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Report (6) 13uP201ES-00153Q> gC0O SIN DA P_A EC LI PSE OFFICE COPY ECLIPSE - ENGINEERING . C O M ENGINEERING RECEIVED April 22, 2020 JUN 1 12020 CITY OF TIGARD BUILDING DIVISION Advanced Welding& Steel Inc. 6 — g 257 Hwy 95 J Grangeville, ID 83530 Re: Tigard High School REVISION � Project Location: Tigard, OR APPROVED EEPC Job: 18-04-171 Eclipse Engineering, P.C. (EEPC) hereby seals and acknowledges that the Stair Steel shop drawing(s) (dated on or before the date of this letter) E6001, E7001, E7002, E10001, and E26001 of the above referenced project are detailed under the responsible charge of EEPC as per AISC standards except as may be modified by the contract documents. EEPC has reviewed the design of the of the steel stairs shown on the sheet(s) listed above and their compliance with the specifications outlined in the 2014 OSSC; and hereby seals the structural analysis of such per the attached calculations. EEPC, as the specialty engineer for this portion of the referenced project, has designed the above noted stairs only. We take no responsibility for any other structure at the above noted project location. Sincerely, Eclipse Engineering, P.C. EO PROF Fss ��5 93867PE Sushi) Shenoy, PE - / ��ti Project Manager s OREGON M REVIEWED ❑MAKE CORRECTIONS NOTED LS0ATFMBER �0 r1 REJECTED n REVISE AND RESUBMIT OTT RATTER ' THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT, CRITERIA, AND INFORMATION GIVEN IN THE CONSTRUCTION DOCUMENTS. CORRECTIONS OR COMMENTS MADE ON THIS SUBMITTAL EXPIRES: 12/31/2020 DURING THIS REVIEW DO NOT RELEASE THE CONTRACTOR OR THEIR AGENTS FROM COMPLIANCE WITH THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS.REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE CONTRACTOR AND Digitally signed byScott Ratterman, THEIR AGENTS ARE RESPONSIBLE FOR:DIMENSIONS TO BE CONFIRMED AND g Y g ne CORRELATED AT THE JOBSITE: ADHERENCE TO APPLICABLE CODES AND P.E. STANDARDS: INFORMATION THAT PERTAINS SOLELY 10 THE FABRICATION ON:C=(JS,E=srattermaD@eeimt.com, PROCESSES OR TO THE MEANS, METHODS, TECHNIQUES. SEQUENCES. AND C="Eclipse Engineering.P_C", PROCEDURES OF CONSTRUCTION;COORDINATING THE WORK WITH ALL OTHER TRADES:AND PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. CN="Scott Ratterinan,P.E.° 05/22/2020 DAA Date:2020.04.2313:17:48-07'00' DATE CATENA CONSULTING ENGINEERS BY WHITE_FIS)-N MT 6;Ir^. ,. POP TI.AND.OR PH:(406)121-5733 PH:(408)852-1442 PH:(509)921-(791 PH:(541)389-9659 PH:(503)396-1229 Poo ( Ni ) tva 1`I ( NB ) 1 vial kX2 1t�.y ` IIIwuluso L ias ., 1 1 I nB� L— — .I I — — — — — el�aimi h I• r _ _ ® is Ill�l\ I;WOW. 'IC 1II Li t-m--,I 0- t „T .w� I��III . ° I$ Iot020A I.t aT! CET 11�.:I "a = vtlll I \ , sty 4 i II > �i P c 9 -,, sO _ •'I - 9S — Id— .I.z T-!. '411�� il��� .Io LiCISA. 6Lp N4i CIPYIO.i E Y Na per! I /E��.I.�' r k �I ?3 �\ /I IIIIIIV RWv . I� III lIl „1]1® _ ✓ ts � _ (Ixa)_-.._- �-�.BweDGEANDv.K.� I GEED - I I '+a A aoPu�.YT I I .k „;II _ EE b- - Ps2 . :r n211 , o p O 41 SRN J � -� x I , :1 Tx2 SEO 6 STAIR 1 51P%M - iI IIIIIII11IIIiiLIII!!IIIIIIiiI 7151 Iliiaii ®ill - mzmn — nz .z ` razz9 asp — T A For Approval Only 0800201e PG Eq I [ E B For Approval Only 0910520,0 PG van . 0 For Field Use i1roI2018 JP N]Y TO91NNDER NWS Vy III REV DESCRIPTION DATE BY •T II■i ------��� CSOi9 � III ",I 11 �WDe d J &CE tee Inc. ql�� } CERTIfIEDI 111 DUALS I aFnealcnroa mnN D.No �, ; E,(MEE,ROvv.l3®Ixi.No n+eweim »R ni EVE,Is —_— -_.