End Reaction(Ib)(4)(9) Intermediate Reaction(Ib)(4)(9) Red-I"Joist Red-I-Joist with 1Y4"Bearing 3%"Bearing 3'%"Bearing 5%"Bearing Joist with Nailed Glue-Nailed Floor Joist Weight Moment(') Shear(2) EI Floor Sheathing Sheathing Web Stiffenersl7) Web Stiffenersl7) Web Stiffeners(') Web Stiffeners(7) Depth (lb/ft) Mr(ft-lb) V,(lb) (106inz-lb) (106inz-Ib) (106in2-lb) No Yes No Yes No Yes No Yes Red-I45'"Jost 9''4" 2.2 3,620 1,590 185 221 250 1015 , 1,560 NA 2,025 NA 2,575 NA 117/e" 2 5 4,685 1,785 319 375 420 1,015 dlielb 1,560 1,785 2,025 2,385 2,575 2,930 14" 2 8 5,570 1,960 474 553 615 1,015 1, 1,560 1,915 2,025 2,385 2,575 2,930 16" 3.0 6,390 2,120 653 756 839 1,015 1,225 1,560 1,915 2,025 2,385 2,575 2,930 Red-I65"'Joist I 117/e" 3.6 6,750 2,255 450 512 561 1,375 1,745 1,885 2,255 2,745 3,120 3,365 3,735 14" 3 9 8,030 2,540 666 752 821 1,375 17 0 1,885 2,505 2,745 3,365 3,365 3,985 16" 4.2 9,210 2,810 913 1,025 1,116 1,375 1750 1,885 2,625 2,745 3,490 3,365 4,105 18" 4.4 10,380 3,080 1,205 1,348 1,462 1,375 1,750 1,885 2,750 2,745 3,615 3,365 4,230 i 20" 4 7 11,540 3,345 1,545 1,722 1,864 NA 1,750 NA 2,875 NA 3,740 NA 4,355 22" 5 0 12,690 3,615 1,934 2,149 2,322 NA 1,750 NA 3,000 NA 3,860 NA 4,480 24" 5.3 13,830 3,200 2,374 2,632 2,838 NA 1,750 NA 3,125 NA 3,875 NA 4,605 26" 5.5 14,960 3,200 2,868 3,172 3,416 NA 1,750 NA 3,200 NA 4,725(8) NA 5,345(9) 28" 5.8 16,085 3,200 3,417 3,772 4,056 NA 1,750 NA 3,200 NA 4,850(8) NA 5,4700f 30" 6.1 17,205 3,200 4,025 4,434 4,762 NA 1,750 NA 3,200 NA 4,975(8) NA 5,590(9) Red-I90"Joist 117/8" 4.6 9,605 2,255 621 687 741 1,400 1,715 1,885 2,200 3,350 3,665 3,965 ' 4,285 14" 4.9 11,430 2,540 913 1,005 1,079 1,400 1,875 1,885 2,355 3,350 3,825 3,965 4,440 16" 5.2 13,115 . 2,810 1,246 1,366 1,462 1,400 2,030 1,885 2,515 3,350 3,980 3,965 4,600 18" 5.4 14,785 3,080 1,635 1,786 1,908 1,400 2,030 1,885 2,515 3,350 3,980 3,965 4,600 20" 5 7 16,435 3,345 2,085 2,272 2,422 NA 2,190 NA 2,675 NA 4,140 NA 4,755 22" 6.0 18,075 3,615 2,597 2,824 3,006 NA . 2,345 NA 2,830 NA 5,090 NA 5,705 24" 6.3 19,700 3,400 3,172 3,442 3,659 NA 2,345 NA 2,830 NA 5,405 NA 6,020 26" 6.5 21,315 3,400 3,814 4,132 4,387 NA 2,450 NA 2,990 NA 6,180(8) NA 6,795(9) 28" 6.8 22,915 3,400 4,525 4,895 5,191 NA 2,450 NA 3,145 NA 6,335(e) NA 6,800(9) 30" 7.1 24,510 3,400 • 5,306 , 5,732 6,073 NA 2,450 NA ; 3,145 NA , 6,655(8) NA • 6,800(9) _Red-NON-Jo st 117/8" 4.6 10,960 2,300 687 755 810 1,400 1,715 1,885 2,200 3,495 3,810 4,100 4,420 14" 4.9 13,090 2,600 1,015 1,109 1,185 1,400 1,875 1,885 2,355 3,495 3,970 4,100 4,575 16" 5.2 15,065 2,880 1,389 1,512 1,610 1,400 2,030 1,885 2,515 3,495 4,130 4,100 4,735 18" 5.4 17,010 3,160 1,827 1,982 2,106 1,400 2,030 1,885 2,515 3,495 4,130 4,100 4,735 20" 5.7 18,945 3,445 2,331 2,522 2,676 NA 2,190 NA 2,675 NA 4,285 NA 4,890 22" 6.0 20,855 3,725 2,904 3,136 3,321 NA 2,345 NA 2,830 NA 5,235 NA 5,840 24" 6.3 22,755 3,800 3,549 3,825 4,046 NA 2,345 NA 2,830 NA 5,425 NA 6,155 26" 6.5 24,645 3,800 4,266 4,590 4,850 NA 2,450 NA 2,990 NA 6,315`8) NA 6,920(9) 28" 6.8 26,520 3,800 5,059 5,436 5,737 NA 2,450 NA 3,145 NA 6,470(8) NA 7,080(9) 30" 7.1 28,380 3,800 5,930 6,363 6,710 NA 2,450 NA 3,145 NA 6,790(8) NA 7,395(9) ,. Red-I90HS"Joist 117/s" 6.0 16,050 2,320 900 ' 974 1,034 1,835(6) 2,320(6) 2,150 2,320 3,995 4,650 4,690 5,345 14" 6.3 19,425 2,565 1,355 1,457 1,538 1,836(6) 2,565(6) • 2,150 2,565 3,995 4,980 4,690 5,670 16" 6.6 22,550 2,790 1,876 2,008 2,113 1,837(6) 2,790(6) 2,150 2,790 3,995 4,980 4,690 5,670 18" 7.0 25,640 3,020 2,488 2,654 2,787 1,838(6) 3,020(6) 2,150 3,020 3,995 5,310 4,690 6,000 20" 7.3 28,695 3,250 3,195 3,399 3,562 NA 3,250(5) NA 3,250 NA 5,425 NA 6,330 22" 7.6 31,725 3,480 3,998 4,244 4,442 NA 3,475)6) NA 3,480 NA 5,425 NA . 6,330 24" 7.9 34,730 3,710 4,901 5,194 5,428 NA 3,496(6) NA 3,710 NA 5,425 NA 6,655 26" 8.2 37,715 3,940 5,905 6,249 6,523 NA 3,497(6) NA 3,940 NA 6,985(8) NA 7,675(9) 28" 8.5 40,680 4,165 7,014 7,412 7,730 NA 3,498(6) NA 4,165 NA 6,985(8) NA 7,675(9) 30" 8.8 43,630 4,375 8,230 8,687 9,052 NA 3,499(6) NA 4,375 NA 7,310(8) NA 8,005(9) 32" 9.1 46,560 4,375 9,555 10,075 10,490 NA 3,500(6) NA 4,375 NA 7,640(8) NA 8,335(9) (1) Do not increase joist resistive moment properties by a repetitive-member-use factor. (2) For possible increases in shear capacity see shear design information at right. (3) For deflection calculation only.Assumes 24"joist spacing with a 24"span-rated panel. Red-IrMJoist Shear Design (4) Interpolation between bearing lengths is permitted for allowable design reactions. When joists are used as simple span members,the design shear is equal to (5) Reaction capacity has been determined based on RedBuilt"'products.Allowable bearing on the shear at the face of the support. supporting members shall be checked. (6) 21/2"bearing length is required at end reactions When joists up to 24"in depth are used as multiple-span members,the (7) Refer to page 16 for web stiffener details. design shear is the calculated shear at the interior support reduced by the (8)51/4"bearing length is required at intermediate reactions. following. (9)7"bearing length is required at intermediate reactions. • The stated allowable design properties are for loads of normal duration.Adjustments to the R= V1z s 18% Where: R =percent reduction allowable design values shall be in accordance with the applicable code. (100J W =uniform load,plf V12 =reference design shear for an 117/s"deep joist,lb 5 t PE Protect: Tigard, OR Agylix Mezzanine Location: Ti Type: mechanical platf Folder: Floor Joists '-\il-{ Date: 12/3/21 10:17 AM t RedSpecTM by RedBuiltTM Designer: Sam Corbin v7.1.12 Comment: 11.875" Red-I45TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 400/0 715 1785 Floor(100%) 1.OD+1.0L All Spans PASS Positive Moment(ft-lb) 74% 3486 4685 Floor(100%) 1.0D+1.0L All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 74% 0.483 0.650 L/484 L/360 1.OD+1.OL All Spans PASS Span Total 680/0 0.664 0.975 L/352 L/240 1.0D+1.0L All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb) (DOL%) 520(100) 520 (100) Dead Reaction(lb) 195 195 Total Reaction(Ib)(DOL%) 715 (100) 715(100) Bearing Flush Flush Support Ledger Ledger Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left ITS1.81/11.88 4-10dx1.5" 2-10dx1.5" 2-Strong-Grip LVL DF/SP 1.75x11.875 Right ITS1.81/11.88 4-10dx1.5" 2-10dx1.5" 2-Strong-Grip LVL DF/SP 1.75x11.875 SPANS AND LOADS Dimensions represent horizontal design spans. I A A 19'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 40 15 0 16" Glued Floor Joist NOTES •Building code and design methodology: 2018 IBC ASD(US). •Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. •Deflection analysis is based on composite action with 24 oc(23/32", 3/4")sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. T -r5 oc) LVL o -cvr 1, 5 kr 2 bmf,- 1 tin eCtOk neecl (szo 1)/(3 W (bb = I ,s --i (Z) }c, ,Qo,:k s -t)d ct � leci �/ no k be E:\adcadd\21\0015.01 Agilyx Phase 2\Structural\joists.red 12/3/2021 10:17:08 AM Agylix Mezzanine : Floor Joists : mechanical platf Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltT" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTr",RedSpecT", Red-IT",Red-I45T",Red-I45LT",Red-I58T",Red-I65T", Red-I90T",Red-I90HT",Red-I90HST",Red-LT",Red-WT",Red-ST",Red-MT" Red-HT",RedLamT", FloorChoice""are trademarks of RedBuilt LLC,Boise ID,USA. Copyright© 2010-2020 RedBuilt LLC.All rights reserved. 15895 SW 72ND AVENUE, SUITE 200 l PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com ARCHITECTURE •07- r5 NI c, PKscT N,'E: A,3 i �(, PRO!.No. ooI S-sn U ENGINEERING PLANNING -His: B": VK C D. E.T 1.1/3/4 INTERIORS wad eG concerti ''`- toad o n in v‘ l c't p t evl 6 of ; L ht coved add cif ( oi lb) - (:LIP e (1 ,13 -r)6, 3 ,rT) - 50-y i6 laud +o /picas ao►sf rro , 7is 16) + say 11 -= 1.2, k rrs ok c- 1.sk, _( 1 le6ber cl. 8'eg t'iceie -6 cl I's-in' 12 kii-c, c_n/AceiTh 4,(- 4.eti iscoci ___ z] 1 (3)(7iS ) 0 ( lai lb) - (110ps-0 •7 (I.T3-(1-/z� ( 0H30 ► b + (60t lb - ) v5 11D) — Ie(ZC Ib- need (j1Z 1 /( 3o 10 = 5, 7 --- (Cr) SOS scv s (z) Pi'ck sivd c d ecnvct Project Title: Engineer: Project ID: Project Descr: File:mezz.ec6 Steel Beam Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: long span girder CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.285)p L(2.375) b � x W27x94 Span=38.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0150, L=0.1250 ksf, Tributary Width=19.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.717: 1 Maximum Shear Stress Ratio = 0.199 : 1 Section used for this span W27x94 Section used for this span W27x94 Ma:Applied 497.149k-ft Va:Applied 52.332 k Mn/Omega:Allowable 693.613 k-ft Vn/Omega:Allowable 263.620 k Load Combination +D+L Load Combination +D+L Location of maximum on span 19.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.178 in Ratio= 386>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.369 in Ratio= 333 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 52.332 52.332 Overall MINimum 7.207 7.207 +D+L 52.332 52.332 D Only 7.207 7.207 L Only 45.125 45.125 Project Title: Engineer: Project ID: --7 Project Descr: jam-Y Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: short span girder-wood CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.285)L(2.375) d b 2 b r:jii.,. 5.125x27 Span= 18.50 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, L=0.1250 ksf, Tributary Width=19.