---- --- _ ttz 5 PROJECT TIGARD HIGH SCHOOL PRO OWNS _. I I ADDRESS 9000S es \IIIIrTJ` ADDRESS: 9000 SW WRHMI RD. r e LOCATION: TIGARD,CR FM 1 _ I'. i DRAWN SY AN ICXECK RV: LLM 'REF DWG: + •R JOB COLOR. ORANGEPND YELLOW STATUS: Stair 01CUT BY CONSTRUCTOR FOR CONSTRUCON NNO)9 � _ LG I OCCUr BY: DRAWING NO. fEe FAB BY: E6001 0G cXECKeD Br. 0o D n' EU o -o s N N{ m �I. 3 CDCD • 2 to J r I H' SS4X4X4 A�` \0 v Q •oti-1'ti €� ��QQQQ N L Q-QQQ100 3 , HSS4X4X4 QQQ0QQQQQv QQQQ . — co - �Q0 0 0°0QQQQQQ0Q o ff, 0 ��00� �aQ4Q4QQQQQ C.�; 0 Qk6QOrr�Q�Qil-ftQQAQ ���� Q-Q-Q�Q,►Qv ��'Q44aQQQQQo Q N �14 AVGQQQ}tiv li o ' HSS4X4X4,,`3 W a v N J O V m Y 41, /Al z x III 1111 '11II �II, 1IIII�1I I� II �I 11gksf li �1 II I v-704.411b/ft r. 706 1 3ib\ ,-=-- -<. d I'�-704.411b1fl -r ,. \ . .- +" , 40,940 m °'1 »' �,R'i ts. ' .4*'- • 4017 Loads:LC 5,IBC 16-2(a) Envelope Only Solution Eclipse Engineering WAS Tigard HS Stair 1 Aug 20, 2019 at 2:18 PM 18-04-171 1.2D+ 1.6L STAIR 01-REV1.r3d Y Z X Al11 -054ksf ��1 3261blR A'181.5211b'ft I " r ��' 182 03 � � Pt MS' " ...F goo • 4r^ . ® vv 10 -182 03 DM •, ��'! -+-.igodS Q • • Loads:LC 6,1.2+.2Sds D+E-X+ Envelope Only Solution Eclipse Engineering WAS Tigard HS Stair 1 Aug 20, 2019 at 2:21 PM 18-04-171 1.2+.2Sds D + E - X+ STAIR 01-REV1.r3d Y 4011* /� Z X 111 �$II'' .� O54ksf 1 N181.5211b/fl ! ,� -182.0.01 fi =181.52111)/ft �r, -�-, �-+ *-:�-F -.±.41611. 44110. -1820471b/ft r"Gt, + +y t �%}} a- • ii�Q © F" + d 4eao'© Loads:LC 9,1.2+.2Sds D+E-Z-1 Envelope Only Solution Eclipse Engineering WAS Tigard HS Stair 1 Aug 20, 2019 at 2:21 PM 18-04-171 1.2+2Sds D + E -Z-1 STAIR 01-REV1.13d Y Z x -, 064.4 • #4. 4' 156.5 721 3 1600.2 408 I., _ ��y s% ..• �c• .i.,. leP C� d �, 2324.E �aygpaQ►p s36.7 4 d G> c> c� pO.sCv i •' <,�d�� p � pl�pC� pC�' "dt> daeae� eac� 1S• , ddC> tyeaC0Cae� t- "Cg �pta�e�eacyacs -581.8 p 509.1 44 b�Ci�Ci�CD I�ii 2 '7.6t Eh 1ii .i 925.4 Envelope Only Solution Member Axial Forces(lb)(Enveloped) Eclipse Engineering WAS Tigard HS Stair 1 Aug 20, 2019 at 2:25 PM 18-04-171 member Axial Forces STAIR 01-REV1.r3d Code Check (Env) 4091 10 41 No Calc 0 Z X .75- 0 75-.9 0 .50-.75 0.-.50 0/0 i• 531•.21 1156.1 -602.9 2824.9 31.9/8.6 a 4541.• -2886.9 2Q -994.5 2927 99.9/ 0� r oese> © ta CO'© -27;;�©oo©k d©ddo -57©p�0004:04 OOd©d© 14 ©OOd4-)es. �' tit OOppOnpgp ►O�istiro - -. -.2 ' 0 0 0 .16,. O©�peQ9dp00d �► 'fp©0�©O©�0g40pppr .. - 2.7 -.2/-1.7 OPOn©oixts dOdO 732.3/223A <dp0p00ddbdd 20053/5441.2 CO 000040 ean0ae� -4.8/-33.7 �ir� 9509.1/3115.2 -3.2/-13 -327.2/-1206.1 . 1.8/-74.8 7, 40.5 225270 66p 1802.7 -17.9 8925.4/2997.6 Per the GRI report on the SOG, the subgrade modulus for the slab is 175pci. Based on this value and the attached white paper by Shentu, the allowable capacity for a 4" thick, 3000 psi concrete slab on grade with a 10" baseplate is 22 kips. The worst case allowable load is 16 kips, therefore, the slab is ok. Member Code Checks Displayed(Enveloped) Envelope Only Solution Reaction and Moment Units are lb and lb-ft(Enveloped) Eclipse Engineering WAS Tigard HS Stair 1 Aug 20, 2019 at 2:13 PM 18-04-171 Envelope Reactions and DCR Bending Check STAIR 01-REV1.r3d Project Title: STAIR01 LANDING Project Engineer: Project Descr: Steel Beam File=C:\UserstwhietterISHAREF-1VFAVORI-1\18-04--1103-ENG-1\Tigard HS Bracing at stair 1.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18 8.25 . Lic.