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.99G 1 Maximum Shear Stress Ratio = 0.773 : 1 Section used for this span 5.125x27 Section used for this span 5.125x27 fb:Actual = 2,217.76psi fv:Actual = 204.76 psi Fb:Allowable = 2,241.29psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.250ft Location of maximum on span = 16.272 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.444 in Ratio= 500>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.499 in Ratio= 445>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 24.882 24.882 Overall MINimum 21.969 21.969 +D+L 24.882 24.882 D Only 2.914 2.914 L Only 21.969 21.969 i �Zsps _ � (Z (21-0 cop.) /( �t v ' , Project Title: Engineer: Project ID: r.:Fe Project Descr: Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: secondary girder CODE REFERENCES y Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 41 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(020625)L(1.71875) ` a 0 0 0 0 5.125x24 Span=18.50 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads 1 Uniform Load: D=0.0150, L=0.1250 ksf, Tributary Width=13.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.89S 1 Maximum Shear Stress Ratio = 0.655 : 1 Section used for this span 5.125x24 Section used for this span 5.125x24 fb:Actual = 2,036.45psi fv:Actual = 173.55 psi Fb:Allowable = 2,267.84psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.250ft Location of maximum on span = 16.542 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.458 in Ratio= 484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.516 in Ratio= 430>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.053 18.053 Overall MINimum 15.898 15.898 +D+L 18.053 18.053 D Only 2.154 2.154 L Only 15.898 15.898 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503,226.1670 O ,,3 '` E-MAIL:info@cidainc.com ARCHITECTURE }/n,{-)!.� X 001S, D C r' MI ENGINEERING P c..- t._.. 1 ` 11y !' PROf.NC. �� iii/// Z S^=L_ \.^/1_ VPLANNING T:. V Sc S R. C D '_. l'O a/Z1 INTERIORS CO )rV r15: Sh 6 treCi Steel + woos -b earr,s l.o c a"k o✓1 kas relax load z3 k_ 7f ZLf, 9 ky - 77 k-`40 InaK v-ni load 4Ss e,xS X 1114 (-J/ ICI -(4 or4ractti I etit64ln ok Coy- i 37 k. ;. a KiA l cacl Gvr cv rr-cr ecceEn 'lc--_ NN,cvsi en-i S.2)3k\ 1n 4' 1.5 /n) (ZN I Ici )‘I'l , 1-11,0 A - = bq 0 I c IV -1\;\) - 1 61 q Pp -1.\() 71 1 q I kr\t9 --IV M _ (so>k-s _ ( 20(5_ �� Cl, 7} _ & ILI plc) -,r, 77 k1r g 14 1 q. ' = O, 5C0 ÷ 0, 20 =0.7C, 1 ✓ j 37 ,\12 9 (aiii k,0 M G}c e c.c en"1 y `G i'1' ! v - toad Cvrv„e.4, Troy, ..ru it L L o v, 5 l b E"R vL-, CAct oo u- or, t 00c k a p - sz,3k * z, qk-, SS. kV H ---- ( 339 k.-.Ne_-k) -- (z, 67 4.40)03, 0;v-1) r- 3 / C . 4 Ao-A.\ Ss kv g 31 G A? - An = 0, L-I O d, � =0 0 1 3 7 k q , relor6c1 -670f cae: j ( 7 7 kv)/(1-T14,- = 7 z u5c 7'3"s Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. U''.2 Project ID: 210015.03 Project Descr: General FootingFile:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: 8x8 column footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes when max.length or width is greater than ksf Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 7.250 ft Length parallel to Z-Z Axis = 7.250 ft Z Footing Thickness = 19 in • ' i t Pedestal dimensions... x x px:parallel to X-X Axis = in I s pz:parallel to Z-Z Axis _ in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 4.0 in _ w Reinforcing Ty Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 6 `` p '41'. ,..., .-L-, Bandwidth Distribution Check (ACI 15.4.4.2) � : Direction Requiring Closer Separation -�`� . n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.90 22.0 k OB:Overburden = ksf M-xx k-ft M-zz = k-ft V-x = k V-z = k Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. LY3 Project ID: 210015.03 Project Descr: General Footing File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: 8x8 column footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4066 Soil Bearing 0.7033 ksf 1.730 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1734 Z Flexure(+X) 4.835 k-ft/ft 27.880 k-ft/ft +1.20D+1.60L PASS 0.1734 Z Flexure(-X) 4.835 k-ft/ft 27.880 k-ft/ft +1.20D+1.60L PASS 0.1734 X Flexure(+Z) 4.835 k-ft/ft 27.880 k-ft/ft +1.20D+1.60L PASS 0.1734 X Flexure(-Z) 4.835 k-ft/ft 27.880 k-ft/ft +1.20D+1.60L PASS 0.1191 1-way Shear(+X) 9.781 psi 82.158 psi +1.20D+1.60L PASS 0.1191 1-way Shear(-X) 9.781 psi 82.158 psi +1.20D+1.60L PASS 0.1191 1-way Shear(+Z) 9.781 psi 82.158 psi +1.20D+1.60L PASS 0.1191 1-way Shear(-Z) 9.781 psi 82.158 psi +1.20D+1.60L PASS 0.2531 2-way Punching 41.585 psi 164.317 psi +1.20D+1.60L I 5895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 O E-MAIL: i nfo@cidainc.com I. ARCHITECTURE 1 No. ll I V O ,LLL///�z SKEET G` V ENGINEE0.IN P=-�E�� NAME' Pr� 1kix PRo,. PLANNING sk I�/z'IzI g�; D?TE: INTERIORS Cowr/Nn5, cor -: 3 nog \ eoc) oc s} e) beczwN l- 5 ic x '44 iir,;4/ 5z k_.v_ 8 3140E ,1 0/3S f0,'tf \ 7 k}o cI`'1 .')9%Y` 7-. 0, $7✓ loca Z'-cf" Yoram 314h cd —> ( 5z k)/(tsz . t.3314) ae 7,q f-I_ use 9 g 7, 7 x sov keAncl or a _oned GLa' — P = 2-1-1,61 vr - 1-1-5S 5 xS x144 (,..) 1 c-tf cit/-1 b r-rct-d l c lc - 511 G!� 1c +n• C lea % 0k 1(- ,1, q k, )/( I, s kc 1-I, 1 � c ' V.Se 9,25 sq s e cc d a7 ere( P = 18,1 k; µ-SS H x 9 x`'N c,-)/ 18 -F4- o nb►a cec1 1 e, c T A- fog 2-7 I ky (_ov-Nc� 1c load -� _ _ - 1( 1 � 1 k ,5 k,s-cS = 31 S .1- I s e 3 16,"si 01 Project Title: Agilyx Mezzanine Engineer: Sam Corbin,S.E. Project ID: 210015.03 Lr5 Project Descr: General Footing File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: column footing @ existing slab edge Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel o% = Bending Reinf. Allow press.increase per foot of depth = ksf Min Allow .Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.67 ft Length parallel to Z-Z Axis = 7.50 ft Footing Thickness = 18.0 in -- I 7- Pedestal dimensions... x zi, X px:parallel to X-X Axis = in pz:parallel to Z Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 4.0 in w Reinforcing Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5 _ Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) „ Direction Requiring Closer Separation ,Ro.-.a, Bars along X-X Axis #Bars required within zone 76.7% #Bars required on each side of zone 23.3% Applied Loads D Lr L S W E H P:Column Load = 2.90 22.0 k OB:Overburden = ksf M-xx = M-zz = k-ft k-ft V-x = k V-z = k valeIIIIta. Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. GF C Project ID: 210015.03 Project Descr: File:mezz.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: column footing @ existing slab edge DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5406 Soil Bearing 0.9284 ksf 1.718 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1198 Z Flexure(+X) 3.011 k-ft/ft 25.128 k-ft/ft +1.20D+1,60L PASS 0.1198 Z Flexure(-X) 3.011 k-ft/ft 25.128 k-ft/ft +1.20D+1.60L PASS 0.2706 X Flexure(+Z) 7.765 k-ft/ft 28.70 k-ft/ft +1.20D+1.60L PASS 0.2706 X Flexure(-Z) 7.765 k-ft/ft 28.70 k-ft/ft +1.20D+1.60L PASS 0.09341 1-way Shear(+X) 7.675 psi 82.158 psi +1.20D+1.60L PASS 0,09341 1-way Shear(-X) 7.675 psi 82.158 psi +1.20D+1.60L PASS 0.2040 1-way Shear(+Z) 16.763 psi 82.158 psi +1.20D+1.60L PASS 0.2040 1-way Shear(-Z) 16.763 psi 82.158 psi +1.20D+1.60L PASS 0.2887 2-way Punching 47.442 psi 164.317 psi +1.20D+1.60L Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. , F7 Project ID: 210015.03 (y / Project Descr: General Footing Software copyright ENERCALC,INC.1983-2020,Buedm2.0.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: 5x5 column footing 1 Code References 1 Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf 1 fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.250 ft Length parallel to Z-Z Axis = 4.250 ft Z Footing Thickness = 15.0 in 1 1 Pedestal dimensions... x X px:parallel to X-X Axis = in ' pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... j at Bottom of footing = 4.0 in m w Reinforcing 443,. Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 :, Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation -� e s n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.90 22.0 k OB:Overburden = ksf M-xx M-zz = k-ft k-ft V-x = k V-z = k Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 r Project Descr: File:mezz.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: 5x5 column footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9279 Soil Bearing 1.560 ksf 1.681 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2768 Z Flexure(+X) 4.835 k-ft/ft 17.466 k-ft/ft +1.20D+1.60L PASS 0.2768 Z Flexure(-X) 4.835 k-ft/ft 17.466 k-ft/ft +1.20D+1.60L PASS 0.2768 X Flexure(+Z) 4.835 k-ft/ft 17.466 k-ft/ft +1.20D+1.60L PASS 0.2768 X Flexure(-Z) 4.835 k-ft/ft 17.466 k-ft/ft +1.20D+1.60L PASS 0.2350 1-way Shear(+X) 19.306 psi 82.158 psi +1.20D+1.60L PASS 0.2350 1-way Shear(-X) 19.306 psi 82.158 psi +1.20D+1.60L PASS 0.2350 1-way Shear(+Z) 19.306 psi 82.158 psi +1.20D+1.60L PASS 0.2350 1-way Shear(-Z) 19.306 psi 82.158 psi +1.20D+1.60L PASS 0.4628 2-way Punching 76.049 psi 164.317 psi +1.20D+1.60L Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. G,—`"t� Project ID: 210015.03 Project Descr: General Footing File:meu.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: 4x4 column footings Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft z Footing Thickness = 12.0 in Pedestal dimensions... X ! x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 4 in v Reinforcing z W 3'6" Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.150 15.90 k OB:Overburden = ksf M-xx = - _ - M-zz = k-ft - - k-ft V-x = k V-z = k Project Title: Agilyx Mezzanine !� Engineer: Sam Corbin, S.E. c r 1 V Project ID: 210015.03 Project Descr: 1 General FootingFile:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: 4x4 column footings DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9836 Soil Bearing 1.618 ksf 1.645 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3124 Z Flexure(+X) 3.503 k-ft/ft 11.211 k-fUft +1.20D+1.60L PASS 0.3124 Z Flexure(-X) 3.503 k-ft/ft 11.211 k-ft/ft +1.20D+1.60L PASS 0.3124 X Flexure(+Z) 3.503 k-ft/ft 11.211 k-ft/ft +1.20D+1.60L PASS 0.3124 X Flexure(-Z) 3.503 k-ft/ft 11.211 k-ft/ft +1.20D+1.60L PASS 0.2617 1-way Shear(+X) 21.497 psi 82.158 psi +1.20D+1.60L PASS 0.2617 1-way Shear(-X) 21.497 psi 82.158 psi +1.20D+1.60L PASS 0.2617 1-way Shear(+Z) 21.497 psi 82.158 psi +1.20D+1.60L PASS 0.2617 1-way Shear(-Z) 21.497 psi 82.158 psi +1.20D+1.60L PASS 0.5008 2-way Punching 82.296 psi 164.317 psi +1.20D+1.60L y 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND, OREGON 97224 TEL:503.226.I285 FAX:503.226.1670 O E-MAIL:info@cidainc.com ARCHTECTURE f Cin ( ENGINEERING _ -.- N '"E' IL//]{ y X PRol.Nc.. 2 WW O 15.p Z S-EE- B- SR C Ds: PM/2,1 INTERIORS -- 1 eC V �! � r, G2S f p 5��(5, 5 ;_n)Z/� L-7 ,`"! k 4 -i i' /J 1/1 ciesA iN-, $P41-- 3beff pi a i c o -For- (3 c, ks) (0.75N) / /(1 1 6 7) = 3,0 k; -kIl�+. f J ( 2s ps) (5 5ti, /z) z J,_7 k p/ I oad - v 1s>:a--lsid efla - - ± Ic_ ,cj" d 1e- ;dec{ 4 11 ci ok -roe- 2 (04 -rolcs)(1,H„/ )/ 2 , o) = 7N_ k42.fif s;depi 4.)-e r- c4-i o,n 614- -vbe t,..>41 E '" i, _ (S,Y� -5l 75 ,�,� -j2 Li zJ so-, J ,,, . - PL____________j I ? 1\11 _ (1lIz5in) P,- / s,7 5 ;Y, / C .( ks')17, ZS 4)2/4t /(1, 7) = o.N3 4, 4,^/.n ,1 t 0,38 k., 4zr,- xZ pt ads IAA , ,,,------ ' '/2.(Z Hi q k:Cp) (til:7 5 )/11,, z/6_7 4 0, 3'8 /6-1‘192h 1(1 >,30 '(0lr` > he \-A- 6ea 5 in ncect food ca e be'e— GoivwIr1 cp be .- sc. (V-M k-0 (ti, 7 5 (2 7 - 2,5 _ HIS k;p pa,r r 4 f tteFt,,cA as oti- 601(AMn coe Qk 318 ) ( 7.d1 k,Ner% = 5, 6ki ) 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL: info@cidainc.com E T A -\\/ z I oU cr Nal��: 5 i h Pay,. Na ENGINEERING v ` w/� PLANNING T-_e: Br! 5r� DATE: 1\/Z7-lL� INTERIORS • k play- r� -- �s-1�,e1 h r AP IZ =-sz13 kr31 't `' 3 7% 3Z b of o I� I la g 1< e4c-� 17' • Oic- 7/ 3) (1 (0.z Ic :\P) -- 11446P- -k)9 bo)l—s acle vak 4v resolve efete,,, :r S ,� an( Cvn'�ec T`i vv� ct1— - e o COIL y dWbk 5i>Yte� 3��d 11 x �� e z � � f �� 6W Z(D. � .7O k-s (3/ / (Zy ; ! Z �.� — 2� �,l° . S 1 1 I 15895 SW 72ND AVENUE, SUITE 200 it PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:infoa©cidainc.com - ARCHITECTURE //�{ `Y, 2 ° v 5, /'�Z S y 4)F' ENGINEERING -EcT NAME' `', f` PFri).Nr.. ✓ V f L/ _ _ /� V PLANNING v ✓� rD/Z°/ ' B'�. Dar_: INTERIORS ---_-__- Header‘ e X •ST1 tip des t,),, _ (►Zs ps()(I4 -- 1 ` I-I kt F wb = ( I S es - C� %._.( I - + ( vs.() (, ,s t ( )(i4 1 Oct i()arGl✓'a; s-rvG�w�s wa t 7-7 ► 3 pl-F -4- 10 vie + 3g Iq Z 6L f 55"z - jj(. ' z oh, se-e r ti� Pe c w = (i Z 5 ps- ( q 4-P/C + 015 =�tZ}- = I ,7Z k� w- (Is psi) ( I 61 .(4-lZ + 13I5 -1� -+ ( I° Ps )(-)q•s �+ 7-(4) -�( ocam- StY11C711)ral t,1Ci zo(0 Prr + 12,5 plc = 331 plc GLS 51/2, pr)�n} - ----- --- oa d -1-1 cdcor- h def Rs saw,c- — ( 3) x o s+�� rr1 }0v ' Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 \IJ (- Project Descr: Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: header at existing rollup door CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced D(0.19)L(1.18) d b 8 b d x x 5.5x16.5 Span= 15.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.190, L=1.180, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.807: 1 Maximum Shear Stress Ratio = 0.531 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 fb:Actual = 1,879.34psi fv:Actual = 140.84 psi Fb:Allowable = 2,328.06 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.500ft Location of maximum on span = 13.631 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.397 in Ratio= 453>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.462 in Ratio= 389>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.423 10.423 Overall MINimum 8.850 8.850 +D+L 10.423 10.423 D Only 1.573 1.573 L Only 8.850 8.850 }v cl a k -Ear_ iyi5nJ ( 5'Sv = S . {�Z S Psi (< < � skv 'd, a use cch)We2xJGc i Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. A Project ID: 210015.03 \'V'\'_3 Project Descr: Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: header at window to industrial lab CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced b b D(0.33)bL(1.72) b b x X (X' (36. 5.5x7.5 Span=6.250 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.330, L=1.720, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.979: 1 Maximum Shear Stress Ratio = 0.709 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb:Actual = 2,339.70psi fv:Actual = 187.86 psi Fb:Allowable = 2,390.27psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.125ft Location of maximum on span = 5.634 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.187 in Ratio= 400>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.221 in Ratio= 339>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.434 6.434 Overall MINimum 5.375 5.375 +D+L 6.434 6.434 D Only 1.059 1.059 L Only 5.375 5.375 0 Se d oob Jo Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 \' �� Project Descr: File:mezz.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 tic.#:KW-06006865 CIDA INC. DESCRIPTION: header at man door to industrial lab CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Completely Unbraced D(0.33)L(1.72) a 6 a d b x X I { 3-2x6AN r Span=3.170 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.330, L=1.720, Tributary Width=1.0 ft DESIGN SUMMARY Desi'n OK Maximum Bending Stress Ratio = 0.57Q 1 Maximum Shear Stress Ratio = 0.533 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 1,365.56psi fv:Actual = 141.23 psi Fb:Allowable = 2,394.40psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.585ft Location of maximum on span = 2.719 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio= 990>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.045 in Ratio= 840>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.258 3.258 Overall MINimum 2.726 2.726 +D+L 3.258 3.258 D Only 0.532 0.532 f L Only 2.726 2.726 Sy' to 2)( Jo (- 5 d r 15895 SW 72ND AVENUE,SUITE 200 { PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503,226.1670 E-MAIL:info@cidainc.com ARCHITECTURE Mil ENGINEERING PROJECT NAME:U G I lV /� HO. N3. �v I Si� ST `�'" �� PLANNING T,. _: V 6 B,: 5g G ,,,„: 15l a/zi INTERIORS H ea er5 e-O'^ c i n rz��vp dt. -� iu5i 1�6. - 1171 ( lcI - � 1 - - - - -- .Zoe r, D - 1-� 4. (10 Psi`) (I q, SC f- - Io CO _ 3'D► p1- 6 5 xIo`z k, s p �. + v ec4- �� da 4-0 4rIyH L b ' t t) (E Z 5 -ps 5 frfa + C g U p s (t i1,75 -i-�� ,. ,g'c rvi ech4,t r I 5 I p1 { -+" 35 p1 -F _ 9Z6 ply -ri t,),� C 5 ps-0 (?' s �-f-lz + ) 9 7 s f+-�z) 4-0q s if - 7 (.4.6o, � -÷ ( 7 p s1F (8 I--1-} a pile + 1z5 1�' - pl - 36( p1F G Li3 5 Vz.,x 7'/z o k- sec i) "` °1 - Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. \0\) F( Project ID: 210015.03 Project Descr: Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 tic.#:KW-06006865 CIDA INC. DESCRIPTION: header at rollup door to industrial lab CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fe-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Completely Unbraced D(0.33)L(1.72) t b d X X ) 5.5x10.5 i4;., Span=8.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.330, L=1.720, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.87S 1 Maximum Shear Stress Ratio = 0.657 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 2,083.56psi fv:Actual = 174.21 psi Fb:Allowable = 2,380.65psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.125ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.208 in Ratio= 476>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.245 in Ratio= 403>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.508 8.508 Overall MINimum 7.095 7.095 +D+L 8.508 8.508 D Only 1.413 1.413 L Only 7.095 7.095 ('�, s (Z—) 111 Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. \,� I f 7 Project ID: 210015.03 V'U Project Descr: Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: header above door to analytical lab CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Completely Unbraced D(0.39)L(0.93) ,, a o X X A� 5.5x7.5 Span=6.170 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.390, L=0.930, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.616 1 Maximum Shear Stress Ratio = 0.452 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb:Actual = 1,471.75psi fv:Actual = 119.70 psi Fb:Allowable = 2,390.39 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.085ft Location of maximum on span = 5.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.106 in Ratio= 695>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.144 in Ratio= 514>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.100 4.100 Overall MINimum 2.869 2.869 +D+L 4.100 4.100 D Only 1.231 1.231 L Only 2.869 2.869 . ask s d °k- 2� 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503,226.1670 O E-MAIL:info©cidainc.com ARCHITECTURE /� Y PF`J!. N;�'. V l l 00 i © Z ` �J _ ENGINEERING P.•-'j: ..N '.•'.c: V{'�� (` SF'EE''T U PLANNING V TITLE: Br: .5 g- C-- Da-E: /1//Zil INTERIORS p e( c>c c moo✓`_ ,1-D , e� 'ckre? r .5 w� ( 15ps ( c4-/z - + (iz5pI t (5p1c i ? 5plf r I floor S"YUG t�a�� ar�j11?�r1 (3 2x (o ok see. p,\ , k roik dam - 6 Aeds-Eoc, prime are. w = 5 51 Pi ' LA) --- ( t,i I f) -1.