#:KW-06005483 Licensee: ECLIPSE ENGINEERING INC Description: --None-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ❑(0.12�L(O.3) L4x4x3/8 Span=8.50 ft A I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.040, L=0.10 ksf, Tributary Width=3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.924:1 Maximum Shear Stress Ratio= 0.091 1 i Section used for this span L4x4x3/8 Section used for this span L4x4x3/8 i Mu:Applied 5.636 k-ft Vu :Applied 2.652 k l Mn"Phi:Allowable 6.096 k-ft Vn*Phi:Allowable 29.160 k • Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 4.250ft 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 0.282 in Ratio= 361>=360 i Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.396 in Ratio= 258>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn.L= 8.50 ft 1 0.249 0.024 1.52 1.52 6.77 6.10 1.00 1.00 0.71 32.40 29.16 +1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 8.50 ft 1 0.924 0.091 5.64 5.64 6.77 6.10 1.00 1.00 2.65 32.40 29.16 +120D+1.60L+0.50S+1.60H Dsgn.L= 8.50 ft 1 0.924 0.091 5.64 5.64 6.77 6.10 1.00 1.00 2.65 32.40 29.16 +1.200+1.60 Lr+0.50L+1.60H Dsgn.L= 8.50 ft 1 0.436 0.043 2.66 2.66 6.77 6.10 1.00 1.00 1.25 32.40 29.16 +1.20 D+1.60 L r+0.50W+1.60 H Dsgn.L= 8.50 ft 1 0.213 0.021 1.30 1.30 6.77 6.10 1.00 1.00 0.61 32.40 29.16 +120 D+0.50 L+1.60 S+1.60H Dsgn.L= 8.50 ft 1 0.436 0.043 2.66 2.66 6.77 6.10 1.00 1.00 1.25 32.40 29.16 +120D+1.60S+0.50W+1.60H Dsgn.L= 8.50 ft 1 0.213 0.021 1.30 1.30 6.77 6.10 1.00 1.00 0.61 32.40 29.16 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 8.50 ft 1 0.436 0.043 2.66 2.66 6.77 6.10 1.00 1.00 1.25 32.40 29.16 +1.20 D+0.50L+0.50S+W+1.60 H Dsgn.L= 8.50 ft 1 0.436 0.043 2.66 2.66 6.77 6.10 1.00 1.00 1.25 32.40 29.16 +1.20D+0.50 L+0.70 S+E+1.60H Dsgn.L= 8.50 ft 1 0.436 0.043 2.66 2.66 6.77 6.10 1.00 1.00 1.25 32.40 29.16 +0.90D+W+0.90H Dsgn.L= 8.50 ft 1 0.160 0.016 0.98 0.98 6.77 6.10 1.00 1.00 0.46 32.40 29.16 +0.90D+E+0.901-I Dsan.L= 8.50 ft 1 0.160 0.016 0.98 0.98 6.77 6.10 1.00 1.00 0.46 32.40 29.16 Project Title: STAIR 01 LANDING Proecter: Project Descr: Steed Beam File=C:\Users\whietter\SHAREF-1\FAVORI-1118-04--1103-ENG-11Tigard HS Bracing at stair t.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . Lic.# KW-06005483 Licensee;ECLIPSE ENGINEERING INC.: Description --None- Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.3956 4.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.785 1.785 Overall MINimum 0.306 0.306 +D+H 0.510 0.510 +D+L+H 1.785 1.785 +D+Lr+H 0.510 0.510 +D+S+H 0.510 0.510 +D+0.750Lr+0.750L+H 1.466 1.466 +D+0.750L+0.750S+H 1.466 1.466 +D+0.60W+H 0.510 0.510 +D+0.70E+H 0.510 0.510 +D+0.750Lr+0.750L+0.450W+H 1.466 1.466 +D+0.750L+0.7505+0.450W+H 1.466 1.466 +D+0.750L+0.750S+0.5250E+H 1.466 1.466 +0.60D+0.60W+0.60H 0.306 0.306 +0.600+0.70E+0.60H 0.306 0.306 D Only 0.510 0.510 Lr Only L Only 1.275 1.275 S Only W Only E Only H Only C NI ) �O NB Y-- -- ICI noI R�+yYTnRR TN1 W. qNs MWVI a. N'aMT1 rip ware LLxn la< Ns RAI,Fs i'�� p c1AN 1 w� — I'li _• NNEr — ■N FrIIi R al xrvuxv, —�I 1' it ,I Illi1 nl w r.«,nem. .�=r.� r1a7T L MOO G §u' E E CIAA : F. L Q .E � �I II I ma ( No F'-- -- f=— `� A Fw AD4N9U Only mama PG xsseFazas ~� I I.I 'w°rNoxce 1 BC Fwlpparal Only119PoRR010 PG For/ylpav9 Only ttNSr1018 RS A E .;�i 0 For Field IDS01NL]019 RS +�iI REV. DESCRIPTION DATE SY / 1DvA R SEQ 7 STAIR x 1 tIICI 1�MCERTIFIED Welding&SteellnE. ,11 JJII 7FABRICATOR f W,R.0NN-G„a....isN.°a w G,,,„ao...