- ( 1 1 s c-i- - 1H -r4) (104o,$ ) -i- (7p54)(3,54 Moor 5►Y )CniV p i, _ i_ j We(I va✓ri✓a,( a `f plc -f- 552_ eIf -r 2L -p f _ q ctop1 .. GtP, 5'fz_ 7' o k s e r-,� - P Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 \� r Ec Project Descr: V1v �", Wood Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: header above person door to feedstock prep area CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.Opsi Density 31.210pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase 8 t D(0.245)L(0.53) b p X x 3-2x6 2t, Span=3.170 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.2450, L=0.530, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.38a 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 518.47psi fv:Actual = 53.62 psi Fb:Allowable = 1,342.63psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.585ft Location of maximum on span = 2.719 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 2536>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.021 in Ratio= 1834>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.237 1.237 Overall MINimum 0.840 0.840 +D+L 1.237 1.237 D Only 0.397 0.397 L Only 0.840 0.840 Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 0 �� Project Descr: r— File:mezz.ec6 I Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: header above rollup door to feedstock prep area CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing Completely Unbraced D(0.44)L(0.531) 0 0 0 0 0 X X X x. 5.5x7.5 Span=8.170 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.440, L=0.5310, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.797: 1 Maximum Shear Stress Ratio = 0.469 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb:Actual = 1,902.83psi fv:Actual = 124.32 psi Fb:Allowable = 2,387.52psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.085ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.219 in Ratio= 447>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.349 in Ratio= 280>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.003 4.003 Overall MINimum 2.169 2.169 +D+L 4.003 4.003 D Only 1.834 1.834 L Only 2.169 2.169 i 5895 SW 72ND AVENUE,SUITE 200 Q PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com - ARCHITECTURE �A'1{��{ 1\�'V ENGINEERING P'.vIE�T NG NE; + `i`) �!\ PNV Ni. '3 0O1 51 OZ �:-: __ 1 ( PLANNING v TIT._ 5 /0/Z,Vzl INTERIORS u all -Fira rr\, f (s ps-e0 ,33 -(-0 S p ( ay- ss )ocul- 4z) A d5 '- - sivc1.$ ry ax y -_ ( 1 ocd Pp ( 15Qs ( cC-1-/z) (133 -Ff- 1iQib PL = (izs f2A(tq -(414 ( 1, ; 3 -6) JS7q _ (S , S ;n - 'I 17.E n)/z = I. S7 s v ppwr 6,4 pn UST load r5 t eq, s (in 0 641)d kaitty et ( 1,75 t„sVz = 0i675m e7, ( sis , - ),7s , ) /z = 114375 , , (0,S75 6 ,5 1\cl/2)]Arc( F-Vz *F-I-/4 eal , - F� o ► I - = } /(5-12S = Of o7 ee f _- (J.Se (s,s .Q/6 Pp = (1 s ps- (133 - (1 " +1z� f � s -r /) = z7cf tb P�,= �1z5 ps 0 4-1)( z 85 .4/i) = ' 2. lefk o Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 4 t, ,�,2 Project Descr: V" Wood Column File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: perimeter studs Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 1.75x5.5 I End Fixities Overall Column Height Top&Bottom Pinned Wood Grading/Manuf. Wood Member Type RedBuilt 18.17 ft RedLam u ed FoC:-?1,'E,',7'9`_acufations) Exact Wdth 1.750 in Allow Stress Modification Factors Wood Species RedBuilt Exact Depth Woodp 5.50 in Cf or Cv for Bending 1.0 Grade RedLam LVL Beam/Joist Fb+ 2,900.0psi Fv 285.0 psi Area 9.625 in^2 Cf or Cv for Compression 1.0 p Ix 24.263 inA4 Cf or Cv for Tension 1.0 Fb- 2,900.0 psi Ft 1,660.0 psi ly 2.456 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 2,635.0 psi Density 42.010 pcf Ct:Temperature Factor 1.0 Fc-Perp 750.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 2,000.0 2,000.0 2,000.0 ksi Use Cr:Repetitive? Yes Minimum 1,036.83 1,036.83 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis q K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis 7 ft,K= Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :51.021 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 18.170 ft,Yecc=-1.875 in,D=0.190, L= 1.580 k • BENDING LOADS . . . Lat. Uniform Load creating Mx-x,L=0.0080 k/ft DESIGN SUMMARY Bending&Shear Check Results i PASS Max.Axial+Bending Stress Ratio = 0.5026:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.05909 k Bottom along Y-Y 0.08790 k Governing NDS Forumld 1 Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k f Location of max.above base 10.975 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.6154 in at 9.634 ft above base Applied Axial 1.821 k for load combination: +D+L Applied Mx 0.4829 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 492.185 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04807:1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 13.699 psi Allowable Shear 285.0 psi Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k•ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 0.088 0.057 1.821 D Only 0.002 -0.002 0.241 L Only 0.086 0.059 1.580 Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 ` ) fl3 Project Descr: Vv J Wood Column File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: perimeter studs Sketches -- - I POk ,770k Lri 0 Load''1 1.7 x5.5 1.750 in OO,k„ Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 �j F� -1 Project Descr: File:mezz.ec6 Wood Column Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: interior studs Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-10 General Information _ Analysis Method: Allowable Stress Design Wood Section Name 1.75x5.5 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Trus-Joist Overall Column Height 18.17 ft Wood Member Type Microllam LVL °i' " Exact Width 1.750 in Allow Stress Modification Factors Wood Species RedBuilt Wood Grade RedLam LVL Beam/Joist Exact Depth 5.50 in Cf or Cv for Bending 1.112 Area 9.625 in^2 Cf or Cv for Compression 1.0 Fb+ 2,900.0 psi Fv 285.0 psi Ix 24.263 in^4 Cf or Cv for Tension 1.0 Fb- 2,900.0 psi Ft 1,660.0 psi ly 2.456 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 2,635.0 psi Density 42.010 pcf Ct:Temperature Factor 1.0 Fc-Perp 750.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 2,000.0 2,000.0 2,000.0 ksi Use Cr:Repetitive? Yes Minimum 1,036.83 1,036.83 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=18.17 ft,K= Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :51.021 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 18.170 ft,Yecc=-0.920 in, D=0.270,L=2.290 k BENDING LOADS. . . Lat.Uniform Load creating Mx-x,L=0.0080 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6560 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.06302 k Bottom along Y-Y 0.08348 k Governing NDS Forumla 1 Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 10.487 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.5551 in at 9.512 ft above base Applied Axial 2.611 k for load combination: +D+L Applied Mx 0.4356 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 529.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04565:1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 13.010 psi Allowable Shear 285.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 0.083 0.062 2.611 D Only 0.001 -0.001 0.321 L Only 0.082 0.063 2.290 Project Title: Agilyx Mezzanine \ Engineer: Sam Corbin, S.E. Project ID: 210015.03 Project Descr: Wood Column File:mezz.ec6 Software copyright ENERCALC,INC. 983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: interior studs Sketches • 2.560k I 560k +x III C 0 L tri Load 1 1 j • + I 1.7"x5.5 1.750 in : a. 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I 5 vv c l ezz eon e ; I3 pS-( + a,ZS , IZ5 (H7 -P4')( 7c ) i 106,c- -rr ,M ti. + (7196-0(e -P4iz) ( 3fs.()(3,5 ) 97 - 4I0.7,5 dN id;I. 57 44- + •3,s-r4-) stiatekits (1 1,5 14/z)[( 10 19s-F)(2 7c1- + 3S -}) + (7 ps )(57-F{- + 1-1 .3,5-f) + (1 Z pA(34-1,5 .c4 -Crawled L,. aIls below ( LiN Psf) (ZC7q + ( 1, 3 kp 00. 5pl ( )73 Pr) (i6( ,S-�4-(4) ( LSkl# + o,skl ' t aGoche) = I I )M 5 ICE' + I , 31(-: -+• Vb 1;p z 1, S k;p ss( v1e e ly c( ‘-r)bv-ed plc on 4,t aiminsor 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com moARCHITECTURE G P4: tY Po.No. 7A00t5 ,°Z- SHE, Li3 EN,GINEERING S D :INTERIORS I/23/Z -1•SIYI C Uje.tOkr 0 : rvIcchin Co( plAtcrrn: • : : . os + ps- (3 ,5 Cz•-zoo. + 4 z-r-1). floor var ref.' t; ( i -rk/Z)(1,0 ps. )(2 -0- 2. • . bo,c( . 1c;,p 4. act ief) 1<e. Z7 _ . • 6t-.18, ()Jail . . (1 . 3)(0) 100-L3 kTii) 10,1 icp "6 pi C 1573a 6i/ee14-kvi_ 3" pavlei edecs okcor- . . (cfgo 70(4 el Ca7)00.2 /3q _(0,& 0,&9'8)[(7ps. (lei' 5 -r=0 + p_s-0(3,s4) + ( 1 3 ps0 (1q -11i)1 c-t-r7z - so)(270 v)() _ (0t50) (37 _ ! - l‘k510e 3cl icy -c4-) (10-51q2--(+)]. c-0-:= 7 r r RD()*E3 OVN Ck 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226,1285 FAX:503.226.1670 0 E-MAIL:info©cidainc.com Ell ARCHITECTURE �r�` \�vy c,OI�,�/ / , / ti ENGINEERING PRC;ECT NAME: 1 \yn Pr.�:. Nu, �j l V L+• S-E_- W V PLANNING hl TIrE: Ba S�C— DATE: ?.j INTERIORS tr CSfI a'� - S4e e.g. eXiSh� -G0 ) e '/Z � 4 � vslh�-_ ()BC, wed d- 911° ,ph, E)xpsuir C p = (1, 2.5)(c y1 (0+` psi) , - (-/ I. 0 ps ,C p _(o,7) (Z► 0 .ps-0 = I Lit 7 si (ft- /-1,7 es - 0, 6.(3 ps-q(70 .r-i--/z) ( 0,5 .4-4) ( i .1 psi 3 -F ) _ 8. o k, F 12 f� D 561� t,.l�'4 I (0 -1''�RCk �ov �- ( 33.r}) (tSO pc + (1 f-1-) ( 11O Pc ) -- 3 1O 17,5� \ ( k,:19)/( o, Co • 3 1 v Fs-0 = -�q 6S urvie 7' 5? tvvr we;ck,\nqq �J (3tOp ( 7. .-r - = I5 ,2 k1 --- ho1dow 1c.c ired I "+3,5'' 4- 1,5 = I I crows colov,►-) free,,, „,-.,,v ( 713k; ( 7 cf/Z + I C-1) 33 k --rf 7 c (o, ( ►5, z k: ( 7 -14--/a) k-y- ci- _> add v 4o e7ti.5 t`°1 , - ' ,, 15895 SW 72ND AVENUE,SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com ARCHITECTURE �l (///J` 1 ENGINEERING P• ,,,,,_: A- y( FP.;' N:. l OO t, s(/f+`� 1 j.;EET us UPLANNING T II7 B : 3 4' ` DA-E: 14{ VcvZ INTERIORS Grrd P_ S tear all c-Tv)Gkw e Lv 4 U �� ( , o. 14- °}(tq,5 -r ) - (0, 9 - 0,Z • 0,G g)( 37I) A70 ‘,.s4,) r._-1(1 ef q k_Np -p--so - ro 7 (37 k --r-f),17(i 4,5 (4) = ID.y k)-p 10 __L R , ( cc t .gyp -r.4-) - (61,76)( 3 7 fry' {�, f(1 6,s c+) 315 l)9 c_,..)/ IL- s-6tocietrcl Cr:a ccci rod u.../ 6 s w 51,,, ok S fc; 1vvi- l'lexl- pctdc en -,A5' below ex s coo-i n eecied 4-0 mob;l L,,_te + L 4_,..,„--t H hole ` /nob; f be fisYll ,A, 4 . ,0 .)-v_n ,,, ,,,, (COOscrve�W -0 use 7 , ci ,,,i, rz.n.),161 arec.„ (...4 } 5c1 c a- ,,,,fer- , ot ws br ;kr 5Urac� y,., 3 s EI� rug©b t the rNeecibea,o,,y1 avrc, o tC G l eas 1 ) A , 39,5 icY A2, ,-, L cte(ed dos_ 7) BSI-uC/k W\ Li «.s_ {(i . )_ - (z � � 2 ( ?h' ,V" d > < < Co —P spec 3" AGILYX MEZZANINE 210015.02 11/30/2021 SRC (.1--(o ANCHORAGE DESIGN ANCHOR BOLT do:=0.875 in n 9 NUMBER OF THREADS PER INCH A n 0.974312 2 t:= se:= 4• do— -in \ nt ASe=0.46in2 FL,:=58ksi A36 threaded rod 0t:=0.75 Tension reduction factor(steel) Ns +t•Ase'Fu Ns=20k (17.4.1.2) Nu:=10.4k steel check Oct 0.75 STRENGTH REDUCTION FACTOR(tension) ?.:=1.0 NORMAL STRENGTH-CONCRETE fief:= 13 in DEPTH OFANCHOR EMBEDMENT 5 het\ 3 0.5 Nb:= 16. -fc •Ibf Nb=62.99k Basic breakout strength ofanchorw/11"<embed<25" in 0.75¢ct Nb=35.43k > Nu:=34.5k ok Pu llout Strength Awasher 4•[(3.5.in)2—(0.875.in)2] Awasher=9.02in2 Np:=Awasher 8•fs•psi Np=216.48k pullout strength of single anchor w/oversize washer 0.75.0 et•Np= 121.77k =Nu=34.5 k ok 15895 SW 72ND AVENUE, SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 O E-MAIL: info@cidainc.com ARCHITECTURE ,Asc y Y /'/-� O Z- / 7 ENGINEERING i •(",' 1 !♦ p3�1� Nam. (�/��JJk/� 5..-_-_ �l/� VPLANNING T E VV V _: ) 11/'97 7' INTERIORS e<5-1 , ex►s-1�,1�, (uo-1-, ` OH 1719 a, (3 s- .- ( 10,5 &(LF4 _ (Iis q -s-0( I 15-C-{ ) I ,5 -1-hAened slob- [ \s (-22.5 Pi-F ( to, 5 "r+ + 1 o c+-) H v. 6 (o,(0)((_1 , -� o y-, co ovi ah SPr- bexo A-30 J r + c- o[-( 1 3q -c+) - 6%) ( 37 kly-4/0 , or r _ read 1oa O✓1 ��C� rVl�j colr Ciwin ( . s-O ( o,s- --P4)0 c I -r4) 0 3 need 1 cvta (7, 1 7(0 - k;p + 0-3 k, ,) Q( nL I " P a cf Co 1-)N- 150 pJ (t 5 = Z Z-5 _,s x (x Z- � (ZZ5 p 14-;\P x % h_ add 5 x 7' pcoli eX�511 LcrTn r, 'C elt 6laib AGILYX MEZZANINE 210015.02 11/30/2021 SRC LL breakout at new footing constructed against existing thickened slab edge: hef:= 16 in DEPTH OFANCHOR EMBEDMENT 2 2 Ano 9.hef Ano=16ft2 concrete failure of anchor w/o edge effects 1.5 hef=24 in >15 inch distance to far side of existing thickened slab edge on one side >23.5 inch distance to far side of existing thickened slab edge on other side An:=(23.5in+ 1.5 hef)-(15in+1.5•hef) An=12.86ft2 Projected concrete failure of anchor V1:= 1 15in WV 2:=0.7+0.3 1.5•hef 'V 2=0.89 Modification factor for edge distance less than 1.5hef yr3:= 1.0 5 \3 Nb:= 16 hef •fc0'5•Ibf Nb=89.03k Basic breakout strengttiof anchor w/11"<embed<25" in An Ncbg Ano•W W 1• 2•W3'Nb Ncbg=64k 0.75 4)crNcbg=35.74k > N„=34.5k ok 15895 SW 72ND AVENUE, SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX 503.226.1670 0 E-MAIL:info@cidainc.com ARCHITECTURE `v/X 1 ter} I G PP:J_. N�7. V /O` ✓t S-RE` V� 1 V PLANNING SF�` DF e: I /��jjj ` ZI INTERIORS 66c1 -,b shear l 1 oad Oacd rV\ecilavl ,cal Fla-f---6r � \12, (v(7 /z = 1, Z kAa - ( 7, q 14 t (� Z )4 ( Z7 337plc' 0 M Asp -= k:\.0) (lqi 5 -0-) ( of;) r -r-1)j Co ( 3 k-.12 -c+) = 2- 1 - Ham„ = (o 50)f(lo ps. ) 4-(7 RS-0(S ) + CI 3 ka 4-+?v4 Abovc 16100{s (2.7 �7Z (o,SA( H29 pi ( "7 -�� A (0, 50) ( 1 S � k c+) 7S --4- UASD = {( il /G ' --4-) (7 8- k� �- (77 -r4 H-DUZ olG & 3, 1 kC 15895 SW 72ND AVENUE,SUITE 200 11 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com so ',vc c,uaF PRO,. - NA! =: ` \y/� Frc,. NC. 7.1 COI f 0z S;_ U.I0 u "`"" Ir;c TrLE: Br. S lac o<-e, Itiz,3/ ZI 1',TEN ION., Gor‘d 6 h c wit: J �3 Z ill ea i -- e d a 6�� Ok.,( Co. 5 s ZD 14 = L 1 )6,e16 dM s _ I, (0.7) 2 k ' (I -( - ! 3, kp KIAA5D --- 0 50)1 (7 ps-r) (1 C4-) - p / + 3 s (zo&f (o.5 o (21 { I< ;p - (-0 = l o s k -r-i- 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 61 E-MAIL: info©cidainc.com ARCHITECTUREIIII `�/'Y ENGINEERING PA: .,::'. NAM:: ��rA\ ' / I` PRO N By: O^/OfJI I 0� �ATE; �� ' V PLANNING TT.E \�JJ C I 4 INTERIORS 6 r d 3, z . ,ovte- V — 60 .11 (2,1, 7v 1z) = (_ eZ kip. -v = U1i klco IQ.S -(4 6.2. _ Pik I573z s1 ea\-- (,J/ gd 0 `' v�- 6r C DPI xs1) . (o,7)( 1, Z k I -_ ) 3 tc ,e -CI- RM�so (o,5oo (I n psi (i ) -q L ,S )(3,S•F4) _(1 q 5 -4-)�Ca (o1so)( I 7 0 pi ( Igi ,s - -7z = (o,$) (3z k - - = I q-c-i- RtA "7 OM : n v nef v11;-F1- 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com1EN r 1 ci,ECR.,ticP.Tlic- Pi t,J / P,o] N . 7'CC t t(72- 5tic=_T t� V "l A N N V G 8': 5K C.' Dare. /2icz q Jt�'�l IN-ER 1OR, y ;Gl �— s k-ea/" I'"v e-z t(I Nve- = (0. 0043 043 ktria--) 7, lc? 77- = ( 7•` ,\19 (3-7 = 2 ILI elf 1562, s l eeelri-or. . ‘„ " o/G (Y- q lz, plc Ort4 (017)( 7, el /c--v)( 11% 5 r-D = K , = (o ) 0np.s -)0q, s 44) + (3195-4)(3-5-q-(37 .) (016) (Z OS P I e) (Z 7 -F E Z = (ot 5) a 1019--(+ [( toe) kyA - (70 kip -,1,4;7 = _I , 0 ky I-1-DU2 016. -w, 3,1 6 6 d Li 5 iec c- (-;eiJ1 Ls l o-ntg er (.)/ ..o m e Aul-m) load `� ..U✓�I* 5heac Ls Je55 nl q-z.AY\ 1S Sccwle_ RNptsv = (dt5)(1os p14)(1-iZ c 7z = Co,5.) ( ► (6I icy--(+) t 6- 11Asar--[( loSitly - le- 9 1- vz ok 3t1. 1c _ 15895 SW 72ND AVENUE, SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com - ARCHITECTURE \/ ' OO I 5,OZ - LL 12 ENGINEERING PPc:` N4M_, �C/{' / P:i�l.Nv. V ` S �_,i J PLANNING TTE VV Br: J IeC o I1/3vlZI INTERIORS kiS n' � � hG crl- er-i4 • O,Z k) S7 #- = 7, Z k r PtIc9< collec1t r- t oacl ��- FD ir-cC LL-5 c.J (0,1I)(1H3 60/(57 44) = Z76, p1.4 = ( 276 pl )('S 7 . �3 = I l z --� ( O I t k p --4 ,.-(H 2.75 -F-� = 2, (�,� P-Nekx ck ar (L,R FD) ctoe s v�o}- (o 7)(7, Z t� � = 5,0 Icy on ax A-SD Ls ro 1 oa c� I - CM ST)'4 i7 (=2-1) Joc,I ech e d o[ - 5, 9 lcp ee Z bir - Z5 na, 1S -fv cl;a ►,., 5 n. 's� � et 1) d, (o $ -r+ vV a)l $ CE c' ,, -_ Col j sheaf i n i a ra 6,., Q sk ear- s._)C U 61oc 073i" s�e44,,h� j fad 6(4 Cor- 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503,226.1285 FAX:503.226.1670 Q E-MAIL: info@cidainc.com ARCHITECTUREMN /l� y ENGINEERING PP.°jEC- �Iy)( PRO,. No. 2"lco (5�v�( S-__ U I� PLANNING /3o/1I TI =: INTERIORS D"i p_Hroc, Lhe k- r e E<AN a co c. +(e=iv €rici A-, coyd-; h s ch d apkr , -- - - --- �I mot-- - _ -- _ - - - -- - ---- - --- ( Ioi h, { �t 2d5 Ic' LI2rD (0,7)( Z, 5 Ic)) 1 .75 k P Aso �z�- - jo' f _c� arc( ok �- ( 9 z!v f - -10 �-.-+ �I s,h = 7, (0 k- c or /God s n rici , Co uSe -bp pi eeuCylr,e l � (3er boo✓c� c��' (I o, Z k 5 7 = 4-41 F _-_ R,a)e LIZ Fp codes t d_ - O-,er-cer„he Z o kip A-s D (ocf e lap splices olc 1F (!(l1 L la = ZZb lb ec1n need ( z,O kW(Z Z 6, `1.O— � c� t 6,7 ,d IK fl a4-e (0.77)00.7. 1 7(5 7 _ 1 z 5 el 'ad f-v-e -cam al ccf 0 6__ olc (l (0,(07 0 6)7 . j-c- Cod es n�it it nur f t� .1 q 3 414 DESIGN PROPERTIES - , Reference Design Values Eller EI13) End Reaction(lb)(4)(5) Intermediate Reaction(lb)(05) Red-I"Joist Red-I"Joist with 1'%"Bearing P22"Bearing 3%"Bearing 5%"Bearing Joist with Nailed Glue-Nailed Floor Joist Weight Momenta) Shears° EI Floor Sheathing Sheathing Web Stiffenersl7) Web Stiffeners17) Web Stiffenersl7) Web Stiffenersn) Depth (Ib(ft) M,(ft-lb) V,(lb) (106 inz-Ib) (106inz-lb) (106in2-lb) No Yes No Yes No Yes No Yes .Red-I45'Joist 95" 2.2 3,620 1,590 185 221 250 1,015 NA 1,560 NA 2,025 NA 2,575 NA 11/a" 2.5 4,685 1,785 319 375 420 1,015 1,225 1,560 1,785 2,025 2,385 2,575 2,930 14" 2.8 5,570 1,960 474 553 615 1,015 1,225 1,560 1,915 2,025 2,385 2,575 2,930 16" 3.0 6,390 2,120 653 756 839 1,015 1,225 1,560 1,915 2,025 2,385 2,575 2,930 Red-I65"'Joist 11'/a" 3.6 6,750 2,255 450 512 561 1,375 1,745 1,885 2,255 2,745 3,120 3,365 3,735 14" 3.9 81_I 2,540 666 752 821 1,375 1,750 1,885 2,505 2,745 3,365 3,365 3,985 16" 0 4 2 9,210 2,810 913 1,025 1,116 1,375 1,750 1,885 2,625 2,745 3,490 3,365 4,105 • 18" 4.4 JI, :1 3,080 1,205 1,348 1,462 1,375 1,750 1,885 2,750 2,745 3,615 3,365 4,230 20" 4.7 11,540 3,345 1,545 1,722 1,864 NA 1,750 NA 2,875 NA 3,740 NA 4,355 22" 5.0 12,690 3,615 1,934 2,149 2,322 NA 1,750 NA 3,000 NA 3,860 NA 4,480 13,830 3,200 2,374 2,632 2,838 NA 1,750 NA 3,125 NA 3,875 NA 4605 26" 5.5 14,960 3,200 2,868 3,172 3,416 NA 1,750 NA 3,200 NA 4,725(8) NA 5,345(9) ' 28" 5.8 16,085 3,200 3,417 3,772 4,056 NA 1,750 NA 3,200 NA 4,850(8) NA 5,470(9) 30" 6.1 17,205 3,200 4,025 4,434 4,762 NA 1,750 NA 3,200 NA 4,975(8) NA 5,590(9) Red I90'"Joist 11%" 4.6 9,605 2,255 621 687 741 1,400 1,715 1,885 2,200 3,350 3,665 3,965 4,285 14" 4.9 11,430 2,540 913 1,005 1,079 1,400 1,875 1,885 2,355 3,350 3,825 3,965 - 4,440 16" 5.2 13,115 2,810 1,246 1,366 1,462 1,400 2,030 1,885 2,515 3,350 3,980 3,965 4,600 18" 5.4 14,785 3,080 1,635 1,786 1,908 1,400 2,030 1,885 2,515 3,350 3,980 3,965 , 4,600 20" 5.7 16,435 3,345 2,085 2,272 2,422 NA 2,190 NA 2,675 NA 4,140 NA 4,755 22 6.0 ..-..-...... 