„,,,,,91 1]Fi01 FROJEu-1- TIGARD HIGH SCHOOL N,F 1,- T6aT PROJECT R'. TIG814 y�CIIYTO7 ADORESS• BOOB M SW DHAM RB. no W•n. LOCATION. TIGARD.OR WOW DRAWN BY;NI ICHECK BY WA IRE OWG: _ JOB COLOR; ORANGE ASS)YELLOW STATUS: L—J CUT BY: FOR CONFTRNOTON LAYOUT BY: DRAWING NO. FAR BY: E7001 CHECKED BY mFa MNIIIIII ^�rl1 (many_ �: -y IIIII1v .r- , _ - - - . 11-01,14: r� 'I 6, „ 114,,,,..w.„,_.:a. NI v P i i lire IIyaROD PPE,IWC1140 — s ,, i i_ NY). — - 11 i r NC t i C ) i lea ( NI ) ,.. G I ze we .n - .- vIXI--� ' GI DRAWL PER Mal ;As— ;,rriI E� � ^ m9 BE AL 1 IF1ø !ø' ci BA FForM«vaI RIrC FANISSIOVAONT-01 in &fiQN1D011BB POPO 11p[,B RSIr 0 For FAD Use 01/18,1019 RS REV. DESCRIPTION DATE BY ,Io Plxal.yscwa ,a^ L,Jr - : IiPr DVnNIsKI10I ! lII5 1 nae rRE,.vRa,ao a zsz l..r asxrw.+.o rez� ZFABRICATOR ,•irE,.ascwo rNa«Ixi a«I�Ic — — _ — — K " � P. r RROJECT. TIGARD HIGH SCHOOL tl �`��yJ r ;1�y� PROJECT It TIGdu E_E ~ ' FTRf�I�li 1:fi i t L. ADDRELOCATIOSN 9,P%SMAR S RD, �, LOCATION: TIGARD ORW]31 _._._ -y__ v74 ve DRAWN BY:AN Ip1ECK BY LOU 'REF S: Stair 02I JOB cowl:, ORANGE AND YELLOW STATUS CUT IV: FOR CONSTRUCTION al LAYOUT DV: DRAWING NO. FAB BY: CHECKED BY: E7002 Y 40 40 z x ''It :lift W; ?{a f 5 R i c 3 fa n y 7 i11tv�K�A ��. � � a II�I�M���Iff I ^ i '. 2 { n�i:.+ Kok tiv G?- 11 K • `4 , "1 Y . h tf ) t a,. S✓J 8 Loads!LC 10,IBC 16-2(a) Eclipse Engineering WH WAS STAIR 02 Aug 20, 2019 at 3:30 PM 18-04-171 1.2D +1.6L STAIR 02.r3d , ► z x m3 ,s m w . \: ` > ' '\ ( .. ., .', y . ' !` tea « k `1, . ««_e �� \� \ ~ » t: + \ . w 2! ..... , Aa6. - x a , . yx «« ,.%4.'• " t4A.4-1.V..44.L..a » mom`®~ . » / ` ' , , > . y , ' "a ' Loads.z*IBC,6-5w Eclipse Engineering &H-AAS s*RU �g &, m19kImPQ &ma 2 Ie 1E5 ( STAIR o 02.r3d , �► z x «d£\% \ \ —_m . � a .� .. §, : g < ,» » _ \ \ .. > < » « %» � mam \ \ \ < \z s�: °»? % � ^ 6�/ �� . yy � \\ ~ ?. . �% t z �_, 2 / ^ © > 2 »� t ° . om«` 6\ y ` 6%2 < .yam y • _»z»IBC,w% Eclipse Engineering WH-WA STAIR o Aug 2 , 219 k3a1PU 1E0d 2 Gc1ES (b smRo a Y 110 Z X -.5 1755.1 -1857.2 9 23380.7 -316.2 17 ...4 ° �- 431.3 -26.4 88.1 - ;?3 . . 18 •. 534.8 -210.3 r -500.7 -376.6 4 -260.6 84 -94447/0 1 — rA1A 342.3 19067.2 -23383 -343.4 2 5243.2 9446., I 594 -594.8 8459.2 I • 8 LOADS SUPERIMPOSED ON THE STRUCTURE BY THE W8x10 BEAM Envelope Only Solution Reaction and Moment Units are lb and k-ft(Enveloped) Eclipse Engineering WH-WAS STAIR 02 Aug 20, 2019 at 3:44 PM 18-04-171 Reactions STAIR 02.r3d .Y A Z X 9 �i c12X20 7 .0. 1 0 �..10 -0) �... c12X20.7 01/41A o 7 2 07 8 Envelope Only Solution Eclipse Engineering WH-WAS STAIR 02 Aug 20, 2019 at 3:45 PM 18-04-171 Sections STAIR 02.r3d Code Check (Env) ,•; No 1.0Calc 14 Z X .90-1.0 75-.90 .50-.75 0:.50 44 28 i 3� 2S Member Code Checks Displayed(Enveloped) Envelope Only Solution Eclipse Engineering WH-WAS STAIR 02 Aug 20, 2019 at 4:36 PM 18-04-171 Envelope Unity Check STAIR 02.r3d Project Title: STAIR 02 LANDING Proect r: Project Descr: File=C:\Users\whietterlSHAREF-1lFAVORI-1118-04-1\03-ENG-1lrgard HS Bracing at stair 1.ec6 . Steel Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . tic..