18,075 3,615 2,597 2,824 3,006 NA 2,345 NA 2,830 NA 5,090 NA • 5,705 24" 6.3 19,700 3,400 3,172 3,442 3,659 NA 2,345 NA 2,830 NA 5,405 NA 6,020 26" 6.5 21,315 3,400 3,814 4,132 4,387 NA 2,450 NA 2,990 NA 6,180(81 NA 6,795(9) 28" 6.8 22,915 3,400 4,525 4,895 5,191 NA 2,450 NA 3,145 NA 6,335(8) NA 6,800(9) 30" 7.1 24,510 3,400 5,306 5,732 6,073 NA 2,450 NA 3,145 NA 6,655(8) NA 6,800(9) . Red-I90H'"Joist 11%" 4.6 10,960 2,300 687 755 810 1,400 1,715 ' 1,885 2,200 3,495 3,810 4,100 4,420 14" 4.9 13,090 2,600 1,015 1,109 1,185 1,400 1,875 1,885 2,355 3,495 3,970 4,100 4,575 16" 5.2 15,065 2,880 1,389 1,512 1,610 1,400 2,030 1,885 2,515 3,495 4,130 4,100 4,735 18" 5.4 17,010 3,160 1,827 1,982 2,106 1,400 2,030 1,885 2,515 3,495 4,130 4,100 4,735 20" 5.7 18,945 3,445 2,331 2,522 2,676 NA 2,190 NA 2,675 NA 4,285 NA 4,890 22" 6.0 20,855 3,725 2,904 3,136 3,321 NA 2,345 NA 2,830 NA 5,235 NA 5,840 24" 6.3 22,755 3,800 3,549 3,825 4,046 NA 2345 NA 2,830 NA 5,425 NA 6,155 26" 6.5 24,645 3,800 4,266 4,590 4,850 NA 2,450 NA 2,990 NA 6,315(8) NA 6,9200) 28" 6.8 26,520 3,800 - 5,059 5,436 5,737 NA 2,450 NA 3,145 NA 6,470(8) NA 7,080(9) 30" 7.1 28,380 3,800 • 5,930 , 6,363 6,710 NA 2,450 . NA 3,145 NA 6,790(8) NA 7,395)9) Red-I90HS"'Joist 117/8" 6.0 16,050 2,320 900 974 1,034 1,835(0 2,320(6) 2,150 2,320 3,995 4,650 4,690 5,345 14" 6.3 19,425 2,565 1,355 1,457 1,538 1,836(6) 2,565)6) 2,150 2,565 3,995 4,980 4,690 5,670 16" 6.6 22,550 2,790 1,876 2,008 2,113 1,837)6) 2,790(6) 2,150 2,790 3,995 4,980 4,690 5,670 18" 7.0 • 25,640 3,020 2,488 2,654 2,787 1,838(6) 3,020(6) 2,150 3,020 3,995 5,310 4,690 6,000 20" 7.3 28,695 3,250 3,195 3,399 3,562 NA 3,250(6) NA 3,250 NA 5,425 NA 6,330 22" 7.6 31,725 3,480 3,998 4,244 4,442 NA 3,475(6) NA 3,480 NA 5,425 NA 6,330 24" 7.9 34,730 3,710 4,901 5,194 5,428 NA 3,496(6) NA 3,710 NA 5,425 NA 6,655 26" 8.2 37,715 3,940 5,905 6,249 6,523 NA 3,497(6) NA 3,940 NA 6,985(8) NA 7,67519) 28" 85 40,680 4,165 7,014 7,412 7,730 NA 3,498(6) NA 4,165 NA 6,985(8) NA 7,675(9) 30" 8.8 43,630 4,375 8,230 8,687 9,052 NA 3,499(6) NA 4,375 NA 7,3100 NA 8,0050) 32" 9.1 46,560 4,375 9,555 10,075 10,490 NA 3,500(6) NA 4,375 NA 7,640(8) NA 8,33519J (1) Do not increase joist resistive moment properties by a repetitive-member-use factor. (2) For possible increases in shear capacity see shear design information at right. (3) For deflection calculation only.Assumes 24"joist spacing with a 24"span-rated panel. Red-IT"Joist Shear Design (4) Interpolation between bearing lengths is permitted for allowable design reactions. When joists are used as simple span members,the design shear is equal to (5) Reaction capacity has been determined based on RedBuilt'"products.Allowable bearing on the shear at the face of the support. supporting members shall be checked. (6) 2h"bearing length is required at end reactions. When joists up to 24"in depth are used as multiple-span members,the (7) Refer to page 16 for web stiffener details. design shear is the calculated shear at the interior support reduced by the (8) 51/4"bearing length is required at intermediate reactions. following: (9) 7"bearing length is required at intermediate reactions. • The stated allowable design properties are for loads of normal duration.Adjustments to the R= Viz s 18% Where: R =percent reduction allowable design values shall be in accordance with the applicable code. (lpp) W =uniform load,plf V12 =reference design shear for an 11'/a"deep joist,lb 5 15895 SW 72ND AVENUE,SUITE 200 4,,, PORTLAND,OREGON 97224 TEL.503.226.1285 FAX:503.226.1670 E-MAIL:info©cidainc.com - ARCHITECTURE 00 /1Z bi'16 Pao;=.c' N''E: A6 i I�X Pao;-No. 2 I �`(/ UENGINEERING 1 J PLANNING B':: SR Dr-=: I 1/30/G.i' INTERIORS c h of-cis/ co lles on �- -, Co co�4'' (1 ii 14. -- o. (-I Kp Lit , coI1eo-1\- Loan cl oci - cc LA.) (0; 1 b( 7A .7 k)) /042, . ) - 57 of vI , (6 7 1 (11 Z- -r-P)z/S = ► 2 k, ( 12, 4Q k-s -44/(w F+) o. (0ir_ 40 L RED des ylo-1-- c.on-VIrol pActy (o ,7) Co, CO k, = I-I Z 0 I _ A-S D 1 oad LSiq o'k- cow 7 o 0, 1 iv\ezzev‘Atte I eqcil -1-r-64,15-rk-On - ---ei(v) --op p I 44-e, A-0 1 ecb,,q-: (_ 10,Z k .- = I, S k� c.o I le - ) oaci (0,7)( I , o tc-, = 1, 3 ), ASP i 00,c1 SrZ I Z Z o k- - 15 icy Gkard -'ce a ' 6rici- IS ' '/4Z6 (}7 (no c-offer ( acd) 6_ode av,,r,IN^vim ptc? -� nail f 4 r, -, bcx<cd cov,el -fi -,„.., o!,- r f 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL: info@cidainc.com ARCHITECTURE Z10015, ©Z L-I 7 ENGINEERING P,c NAME: l l G ; y!'! _ F' '�i.rJ:. S-ccT PLANNING 'VI T B, �i2 ID,-E j zlllzi INTERIORS La Gkard koIIe0�zC of fir-. I Leco._ (7 9 k; 17 5-A- = I SS pi-F A ax s h c r ; , d; 9 0.., unblocked 'l/37-- S1e. 11 4 1C24 61( O - w' -i-c d,. ,121, rzw, dl i -1- , I s irr ci 0CCCI -Ia 14 - -I- .air e-.c toyle u-- - (7, q k-, (13 y -r-E) = z 3 z pIl -r _ < 3 q61 p 1 c 01C- C - - ot7) (t s5 e1 ( 7 5 -F-)j 1, I k-N /rSD 601( w' load crl- 8 ri d A►z cross), = ( i ,3) ( 0, i) ( Iiii3k;NeVCy6, zs .r) = yg2pI- M = ( y q zp I-() ( , zs -(-I-)78 = I ) i3 k-y-Ct- LKro (I l S k 1.6 A 5 6 -r- _) - 2 , I (e; rnc>,x chard a-d C-rce (0,7) (2, ! Jam, - k, c r'o;s _+? b' eG`-i r D eft-ice" n a,I ec 4 1 ccL cr el i ' ( zs S) (I,5 , 24s , Z, 3 k;9 lob -- 'i,e 5 p - j 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL: Info@cidasnc.com ARCHITECTUREU /IA�-��- j v -at pD L S, oZ u_L ENGINEERING PR:J'_:-NAME: , IG i\`/P P^n.;;. N . S-ceT PLANNING UU (/ DFTE: Z/zlzA T, _E: sue: INTERIORS t- 0 610 )r rr, Ghee _ — ry\e,zav;� c 6,cy, % Lho,rr -(0rce same as cc-1- 8r-id 1 1 i t 1 i ( - --- 6 ell ec-Ir I D a a (-e55 4-k ' a-i- �!,GI 1 G ,n- oJl,h �oac �s 5a✓")c �5 sa c GS►(o cs Ydes 340)r 6), ckeck<s - niechci"1c I p) a--Gr-r cowl--; jj -6AI icA6-1I,\ skec+r c,,i 11S ors q r ictst VVn 0 coil I l ec cJ 10 cw = ( 1 , 3)(0, 1I) (zI ,7 it- /(?o -4) I S5 p) -r r4-(Is5 �) -r) (7o -r4-) z/$ 7. 5 icy?-Pi- (7, c 14-0-Ff)/(1-1/-P-) = 1 qo Ib chord -rocce. --- --- -- -- J akh n"Cz h , _e , rt isr a:r 443 c>a►rct rev" 15895 SW 72ND AVENUE,SUITE 200 111 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL: info©cidainc.com - ARCHITECTURE ` I O z �_]t U ENGINEERING �� VY 00P JJ_ NP"c: ��'j i I f• PrzoJ. No. SHEET PLANNING - \ff By: �- DATE: 1Z/� /zl INTERIORS hi6t-ie5 - s1-,eor occurs c-}- _r-'c A Aear-wall 60,7) ((01 S /014)0 t.3 3 -F4) _ 5 75 (b A51) skfttr s-hA b LTPq , '+` f3 4vi 1 0r;e v -30,r\ ok- •Gl- 715 lb/ - �a -(r- i vas 11a•orb an e -__31r)ear i l i L,.)/ 1,SL n oJ`ck eci + S ci 1'61 b 6.) ( 0 -7)(Z 1 - 2 o l Asp ► ,t -5 ctur N 14) (ZOpl-C) = 9,n - Ib L 5 25 b -1�s. \-1 L y D✓1°` 71v,c Gioesr " - c 1 LLed er 194.(Ald -10 ( I :1 kip.) ) _ (00 el liv-‘e chant cf I�t �7i✓r - DZt=D ( 7, )4 )/( 2/ zs () 7pi -C e-esnn,1,e kw co . 1:s (0,7)( l °07 pi c) 0, 33 -(:)) 17N lb /mil( bcol I6c ( 1 , 0003 I_b� = 1 (5 16 cacti heed ( ► 7'-I / b)/( 165 Ib = ) Us 3 e c. (3) CCI Snow Load Calculations ground snow load: pg = 10 psf exposure: C partially exposed Ce = 1.0 thermal factor: Ct= 1.20 for unheated structures occupancy category: II I = 1.0 0.7*Ce*Ct*I*p9 = 8 psf I*pg = 10 psf pf= 10 psf roof slope: 5 degrees unobstructed slippery slope —* Cs = 1.00 Cs*pf= 10 psf Ps = I*20+5= 25 psf OSSC minimum design snow load depth of base snow load: y = 15 pcf hb= 0.5 ft Drift at face of existing building h = 20 ft he = 19.5 ft leeward drift: Lu = 303 ft hd = 4.5 ft controls windward drift: Li= 25 ft hd = 0.8 ft Pd = 68 psf drift width = 18 ft drift is applied on top of base snow—> net drift= pd + 0.7*Ce*Ct*I*p9—Ps net drift= 51 psf —> use 50 psf net drift width = 13.5 ft 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.I 285 FAX:503,226.1670 O E-MAIL:info@cidainc.com \\\ - ARCHITECTURE i / 1 00 c5,02 C-Gz V (� L/ ShtE ET V ENGINEERING -.=-T NAME: (` Pao.No. PLANNING T B': S R C DA-E: 12/3/ZI I INTERIORS rooc deck 50esf + 2-5 p5( 75 s max sn ,�oc. loci ZO as 1 deck ok - IS0 _psf on (7 ' s pa►v e lcc ►0e\ dyes r►of-con k atS b (,) cw, of 8r)oi..> 1 oad / (6) 'cifisdt . --_ d V V V V J \/ V V V * 4`i 4 y vv Y y ti Y w v .i v .5 'F S,75i y c,75- - X 1 -- it- m)-, Snow I oa d ct - ea v�i` ( ps beG - IR4 11.6 s o,s -(4- t g, 75 -r-}-/2 3 3 7s C+ ;b w;^ --k - �J ztV e. Soot-J �oa O - tJ { F� +3,375 „ 7- (3.5 P5.0(3, 37S -(4) = 11 `d FI-C p 7 s 3,3 7 5 f' 17 p -F �plvs �ea ,`�h. PLBTM-36/HSB°-36 ROOF DECKS p GRADE 50 STEEL ; _. s __. _ Q 6c 3 Inward Uniform Allowable Loads, ASD (psf) Deck Span (ft-in.) Gage Spans Criteria 2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" Single W^/0878 390 219 140 98 72 55 43 35 29 24 U240 --- --- 182 93 54 34 23 16 12 9 7 W /t2 860 400 229 148 103 76 ..__ 58 46 37 31 26 22 Double U240 --- --- --- --- --- - - 42 30 23 18 W"/0 1039 492 283 184 128 95 73 57 47 39 32 Triple U240 --- --- --- --- 110 69 46 33 24 18 14 Single W"/0 1147 510 287 184 127 94 72 57 46 38 32 U240 --- --- 224 115 66 42 28 20 14 11 8 W"/0 1075 503 288 186 130 96 73 58 47 39 33 20 Double U240 --- --- --- --- --- 71 50 36 27 21 Triple W"/0 1295 617 356 231 162 119 92 72 59 49 41 U240 --- --- --- 229 132 83 56 39 29 21 17 W /0 1566 696 392 251 174 128 98 77 63 52 44 Single U240 --- --- 309 158 92 58 39 27 20 15 11 W /0 1486 699 401 259 181 134 102 81 66 54 46 " 18 Double U240 --- --- --- --- --- --- 94 66 48 36 28 Triple W"/0 1785 856 496 322 225 166 128 101 82 68 57 U240 --- --- --- 303 175 110 74 52 38 28 22 Single W"/0 1992 885 498 319 221 163 124 98 80 66 55 U240 --- --- 390 200 116 73 49 34 25 19 14 W"/0 1842 865 497 321 224 165 127 100 81 67 57 16 Double U240 -- --- --- -- 118 83 60 45 35 Triple W"/0 2213 1060 614 399 279 206 158 125 102 84 71 U240 --- --- --- 377 218 137 92 65 47 35 27 Notes: 1.Table does not account for web crippling. Required bearing should be determined based on specific span conditions. 2. The symbol "---" indicates that the uniform allowable load based on deflection exceeds the allowable load based on stress. NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional.The information in this document is provided "AS IS". Nucor Corporation and its affiliates expressly disclaim:(i)any and all representations,warranties and conditions and(ii)all liability arising out of or related to this document and the information in it. ,� PLB/HSB GR50 ASDOCTOBER 2020 vERco\ INC.K�I ��„�� WWW.VERCODECK.COM Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. t, Project ID: 210015.03 G't Project Descr: File:mezz.ec6 Steel Beam Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Lie.#:KW-06006865 CIDA INC. DESCRIPTION: Beam 1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.02)S(0.12) a a a a b X W8x10 Span= 17.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, S=0.120 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.270: 1 Maximum Shear Stress Ratio= 0.050: 1 Section used for this span W8x10 Section used for this span W8x10 Ma :Applied 5.910 k-ft Va:Applied 1.332 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega :Allowable 26.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.875ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.301 in Ratio= 706>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 0.377 in Ratio= 565 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.332 1.332 Overall MINimum 0.267 0.267 +D+S+H 1.332 1.332 D Only 0.267 0.267 S Only 1.065 1.065 e r 15895 SW 72ND AVENUE,SUITE 200 4E PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com ARCHITECTURE f/A\� I �/ 2 r T1`© 2- ENGINEERING P=.'1-,C- N=r E: 1 \G I yx F?.J;-Nam. V �O L ✓l SHEET U PLANNING TT = U // �I . D=TE lZ//Ci✓zl INTERIORS f bear-) g has 5, 75 -(f- -Ir,1 wict}-In '' (,)/ averoAe sne,L) loact o (25 es.0 -fr (50 ps-0 = 5 2. 6 .. ' L.)s = (Sz p5 ) (5, 7S -1 300 el (,--)p = (S ps-() (S, 7 s -(4) - Z 9 p1 lc plus b-ear,-, e44 3 eg►n R h 4, s _sc r e f-i b-w d f-L, 613 R, - 3 3 75-FA. /c Ve e ,S1'10t.3 load a tC 5 ) " ( � � 13,5 cf 3, 37-5f iz i(z 5 � s � 15TS-F} 49G Ps c,,J - (2 61' 0s-F 3, 3 75 -(-1-) = Z 3 3 p D 7 17 plc _p_ I its bea i,,-. c,.,,re;o►A-1- Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. �� Project ID: 210015.03 Project Descr: File:mezz.ec6 Steel Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Beam 2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.02 S(0.3) d 8 a o a K X ) W8x10 Span= 17.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, S=0.30 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.594: 1 Maximum Shear Stress Ratio= 0.109 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma :Applied 12.999 k-ft Va:Applied 2.929 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.875ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.753 in Ratio= 282>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 0.829 in Ratio= 257 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.929 2.929 Overall MINimum 0.267 0.267 +D+S+H 2.929 2.929 D Only 0.267 0.267 S Only 2.663 2.663 Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. �� Project ID: 210015.03 Project Descr: Steel Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Beam 3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.02)S(0.23) 8 8 8 C b X, W8x10 Span= 17.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, S=0.230 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.468: 1 Maximum Shear Stress Ratio= 0.086 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 10.243 k-ft Va:Applied 2.308 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.875ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.577 in Ratio= 368>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 0.653 in Ratio= 326 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.308 2.308 Overall MINimum 0.267 0.267 +D+S+H 2.308 2.308 D Only 0.267 0.267 S Only 2.041 2.041 off; 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 k E-MAIL:info@cidainc.com - ARCHITECTURE /� V�( 7 f ��/.//'�/ 02- G°2 ENGINEERING N,+M:: vl �' / ♦� Pp:. NC... V { se S. S.EET U PLANNING `J{ ! [ /// Tr-_E: B.. se DATE: Z l t (oad` ' (000°2-5 0(o ( 1,0) (o.,(0�) (,o) cm = 17,1 5f k h Kg KJ L Y ope►i ohs-Y-vc-cd L,..>►mod -Flog o,(-i (q1 7 = 3, 9 > O i 17 c+- _ a 3,q -> LZ e- 4 CI- O roo-r s(ape G 46 b = (3/ 37-5 -c4)(17, 7 -c+) = . -z. i ft3 (5, 75 -0- l 7,7 5 -(-1-) - 0 Z �-�' -roc Z p (17, 9 p s-F (0,? 5)(! .00R I S, 7 psi1\1. c1 ti,„ G Cte, does i•-,o} COIN AY-0 � (t7 3 ps-1 - - ov+ r (3W ps-C) ( 3,;75 _ 115 {f E3eam Z i5 mOS1-ly or, Z p = (17,L! ps (o168 (© 61) = 10, z Psf �nwd a� doe oi- ( (7,L./ p5•r) (01(65_(L5 = Z Z, S yos-F ov-l-r,)ard - (7- 7-519s ( f75 (-0" Zci C [-RFD ofAiCf Project Title: Agilyx Mezzanine Engineer: Sam Corbin,S.E. /� Project ID: 210015.03 ccq Project Descr: Steel Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Beam Uplift CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(-0.13) 6 h p p b X W8x10 Span= 17.750 ft 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: W=-0.130 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.532: 1 Maximum Shear Stress Ratio= 0.024 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 2.834 k-ft Va:Applied 0.6386 k Mn I Omega:Allowable 5.331 k-ft Vn/Omega:Allowable 26.826 k Load Combination +0.60D+0.60W+0.60H Load Combination +0.60D+0.60W+0.60H Location of maximum on span 8.875ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<240.0 Max Upward Transient Deflection -0.326 in Ratio= 652 >=240. Max Downward Total Deflection 0.025 in Ratio= 8416 >=180 Max Upward Total Deflection -0.181 in Ratio= 1178 >=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -1.154 -1.154 Overall MINimum 0.089 0.089 +0.60D+0.60W+0.60H -0.639 -0.639 D Only 0.089 0.089 W Only -1.154 -1.154 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 O E-MAIL: info@cidainc.com - ARCHITECTURE `' ENGINEERING P'T:_E_- NAME: - i 7 /x` PPOj. No. 5 -ET U PLANNING By: S►� Y ZA T,T,_E; DATE: '�L INTERIORS • 6o0.Wwva \1 40 vac i2e .,--1 Z uFL,-4i- �. rsiS,�. DL • — . o-F bea.---, s el-r-t11+ 0 ly l i — c . fvtsVese bear.-\ @ s o Cc/e,o ' P� Z�7 lb ps = Z, . G k r -�ry v12 WSlOok See �rro�" n -1-- paid = Project Title: Agilyx Mezzanine Engineer: Sam Corbin, S.E. Project ID: 210015.03 C CO Project Descr: Steel Beam File:mezz.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 #:KW-06006865 CIDA INC. DESCRIPTION: Transverse Beam CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span#1,Braced @ Mid Span D(0 267)S(2.66) X X W8x10 Span= 11.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=0.2670, S=2.660 k @ 5.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.386: 1 Maximum Shear Stress Ratio= 0.057 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 8.445 k-ft Va:Applied 1.522 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.665ft Location of maximum on span 11.330 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio= 868>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 0.177 in Ratio= 770 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.519 1.522 Overall MINimum 0.190 0.191 +D+S+H 1.519 1.522 D Only 0.190 0.191 S Only 1.329 1.331 w. 7, �. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 972244 TEL:503.226.1285 FAX:503.226.1670 0 1 r' E-MAIL:info@cidainc.com - ARCHITECTURE `,Y /j, 00 Si Vz _ G V�,Z ENGINEERING .ECT NAME: ��/ !� P?:J:.Nam. V ' 6/ S-SE� I�J PLANNING -� y B'': � C DL-rE: "Z/� I INTERIORS V \IV FR S (oGc d 1\r1; LIOMI :I frpnr1 k1 h s;de piouslde �17,N Psf C�,� ( ,� O, , P5 casc 1r (i7,4 ps ) (O, S5)(I,3z) -q�5 _ps-F c.c�se - I20,(0 psf cA se (I74 P sad,85 (0-73� 14,d �c�se g Lim i (-a4,-) eave s d et 5x c = (17,�/ psi (ot_0 S (0,31) = I-It psf _G se _ A - (l 7,N s ( 43 �( - (?,IZ� = - I,7 Psi Casc B �► s. � (17,q ps-0(0- S5) (I 2 1717 psi G ace, A t ( 17, �1 PSG (°l ) (0-W1 = �.� psf Cc,se B case 6 does n_0f1 oAJ Tkrl C�Se A 67)0.1. o' c t case A less � d i1rccii on c,✓ -from eave side does n al-- Gn 1v-ol °�;�,�:`' 15895 SW 72ND AVENUE, SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226,1285 FAX:503.226.1670 0 ' " E-MAIL:info@cidainc.com - ARCHITECTURE A ;l YX -- I o O t S, oZ lam/ l 3 U ENGINEERING - N° P N .. S D: PLANNING T,.' - B" INTERIORS CoI U^'ir) Up1i4 1oc c , . Toad fo -Frv>\+' colvw+►n s coY,A,Red by case P/4-i (1D+y Y - Ps + 3744 (19 ,5 ps-F1, �o,a5 -c I S,5 -1-/ ( ) 7, 3 ps-r) (S8 -rk ") = 1 - 0 k ir-s754-ed by p = (zi3 e s-)(5 6 .F-1- ) -+ ((o P -l -r 17, 75 C-i-/z) . ) 5 (I 1, 33 4N] (-co-( deck_ roo. Dear--.s 4- ( I q. 0 el -r) (9 c 4) - coicJw,rN (... 1+ ( 133 1b) + ( 1 90 ibb + ( 71 lb) 0,5 k;? (04) [C !D 1c))) (o, 5 k,y)i = 0.3 k00 A--S 0 0194-0- reed n (0, 3 )c-- /(o. 0 _ boo 16- 0-r rcs;s1,ve DL - load -o -all col i ►- s co bratI cci by joatd cog, 6} ill =' 34y(zo, G Ps-r + 14 i (I0,I psc)j((55 - -1- _ (I;,00sf)(s 8-rf r- s is 61 by = I , ocE k-- D = (I33 1b) t ( I1O 10 +T(I q,o P,_I 4(I0 f) = I S II J - -- - ------ -- - - (Q,b (0,0 _ Icy) _._(0,5 lz_ 0).1 = 0,3 141t_ kSQ U i;ri- assims 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com U ARCHITECTURE / O() ( 5.02 G C 1 1 ' � ENGINEERING PR�fECTNPf"tf: SIYY PRE Nu. SFEE` PLANNING T.-:E: Br: � DATE: !Z/‘n ' INTERIORS LG a� I oath na: e\I iov51, col cv1,44ed O►255u or, re 0- pl Q$ C cN, -12 CO $ I 00.61.,VAz h ,lr ec ian o- r-ao-(S I.otge _ ( Iz, s -r--)/(ts 4.-0 • o, Gg e- -d (,, ,ors (17,LI gsf) (0,Q>5)(0.. q. 2. ps-F ov\ ben,,, (0,5 c-I) (10, 1 ps.F) t Co, s -(4)(zo, 6 o5-r) -4- (19,Z -3 51F7i (35 I )( (8,5 -(-I) = 621443 (b toLl af pl;ec1 load l oaci' alo0 _ letiek of c a n oPY' L/8 - (► e,5 -r4)/(Z.5 -F ) = I. S > 1 erar — ._ ( 17,q �s-()(o,co5)(O.S +D.y) - 17. 