#:KW-06005483 Licensee 1°ECLIPSE ENGINEERING INC. Description: --None-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i D(0.1482 L(0.37) _ L L4x4x3/8 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.040, L=0.10 ksf, Tributary Width=3.70 ft DESIGN SUMMARY Design OK ' Maximum Bending Stress Ratio = 0.773: 1 Maximum Shear Stress Ratio= 0.092 : 1 Section used for this span L4x4x3/8 Section used for this span L4x4x3/8 Mu :Applied 4.714k-ft Vu:Applied 2.694 k Mn*Phi:Allowable 6.096 k-ft Vn"Phi:Allowable 29.160 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 3.500ft 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 0.160 in Ratio= 524>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.224 in Ratio= 374 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm Vu Max Vnx Phi"Vnx +1.40D+1.60H Dsgn.L= 7.00 ft 1 0.208 0.025 1.27 1.27 6.77 6.10 1.00 1.00 0.73 32.40 29.16 +1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 7.00 ft 1 0.773 0.092 4.71 4.71 6.77 6.10 1.00 1.00 2.69 32.40 29.16 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 7.00 ft 1 0.773 0.092 4.71 4.71 6.77 6.10 1.00 1.00 2.69 32.40 29.16 +1.20 D+1.60 Lr+0.50 L+1.60 H Dsgn.L= 7.00 ft 1 0.364 0.044 2.22 2.22 6.77 6.10 1.00 1.00 1.27 32.40 29.16 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 7.00 ft 1 0.178 0.021 1.09 1.09 6.77 6.10 1.00 1.00 0.62 32.40 29.16 +120 D+0.50 L+1.60 S+1.60 H Dsgn.L= 7.00 ft 1 0.364 0.044 2.22 2.22 6.77 6.10 1.00 1.00 1.27 32.40 29.16 +1.20D+1.60S+0.50W+1.60 H Dsgn.L= 7.00 ft 1 0.178 0.021 1.09 1.09 6.77 6.10 1.00 1.00 0.62 32.40 29.16 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 7.00 ft 1 0.364 0.044 2.22 2.22 6.77 6.10 1.00 1.00 1.27 32.40 29.16 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 7.00 ft 1 0.364 0.044 2.22 2.22 6.77 6.10 1.00 1.00 1.27 32.40 29.16 +1.20D+0.50L+0.70S+E+1.60H Dsgn.L= 7.00 ft 1 0.364 0.044 2.22 2.22 6.77 6.10 1.00 1.00 1.27 32.40 29.16 +0.90D+W+0.90H Dsgn.L= 7.00 ft 1 0.134 0.016 0.82 0.82 6.77 6.10 1.00 1.00 0.47 32.40 29.16 +0.90D+E+0.90H Dsan.L= 7.00 ft 1 0.134 0.016 0.82 0.82 6.77 6.10 1.00 1.00 0.47 32.40 29.16 Project Title: STAIR 02 LANDING Proecter: Project Descr: Steel Beam File=CaOsers\whiettefSHAREF-IIFAVORI-1118-04-1103-ENG-11TigardHS Bracing at stair 1.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25 . Lic.#:KW-06005483 Licensee r ECLIPSE ENGINEERING INC. Description: --None-- Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2244 3.520 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 1.813 1.813 Overall MINimum 0.311 0.311 +D+H 0.518 0.518 +D+L+H 1.813 1.813 +D+Lr+H 0.518 0.518 +D+S+H 0.518 0.518 +0+0.750Lr+0.750L+H 1.489 1.489 +D+0.750L+0.7503+H 1.489 1.489 +D+0.60W+H 0.518 0.518 +D+0.70E+H 0.518 0.518 +D+0.750Lr+0.750L+0.450W+H 1.489 1.489 +D+0.750L+0.750S+0.450W+H 1.489 1.489 +D+0.750L+0.7505+0.5250E+H 1.489 1.489 +0.60D+0.60W+0.60H 0.311 0.311 +0.60D+0.70E+0.60H 0.311 0.311 D Only 0.518 0.518 Lr Only L Only 1.295 1.295 S Only W Only E Only H Only ( A ) ( y ) 0 EMI I . ® DET.2 N , wlL � '1rvs 1 I v M % 0 aNiimfm• IIK , a ,_ _ XA % motµ II �iml� • y NM I I I I Ii`�h1 .J Wlw III l' PL�xb UMMb—� ltlt® Y ..4 Il y�yv,, -iai /_ 1x WID]Ol vlN`6 �� D D • dWMK CXWNEL EPA%N L 3 ■ ' i'iiiiiI _� ''oq 21 lam — 1 AlL'YMb Lw✓a m / .. , w1�I 'I G 1 EPPW %0 1111� .per �_ Pwws LIWBYIFeLW1I� S �® '�iir- i C,SMN, A�li�` 'WEE aeV/�.DR ,Y -, 1 i All'...-1.- Irlir 1 i lil w Mng II/ hIII'I=II I,. IWw 9LV v f a •II II I �I.:I IlWDR4L Pi a IKK PEitARR BED ID STAIR S FRAMING POW 0 OM elral yi 101N D%] I 15y 5 lolol 1 T$1] l A ) QQi (Aa) ^�� MOW �4 1t xv, ,IP�osEw.re.,. •p Iy . _ PERSON IPxrwPUL 'wndw. 1 r"s i ITI u w � �������� Rya III -- cl>xmo W � A FaAroma Op) BLbInB15 JP p (1.1 —._—.