7.E -F+- (I77sc)(b.7 ( 1q © I )( 1z, 4 ) = -175 1b r appl, Io .d Se.iSm c ._Ioaci ' • e s K_ Cs = (1.5) (o, s6)(I,a) ( 1, z5) -- 0, 7 (0,72) W (l33ib - Igblb) 2 • `/-z, C7 1 b + 14ol0- (0.7 2.) ( I , 3 14..)p + 3 k 15 1c s e.15,v1;c Load 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com - ARCHITECTURE V` I y`,' Z 1 /�O 1 5`�l f E/ '5 ENGINEERING Pr.oEc-11) NANE: I I) /_ P�Oj.No v v` 5.._-� `/ PLANNING [ F /�� T:n_=: Bn 51e—C Da-E: ' 2/Li 2-' INTERIORS S 6 S►^ c L c0 c1 s Gonvrak c°I vo,." cles h rl8 i d ily o-r col s c.J/ ci ;f i -\- he ki-s A - 14 2 - I/ _ 3 � 1 3 P143 -Cor d-6-1-6b �'vn cf" load bdLi e , Go(u►.,fls ^ a Iy (0.4-wle_ r�-g-a4, J 3 (ry SIr ,t ( sf SSCS "VI. I o cskarr5 e-rre 4 - ER, = z(-71q 001 +- (5 oo"7) = z7,1-/ x 10-' I Imo, 6 ,t+a o( 1co S.ape- Ira �� -' (1 15 l �� Z7kx1J -- = 0, 3 f' load � � TIIc� e et ck 0 C - o►^ co i,' s _ — I 27, 1xro- r P Wad ,- {v each or + Uer Colvo,\AS FNI cc h = -, s h or--c col ns cod �mI L eXKcir ck ed 15895 SW 72ND AVENUE, SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.'285 FAX:503,226.1670 1:1 E-MAIL:info©cidainc.com /` ARCHITECTURE 1 �/ O U S O i�C I Co P ==� An l 1 J� P.ca. No. S-EE V ENGINEERING - _ //(�J (/� '7 /7/7� PLANNING By; 52. ` D._ f [.i( 7/&1 INTERIORS I Lo t L 00.44ln COAT- IoQd,hi al�� IeA64 \ ` ' u-'Qfy x = ( ,g% (o 7) (l I , 5 cc) 'Z (Z7,N xi() _ HI_ - X ,i, N: C :-- ( i ii S -(-i) 77,,, - (Li,Cf -r4) ' 0,9 -r+- t (0,os)( IZr 5 O, G -1- c, 11,5, il, 0, R c+- + o, (o -(4- I, 5 -r - ,aX .1. -7 ( 1%15 k�pI 7 7,41 x t 0-7 0, 3 3 k-,� -CCi s In eai a s or-- r col vvI,s l 1 ► 5 k,)( l t 5 -r4)/( 7, 8 3 4) = 0,10 k -ors a l I octal +n 4-0rs� t L oc trOv\ -- col ins r ax rnor 4- it\ coluwv-,s ;-s Prod✓ccd by too/0 ( `, -vctAggt /c ok, CG2' 1 Y + 30.70 _ (-Sverse loeld - p = 0,33 k1P P 4J% ! ) (O33 k;f) = 011(a Icf) At d¢. 15895 SW 72ND AVENUE, SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CIE-MAIL: info@cidainc.com - n�ARCHITECTURE PRO) = 3 l o o i £ 0Z E c 17 U ENGINEERING T NP F I/+}t S __ PLANNING B, 5 J. INTERIORS � 1�7l� Coition Ghecks - My = (v, S3 k-,� 4 = z -?+ Mx = (o,t� k q 4 ) I,y4-1 _ ppp -- f = 17, 3 kip -A,1 ►" ►„ Hss Li x x/Li ok (o, aq( 50 te-s)0y („q ,),13 = 2 l( k;e. --r, - - I ezcvrc- alter co vrins co✓t-Yz)l max axiaI load 4 unbretccti 1e.",a+-11 P = 2,31 k-, 7 t 1. ? k p 3,8 k 6 $P max axi�1 t d 13e0e-% l'Y' iriSVr-/Se (1) 4-5.-) gear 10 -Ff. ccrv, Ce vac( ColuwNn ha . -- 1- ss Li x/Ix / c,J/ zo -0- r-& ievvfin 0 6,, zo,3 lop Ab olxrl Ioa4 rp 1Ylcd oo��l (3, s k (zo, 3 ) - o0.1q z o;Z (3, 6 k 49) 3 S, C k, ,, 17,3 k,p,V\ Ofoc0-1- c2)o,17 + o, 0 z.(io.; kf) Z►! 1� -,,., ziI ky -; , =-.013 `-1 ,J 15895 SW 72ND AVENUE,SUITE 200 < 0, PORTLAND.OREGON 97224 24. TEL 503.226.1285 FAX 503.226.1670 E-MAIL:info@ciAdainc.com (/', R - ARCHITECTURE rvp _ /1 I .3 I 00 t S/O� V 1 V �" -_ Y Pc, N:. VVV S"==- UENGINEERING - I7 �/ PLANNING Q G G-_ 1 `2( 71Z1 INTERIORS 01n(AnnheCki Gon- I' ex:de ari4 kiv,* (0,0-z- -5(c) cl-) Z'7 in alla.Jed wher, Glearthce s ctva;1a6 e 11 ;f fe, Z`' -1-vc,,Ja rein xis-k be )cl \ Max I oad In sir• le ck-ccAi-o r\__. i s p ro ci o ce ci by 10070 Jo&ci in ' " slop -. 30/o l vrt6;4vd,kq I J r f _(033 3) + (0/3)(0,06) 0,35 k A (0135 k p (c( - ) P1is i n r. 3 (Z of000 1G5)(7, 0 i✓\44) I ,Pf 1 5 (d,&51., <<3 = 063 .� D14 W = 1.0'1 icy r,-)6X (ip►1c4- (LKFD CI (C� ( 16/Z x�Q-' (z.� - ( 3Zq 10 ( O.5g) = 187 !b f (4-kral I,o.d ()Km = ( I s7 1 b- (I 0 -F-- = 1, 2)7 ka —4 z2_,q I4,,y-;ti, ( ,FV OM E y = 3 54 1 ,,c) OMB = 17, 3 icy .1,1 0 - a5 k, " 4 15895 SW 72ND AVENUE,SUITE 200 QPORTLAND,OREGON 97224 Q TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com El ,R'.:''''"E qi\yx 74 00 I5, oZ GGI� V � � Pacy.No. �a T B SRC D.,E: 1217l7'1 -- --- - --- CI ►�Ur n c,Vt ea' Wit- - Yle-- ier+ical ioctGr c.a/ otcir n ctraa e- (1, 0Li kip) -0, q (ots 4). = ors q L� F c rrn C rrc✓n+ Z Z,Li klo -rvt ov-c,r4vZrn, (0.5q k az, L-i 1 , (2 oas ,ri o,!5 kip -t I , 32. k - i /-17k ►vax c..i;v,d s sr [co )- D,2)(1, z5)(o ( 5 k, (0,73 05k\ (n e rav'4>1 coc,.)rrc,n-1- )/ 35, 67 !`'y -,1,\ i 17, 3 ic., ti, 5 e rs ;c_ 1l5s � k,� -k- + (17, k,r-/N (z • S,S,v)) (0'37<<;,e)/ = 1,Z5 ( 3r 11 k;f) - (o,37 k = 3, 5_ k: mix seispn,csan T Z4 s c SS r r 5V ec?Y --37 -- C v1 04- rI(/r oh s r' d A-3(0 34i"‘?r anck- o>k .vr (0,75'}(0,INZ 1r ILA = 11 Z ky Pc f) s sfy-x y 4-k 7e4r.\-N a✓eGt of n(/-1" ) ( /, 51 Z-5,� _____,& ati Lizz- 0,7 r�Z rL)I to 6-i- , }`�, _ (0,755( c 7 s.- ,5.3000F5 (©,7 r� = I�s ,/ 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 Itt O 2ti E-MAIL:info@cidainc.com ARCHITECTURE {(�.�` /' M c NAME: , `}'�(L�X Pao;.Na Z O °U� 5 _ �lr U ENGINEERING - v PLANNING BY: D:.TE: VV`g/ / INTERIORS COIUw,n CI()edL3 co,.1-1 ' a„Jcl d o-. codLA-pi basepl e ' S = (LI (N - (Lii`r3 ---- ZJ. 3 i y.,3 rv,ax fuj_ ( 35, k, 2n) 4 (i 7, 3 kYp- in: (ZII3 0 _ 2 5kl�o/v\ L12FD - '44 " 41-4 „meld c, _ _co,- _ . (0.75) (0. 7,0 cs, Oki"l'iri - - 6 kp h er,6 A , evn s/n 6 I e a Ina\a►r @ corYt e,- A S 1 eve czr'rvi o�' (1 51 ) + . Z, 1 ► • 604 m obi-Irees air.cf anCkocs 0 Side have 1e r� r4-, of 1, 5M 4 mo I-; Lo !'d-F fl a+c w;d-Y-1-1 Z,1 i n)1 U, Z ►n -_0 , 5 ? 2_1, 5 ,E,) (10AeN 0, 3 M - 3,5 k, (2, 1 -10) - 7,y Ve ,v-,- 3i1 pi o k {r (o,q)(3& k5 [( .21C)(0,75► /1 - ) , 1 k, '''' ' 0- 5 a - 1 . . 15895 SW 72ND AVENUE, SUITE 200 < ''''''''''' PORTLAND, OR.EGON 97224 TEL:503.226.1285 FAX:503.226.1670 G C Z A O E-MAIL:info©cidainc.com Ell ARCHITECTURE /` 6''�,/ I CO t S.02. ENGINEERING G -- N�''�. r ,- X P 0:. NO. �/ 5 __T U PLANNING T S.+C I7/ I NTERIORS • /_oaci/av,ch&r vans- check _r c., o1e-F -{.-;b arm ,T- -Er L ew,bedr,� +, 4 7" s uc - anchor s oc� 3 w/oa e �-s ?K j 3o00 19$ Ce gi n) 1,5 NI A : = Z q,7 k Z - A-N Q = (3 , e ,ter• 576 ►,, AN - (--7 ,-,/z- -t- its • o iv) _ lyo ,,,-, 5 t°' ,,z j _ (0'7 (0,7S) 57‘ , Ll _,7V - 70It-i > 3, 5 f G -ra ce o •xis-k r et oC co Lvw�n 1-o -ice o- ' mil tam: (7m.1 - 1r2. (7 ,,,.,N) r3, S y-v, r? vices .17,2'� cG. ac by v i nccv\ 3,--_ - , ,� D,-{ 3 _- � � I -- - ice►-r-St� -- - ---' (--e c L..)L dct_rE'is eX;SbI•-‘3 C.CYN CfYi A 4414 dowel er beck( !-1" )/ _f,c?xv ad hes- ve o k - 44, .7 e.) e pox y cf,be4 4 1101.....led 40 ecise ci, 1,1,C pCs/. 141 .c 01*___ . „:r `• r = canopy foundation dowels.cap-SIMPSON STRONG-TIE®-Anchor Designer”" M -- ❑ , i el Start-Projectsettings Anchor layout + View - .e.:. ' a='-,,.. ` .,,,, ,;. 09 f Layers nA �' SIMPSON View rP r ! 1 A Increase Decrease - Strong-Tie AN Font Size 20 - font font ;a ,:,.) 3D viers•options i Font size View Movement Fur_t... Budd 3.0.7947,14191'�" `"la+"Inputs 1 Calculation summary Z o[b Pir.40. Input Data :.'Y iA p1. /r Design method:ACI 318-14 Anchor:SET-IP m/t4 A615 Gr.60 Rebar Effective Embedment depth:4.000 inch Concrete:Normal-weight State:Cracked Compressive strength:2500 psi Seismic design:Yes All Resulting Anchor Forces fi Tension[lb] Shear[lb] 1 0 4000 ,- Governing shear ratio:82.3Wn(Pass) . Ratio V3e[lb] 4Vn[lb] Steel strength 82.3% 4000 4863 `tii,�,>� �� T Concrete breakout y+ 82.3% 4000 4863 ,"3 y Concrete pryout 42.0% 4000 9520 4'3. ■ SIT-XP w/#4 A61 S Gr.60 Rebar with hef=4.000 inch meets y • „ 4000 lb the selected design criteria. h 0 lb c 1 Chart iw t 4,; ':f- 0 0 . rp 1 Cmin t 1.75 •II'' Smin>_3.00 J.N=0% V=82% eL NO=0% Pass ... Cs N canopy column anchorage.cap-SIMPSONSIRONG TIE,Fa-Anchor DesignerTM [Ti: File A Start—Project settings Andror layout s View E ? _ M Layers . `.. li R <'.} al SIMPSON I 1 P1/4 A - View -Y` air A1 Font Size 20 • I font font Decrease 9e -:a 1*I 0 ,f,t St ng ie 30 view options t Font size View Movement Funcb Build 3.0.7947.14191''' ':'' Inputs I Calculation summary +Z v 370 lb . Input Data n - +Y �"' i',+r. Design method:ACI 318-14 0 1t-lb K4ptiT a(� Anchor:SET-XP w(3(410 F 1554 Gr.36 Effective Embedment depth:8.000 inch • Concrete:Normal-weight State:Cracked ---_ '_--.,k;y- Compressive strength:2500 psi ,._. 1 --- `F -- - Seismic design:Yesy {l ems✓" '. ' / / Resulting Anchor Forces --_ " , 4 f �. 2967 ft-lb # Tension(Ib] Shear[lb] '� ar 1 249 92 "vim• r• � 2 0 92 _ �� 3 3196 92 - ._Cb - IQ • • 4 1857 92 1440 =k. .,�.� :// Y Governing tension ratio:61.1%(Pass) .V"'` Ratio Ns,.[lb] NNn pb] 2_ 160 lb Steel strength 22.0% 3196 14528 )",,: .N... Concrete breakout 42.1% 5303 12596 ,,: Adhesive 61.1% 5303 8676 ' 330 lb Governing shear ratio:22%(Pass) Ratio Vua pbj mVn[lbj Steel strength 2.2% 92 4111 .l Concrete pryout 1.1% 367 33228 .` Interaction ratio:61.1WD(Pass) _3.00 J,N=61W6 J.V=2% 4,N+V=61% Pass . y Chart itkk f`, `3 '.}. 0 0 ,. : �) Is' Cmin t 1.75 Smin> 6,v_` Vv 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info©ociainc corn ARCHITECTURE PP()EC r N,"'E Ppo,. No. 21 00 15t Oa S-EET ECC-74 PLANNING TLC: Br. S(Z. CATE. I Z 674 INTERIORS CO/Or, C h CCIC 014 4)17 )\-\ 10\fAtirrOl j(3 lee .5 4) uNcci beezr-, (o 4.-kcV -6-ot)N-1 plus '0 eica\* 050 pc-16363.3 40.kY1 avd-ri b,Ars ( 2_73 IDL - Cok, iZi 16_,\ C-Cl3 L.,4Y\d o-v'er-IF?iry\Ani = (0,42) (1. S7 k4\c) --4)AZ.1 0) = 0,53 -0- (LI -r-0 "7"- 0•4,7 -fry ceo;ct beafiv 19 = LZLLI4-1 (°tC)(1.(617 k --(4) Dri3 # 011 (1-1 = 017/(q (0/ (kg,1-1 bp + 0,5 ki;) = 2,ct ky,-) e-r-cckre sefts, c 0 e1 (07)(2-. q7 C-IMZ. q ic-11°) 0 Ta N167-0- (0.7)(),Liti z, = ,3s ---nctviar beat- 6, s.h-sibo-kc), one_ _b 173(14 Z--0,72 C4) = 3,04- I ; ry-afezoiciAl 414 pr: 2-1• k-,-) 0.7 Ls-r + 0,10 ks-r , 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX: 503.226.1670 0 E-MAIL: info@cidainc.com - ARCHITECTURE X �q/�^/� ( 2- //'�^A` ENGINEERING PF.OJF('T NP.':: �j \�'y/` PRCJ.NG- VV 15,o �" ' U PLANNING C Gc L/i 3 L/' T-__ Br. INTERIORS e4-nclAor a C -- Li'c1 Side I�V F ► o4- � I r = (o,q)( I , oyo. s.)(I , v} t + Z R a, 33trV Z. 5 locateci ay (o�Z)(o� C�`�3 8 (!,D Vll = D.I I \&) does no4- -� h ea-e('' (0,33)(6oi ib) jcd lb LK. F ,56..skinic toad _ Lr�Fp_ 1 jy = &0 I h onax 1 d e4c,.n s} cia x s o -(.71c' (01) (3 3 k s) (©, 0'4 7 8 ;n) 7h kLp x 2-" (...)ood s 1 d o k 1, 0 I I Cz/3 •Z ' 2 8 9 Ib A-s p > (0,-kso 1b� --35 Lb J - Ps1ra f s 23(7,5 C4) - 5 f-- above. - ,S - .(4) 1, 5 tv,c -aar,N-Ne (o7 (1 ' So 16 (1 .5 c---)1 - 105 ff-I I ove' ,n ar, n o,i sfivc 4tAr4 (5 rsf._.(''1 "(4)(43 Z = 690 -i--1b a i t ert.S.5vre Gtc9& 4