— p : II' l, .,Y W •• o Fd LINCux M2@ols RS ••Y deY'i1 :60220S i. 1 I REV. DEGLRIPIIOX DATE ay e 02 AIIY,;116011:7,6 °°1 I011 en S1fix]9.9 1 I IL F s 1 ,�� wml sw I r Welding&Steel lnt t1ICD�) FABRICATOR ,— SST.1 cWN9 a x,u..Bu.G,.N..nN 'Z FABRIUTOR _ II PROJECT: TIGARD HIGH SCHOOL I IVG PROJECTS- TIG816 e ADDRESS'. SO]SW DURHMISS. iY r tlploMlNl;xs 4 LORAwxION'. TIGARD.OR WII9 B0 Stair 05 A BY:AN REY LO: LN JOB COLOR: ORANGE ND YELLOW [REF DWG' STATUS: CUT BY'. FOR COXCTRVCTNR LAYOUT BY: DRAWING NO. FAB BY' CHECKED GI: - E10001 Y Z 40 X Stair 05 A' ..� 0 0 G12(20 7 o cp o x qr' 39 X X2°7 3 G12 7 cn cn - 5 A x •� G1� 2�� 71- oN c 07 X \ .., `* /_'', 3 i i 6 z��\ 2 X 0) cn N.1; 4 Members Mar 28, 2019 at 3:28 PM Member Shapes STAIR 05.r3d Y Code Check (Env) No Calc > 1.0 1� .90-1.0 Z X .75-.90 .50-.75 0:.50 ' 7s 14 . ��. • s • • 77 .15 `�V �=- rI 5 • e 1 ' o IP 77 3 it. 40 - `:./, 2 r. 0 \ `4 4 Member Code Checks Displayed (Enveloped) Envelope Only Solution Design Check Mar 28, 2019 at 3:31 PM Unity- Bending STAIR 05.r3d Y 10 010 Z X -.041ksf . a t, >d< �'4!....-:,'� F IN3PINIV v• j:: .1.11014t.\,......... !.4.01.4014,„. 6 `:d i ...„,,,,t,w....0,..,,,,,...,.. ., ,400.064.:seck 1]10 .Vv t. II 1„ 0 If f 05ksf ` r'o +4 . f -.',,,,p,i,,, tor 44.t.,,,,,, • 2/.r'p a'� / X �O j y :Yitk A CO X Cl.? Oj .,,:' _ X Ste: v „.I. 3 � .,.0 i 6 .s/, 2 X u) ZoiF 4 Loads: DL - Dead Load Loads Mar 28, 2019 at 3:29 PM Dead Load STAIR 05.r3d Y /4� /. Z XI <, , . h. ro y� 5,. irZ� • a lOrristo c .a, ., r J -? -.1 ksf V0 \\ 2ksf c' €A X •7 /�,`4h 43l �1�' � G �+ . : /y lig ' 22 WOO b�'i Y'Y \.�i l �•� X i Cxs n 7 .vil 2.szr� . $,„,;. _X 2oj V --• X '.1 71- o,;c ��0/ '' 3 = 6 JN._ 1< ASX 'a/=, 2 X cn I :'.1 ':',/i, 4 Loads: LL- Live Load Loads Mar 28, 2019 at 3:29 PM Live Load STAIR 05.r3d Project Title: STAIR 05 LANDING EsCr. Steel Beam File=Cl Users 1whietter\Desktop\STAIR 05 Landing Angle.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lip.#:KW-06005483 Licensee:'ECLIPSE'ENGINEERING INCH Description: STAIR 05 Landing Angle CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I o D(0.15a L(0-3) L4x4x318 �Y� f'a'•, :AL Span=8.0 ft J Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.050, L=0.10 ksf, Tributary Width=3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.866: 1 Maximum Shear Stress Ratio= 0.091 : 1 Section used for this span L4x4x3I8 Section used for this span L4x4x3/8 I Mu:Applied 5.280 k-ft Vu:Applied 2.640 k 1 Mn*Phi:Allowable 6.096 k-ft Vn*Phi:Allowable 29.160 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 4.000ft 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 0.221 in Ratio= 433)=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.333 in Ratio= 289 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces &Stresses for Load Combinations J J Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 8.00 ft 1 0.276 0.029 1.68 1.68 6.77 6.10 1.00 1.00 0.84 32.40 29.16 +1.20 D+0.50 L r+1.60 L+1.60 H Dsgn.L= 8.00 ft 1 0.866 0.091 5.28 5.28 6.77 6.10 1.00 1.00 2.64 32.40 29.16 +1.2 0 D+1.60 L+0.50 S+1.60 H Dsgn.L= 8.00 ft 1 0.866 0.091 5.28 5.28 6.77 6.10 1.00 1.00 2.64 32.40 29.16 +1.2 0 D+1.60 Lr+L+1.60 H Dsgn.L= 8.00 ft 1 0.630 0.066 3.84 3.84 6.77 6.10 1.00 1.00 1.92 32.40 29.16 +1.20D+1.60Lr+0.50W+1.60H i Dsgn.L= 8.00 ft 1 0.236 0.025 1.44 1.44 6.77 6.10 1.00 1.00 0.72 32.40 29.16 +1.20 D+L+1.60 S+1.60 H Dsgn.L= 8.00 ft 1 0.630 0.066 3.84 3.84 6.77 6.10 1.00 1.00 1.92 32.40 29.16 +120 D+1.60 S+0.50W+1.60 H Dsgn.L= 8.00 ft 1 0.236 0.025 1.44 1.44 6.77 6.10 1.00 1.00 0.72 32.40 29.16 +1.20 D+0.50Lr+L+W+1.60H Dsgn.L= 8.00 ft 1 0.630 0.066 3.84 3.84 6.77 6.10 1.00 1.00 1.92 32.40 29.16 +1.20 D+L+0.50S+W+1.60H Dsgn.L= 8.00 ft 1 0.630 0.066 3.84 3.84 6.77 6.10 1.00 1.00 1.92 32.40 29.16 +0.90D+W+1.60H Dsgn.L= 8.00 ft 1 0.177 0.019 1.08 1.08 6.77 6.10 1.00 1.00 0.54 32.40 29.16 +1.20D+L+0.20S+E+1.90 H Dsgn.L= 8.00 ft 1 0.630 0.066 3.84 3.84 6.77 6.10 1.00 1.00 1.92 32.40 29.16 +0.90D+E+0.90H Dsan.L= 8.00 ft 1 0.177 0.019 1.08 1.08 6.77 6.10 1.00 1.00 0.54 32.40 29.16 Project Title: Engineer: Project ID: Project Descr: Steel Beam File=C:\Userstwhietter1DeslMp\STAIR 05 Landing Angle.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06005483 Licensee:ECLIPSE ENGINEERING INC. Description: STAIR 05 Landing Angle Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max.°+"Defl Location in Span +D+L+H 1 0.3325 4.023 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.800 1.800 Overall MINimum 0.360 0.360 +D+H 0.600 0.600 +D+L+H 1.800 1.800 +D+Lr+H 0.600 0.600 +D+S+H 0.600 0.600 +D+0.75OLr+0.750L+H 1.500 1.500 +D+0.750L+0.750S+H 1.500 1.500 +D+0.60W+H 0.600 0.600 +D+0.750Lr+0.450W+H 0.600 0.600 +D+0.750S+0.450W+H 0.600 0.600 +0.60D+0.60W+0.60H 0.360 0.360 +D+0.70E+0.60H 0.600 0.600 +D+0.750L+0.7505+0.5250E+H 1.500 1.500 +0.60D+0.70E+H 0.360 0.360 D Only 0.600 0.600 Lr Only L Only 1.200 1.200 S Only W Only E Only H Only 5E\ LI PS ECLIPSE- ENGINEERING .COM ENGINEERING Stair 05, inside stringer weld to landing header PLEASE CONFIRM Design Forces from RISA: OR PROVIDE WELD PX:=2 kip Py:=3 kip ��¢Q ? P:= V P 2 y2 x +P =3.606 kip Determine MIN. length of weld: 10101 ORn:=P D:=4 in C15X33.9 Irmo �Rn =0.648 in G- G 1.392 ksi•D Ensure MIN. 1/4"fillet weld,2" long both sides of inside stringer 4 4 ., I g I1 M1Mx Age.* FI 6 • I. `. 26001 msa Ij.. II rX44A3A2N I I` § b. . .'lIB7R'B32aSl'] I 4 _9,X1 --� I d I e_ t HSNUUHDEO w al`- „fl Ini 1 ,., 4. R'R lemma 1 .11 iii 414. ..all IMN II IIIIHIIIIIIIIN r. BSEU 25 STAIR 11 FRAMING PLAN 11 II1JlL 1� ���� I11111ININ I,�' I111A 5 IMF`I��IIILIIIII I Pa R ,,I, CO%,).1 ill I HANDRAIL STAIR 1 `� ` A For Approval Only 0E0209 RS I ��T � XX DET.z DET.1 i 0 For Field Uss SE20/2019 RS -_ - 9N- --- Si REV. DESCRIPTION DATE BY 26801x }y� EC, 81'FV1FdS� .'iLlt =/AF.Fr oE*"LZ _ Welding&Steel Inc. .{(i15�')"—^CERTIFIED BRI zsxw.YasN.'"'"a..meawa "'" —CATOR Nrlmal9zm F..rsml sesmN Stair 17 11-13. PROJECT: TIGARD HIGH SCHOOL PROJECT v: TIG016 ADDRESS. 9[W 9W DURHAM RD. LOCATION: SCARP.OR NMDRAWN BY:EX !CREEK BY: RO REF OWO. JOB CCWR: ORANGE AND YELLOW STATUS: OUT BY'. FOR CONBTBUCTIOM LAYOUT ay: DRAWING NO. FAB BY'. CHECKED BY: E26001 1111k- • Stair 17 C Ggy1� , 9 p�13- M 2 i a12 ?-? 15 a X x O ,� _ •,l", 0 6 5 Envelope Only Solution Eclipse 2 Phillip G RisaModel July 25, 2019 at 10:11 AM TIG Member Shape RisaStair17.r3d Code Check (Env) '; No>1.0 Calc 111 z x .90-1.0 .75-.90 .50-.75 0..50 02 05 A.7 i • m py o 0 ,1 2 :'\e 0i 4 N O 0 N6 5 Member Code Checks Displayed(Enveloped) Envelope Only Solution Eclipse 1 Phillip G RisaModel July 25, 2019 at 10:10 AM TIG Unity RisaStair17.r3d Y Piid 3 r- { ,+.fi�tt +'e.. tleti Y a 4 ,1';€ '.4. ! 6 b•. 4,J15 Ml ' r�C 5 Loads'BLC 1,Stair LL Envelope Only Solution Eclipse 2 Phillip G RisaModel July 25, 2019 at 9:53 AM Stair Live Load = 100psf RisaStair17.r3d Y z Aiti y #ft ; eitki y % . �k ax a ,ertOrAtewttetk:pols:,,,fe.o.:11,.., Q ? ,-.04ksf 2 . ,f�➢015 �N 11 . ;"� .ti ' 5 Loads:BLC 2,Stair DL Envelope Only Solution Eclipse 3 Phillip G RisaModel July 25, 2019 at 9:53 AM Stair Dead Load = 40psf RisaStair17.r3d ECLIPSE ECLIPSE - ENGINEERING COM ENGINEERING Base Plate Design: (LRFD) Design Parameters: �:=0.9 Fy:=36 ksi f'c:=3000 psi Max. Reactions from RISA: Pa:=20.2 kip V :=0 kip Insert Plate size: t:=0.75 in length_plate:=10 in Post size: HSS 4x4x4 w:=4 in Check Plate Size based on edge distance and concrete crushing: PAp:= ° =6.733 in2 c Iminl:=w+3 in=7 in I6n2:=\/Ap =2.595 in Imin'=max(Iminl,lmin2) =7 in Result:=if(length_plate>Imin,"OK","FAIL") Result="OK" Check Plate bending based on max. downward force: Areap1p1e:=length_plate2 =100 in2 Sx:_(sl •length_plate•t2 =0.938 in' Pa ` 1 Qcana:= =202 psi Area plate 1:= length_plate—w =3 in 2 2 Mmaxm :=Qwnc•length_plate• 12=9090 lbf•in fy:= MS°x =9.696 ksi x Result:=if(0.Fy>fy,"OK","FAIL") Result="OK" U:= Fy =0.269 y . ECLIPSE ECLIPSE - ENGINEERING .COM ENGINEERING Check shear on baseplate based on concrete bearing: Vbearing'=Qconc•length_plate•I=6060 lbf Result:=if 3' Vbearing <O.6•fy,"0K","FAIL" Result="OK" 2•t•length_plate / ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING Handrail Spacing Using AISC ASD,ANSI/NAAMM AMP 521 Handrail Properties. Post height- h:=3.5 ft Yeild strength Post- FF_p:=36•ksi Post dimensions- b:=1.5•in d:=1.5•in Omega Factor- fib:=1.67 Design point load- P:=200•lbf Design uniform load - w:=50.pl f Post Capacity Calculation. (Post: 1.5 " Sq. Solid Bar_A36) Plastic Section Modulus for ZP:= (b.4 2� =0.844 in3 Post- Zp Allowable Moment capacity for 4 p:=Fy p•] =18.19 kip•in Post- 6 ECLIPSE ECLIPSE - ENGINEERING COM ENGINEERING Post Spacing Based Intermediate. Post Strength. Concentrated Load- Load Distribution Factor per NAAMM AMP521- (Assumed 3 plus span condition) Minter`=Fi•P•h Mint„=5.04 kip•in N +nter Result P r"OK" "fai » Result=uOK" =0.277096 (Mint„ p p_P Uniform Load- Max post spacing- L ltilp-p =8.661 ft naax3' 'ill•h Post Spacing Rased Fnd Pnst Strength. Load Distribution Factor per NAAMM AMP521- Concentrated Load- F :=0.82 (Assumed 3 plus span condition) MEnd:=Fe•P•h A7End=6.888 kip•in Result,:=if(MEnd<Mp_P> >"OK" "fail") Resultc="OK" MEnd =0 378698 Mpp Uniform Load- Lmax4:= NIP P •2=207.87 in w•h Max post spacing- Lmax:=min(L7r U 3+Lnw.x4) Lmax=8.661 ft (Max Spacing to be called out in plans is 5.0') 5 EC LIPSE ECLIPSE - ENGINEERING COM ENGINEERING Handrail Spacing Using AISC ASD,ANSI/NAAMM AMP 521 Handrail Properties. Post height- h:=4 ft Post wall thickness- t,,,:= •in Post dimensions- b:=1.5.in d:=1.5.in 4 Design point load- Y:=200•lbf Yeild strength Post- Fyf:=36.ksi Design uniform load - w:=50•plf Omega Factor- .Czb:=1.67 PostIRail Capacity Calculation. (Post: HSS 1.5 x 1.5 x 1/4_A36) Inside dimensions- dl:=d—(2•tw) b1:=b—(2•tu;� Plastic Section Modulus for ZY:— =0.594 in(b•d2) (b� d'2) 3 Post- 4 4 Zp Allowable Moment capacity for ltlp P:=Fy v• =12.8 kip•in Post- . ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING Post Spacing Based Intermediate Post Strength- Concentrated Load- Load Distribution Factor per NAAMM AMP521- F;:=0.6 (Assumed 3 plus span condition) Mi,tter:=FF•P•h Mint„.=5.76 kip•in Result:=if(M <My_P> ,"OK" "fail") Result="OK" Minter miter =0.450021 '"pP Uniform Load- Max post spacing- Lmaxi'— M''-P =5.333 ft w•h Post Spacing Based End Post Strength. Load Distribution Factor per NAAMM AMP521- Concentrated Load- Fe:=0.82 (Assumed 3 plus span condition) MET,d:=Fe•P•h M End=7.872 kip•in Resultr.'•= E-ad if�M <Mp_P,"OK","fail") Result ="OK" ME"t =0.615029 — p P Uniform Load- L",�,,:= wPh •2=127.994 in •Max post spacing- Lmax=min(Lmax3,Lmax4) Lmax=5.333 ft (Max Spacing to be called out in plans is 4.0')