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Report • B P2OI9- 00320 //560 LW ('7 th "Iv v- + OFFICE, COP' OFNHP - TIGARD TIGARD, OR STRUCI ORAL CALCULATIONS DESIGN CRITERIA: DC1 ,iv. "I t'a,i FOLDING PARTITION: FP1-FP 15 N. !' P. FY: ;N, / q ,171 v'g Ge!`f. iii1:1, 1 `&\ s ,,,-, , rt, (17 PAGES TOTAL INCLUDING COVER SHEET) FxYrr:� '3: 11/ Z da November 12, 2019 PROJECT NUMBER: 190312.01 illt ARC/RiKTURF U- P INTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO[C CIDAINC.COM W W W.CIDAINC.COM pc.I e—% OSHPD 11560 SW 67th Ave, Tigard, OR 97223, USA Latitude, Longitude: 45.4367489, -122.74526730000002 Oregon Medical Evaluations r— AquaC e tp Cr) m 9 70 N Connoisseur Concentrates ,, Q D �' New Vibe Training `^P N `',,''Gin lief Lr, n SW Baylor St GO gle Map data 2019 Date 11/8/2019,2:58:04 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil • Type Value Description SS 0.983 MCER ground motion.(for 0.2 second period) Si 0.424 MCER ground motion.(for 1.Os period) - SMS 1.088 Site-modified spectral acceleration value SMt 0.668 Site-modified spectral acceleration value SDs 0.725 Numeric seismic design value at 0.2 second SA SD1 0.446 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.107 Site amplification factor at 0.2 second F. 1.576 Site amplification factor at 1.0 second PGA 0.429 MCEG peak ground acceleration FpGA 1.071 Site amplification factor at PGA PGA,,, 0.459 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.983 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.092 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.741 Factored deterministic acceleration value.(0.2 second) S1RT 0.424 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.487 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.87E Factored deterministic acceleration value.(1.0 second) PGAd 1.016 Factored deterministic acceleration value.(Peak Ground Acceleration) - CRS 0.9 Mapped value of the risk coefficient at short periods 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 O TEL:503.226.1285 FAX:503.226.1670 E-MAIL: inio©cidairinncc cam la/1P Al /71 V10312, 01 PROJECT NAME: OI /I 1 1 1 IQVtr J. PRO. N _ 8- RN H Date VgA-1 Foldi,nj Payfiffnn c - A - Fully ex en� �� (Sps4 q )� 72y - 5elf waijhf v V v v idL: = rs{X )= Z Z. 5 p)c (1. 1" ) R � Jl-errs I Rp 1,04 . R 235" I1p v = 1.04K V = z. sIb /14 - 5,1-g1<•ft /A = 1.46 ►c•f .. = 0.07S In /t ��= az_O tl,n r = 0,706 ;it 13ehAt5 S tre65 ratio= a Z o 1364441 stress ra-rio = 1a,2 9, W17-XZ4 is a.44ftafe- Caste 1 - %Z Orem. w= 7zpl * sal-P 5el��ucl��' GJ 0)6 0.58 ) = 76 Z I b • l e- 7" to'-7" R, RZ 13ehd ih 3fres5 ►r,+iox to R, = IIZ3K d = 1,23k iVt = 7.5/It ` ct LL = 6,042_ in 4 0, S in. V I4'4 6 is Gede wa. See prrfll OU.'1' OVt r►ext 3 pages--, Project Title: Engineer: Project ID: Project Descr: -1,1 Steel Beam File=E:1adcadd11910312.000FNHP•Tigard\Structuraf artilions.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Partition-Case A(gravity) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 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 CJ O 072 W12x26 Span=21.170 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0720 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.059: 1 Maximum Shear Stress Ratio= 0.018 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 5.492 k-ft Va:Applied 1.038 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k Load Combination D Only Load Combination D Only Location of maximum on span 10.585ft Location of maximum on span 0.000 fl Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.075 in Ratio= 3377 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.'"Deti Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0752 10.645 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.038 1.038 Overall MINimum 1.038 1.038 D Only 1.038 1.038 Project Title: Engineer: Project ID: Project Descr: J Steel Beam File=E:ladcadd11910312.000FNHP-Tigard1StucturafParlitions.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Partition-Case A(lateral) CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 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: Minor Axis Bending Lt0 0225) ik try W12x26 .d� Span =21.170 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: L=0.02250 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.062: 1 Maximum Shear Stress Ratio= 0.002 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 1.260 k-ft Va:Applied 0.2382 k Mn/Omega:Allowable 20.384 k-ft Vn/Omega:Allowable 98.648 k Load Combination L Only Load Combination L Only Location of maximum on span 10.585ft Location of maximum on span 0.300 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.204 in Ratio= 1248 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+'Defl Location in Span L Only 1 0.2036 10.645 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.238 0.238 Overall MINimum 0.238 0.23B L Only 0.238 0.23E Project Title: Engineer: Project ID: Project Descr: Steel Beam File=E:ladcadd11910312.00 OFNHP-TigardtStruchuallPar6tions 6 1 Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Partition-Case B CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: ASCE 7-10 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(0 762) D{0 072) ' M W12x26 Span=21.170 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.0720 It/ft,Extent=0.0—>>10.583 ft, Tributary Width=1.0 ft Point Load: D=0.7620 k @ 10.580 ft,(P) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.081 : 1 Maximum Shear Stress Ratio= 0.022 : 1 Section used for this span WI2x26 Section used for this span WI2x26 Ma:Applied 7.506 k-ft Va:Applied 1.228 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k Load Combination D Only Load Combination D Only Location of maximum on span 10.585ft 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<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.092 in Ratio= 2765 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.'-"Den Location in Span Load Combination Max.'+"Deg Location in Span D Only 1 0.0919 10.404 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.228 0.847 Overall MINimum 1.228 0.847 D Only 1.228 0.847 Q 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL: info@cidainc.com � 9 uMN P- NAMi: D1�NH P p "` c d ��//I O3 ( Z.G I SHEET FPS By: I Qp luu I DATE: 1144-1 Fo Id 1 Part{ion Case )217. (gp4)(ga2i,l7�y�= 115ZiF II, ' ,� self' Neigtif L L L L I L L L L L t R, = 1,7 K F-Zon+rols Gonnr.GP,ok GOIu,nHi 7,441. 2_0,2�i�r 1ZZ -7- 6.3'� IS RI V - "IOC k AA Z.Z K ct • Q = 0031 in < VV )2_ x 26 is aj_s_ .4Gt,1': . ec vie-xi- )096 --- Connttiort. = 36Ksi Fu,` )(sr Try (3) 3 " 616 1400 = 5, q 7 K 50 E-- coo*roll j kdrli, n �'f n OkJy cDr Vb,„;„y _ 1,2 (0, $15inxo.2 iµ)F% _ g 3 V.�t - f _ C36,Kr gozp,zS-. 4 V+en_ncp♦ure„ 1.07 Z �v Z.le .2 F_rA;L o.4(36)'6Xl.sX.az5,) VsheAr_yield= SL 1.5 - 3Z,4 lc (65Ks;x66,04„xaLc) Vbh¢pr_ruphk rt. Z. - 3G, 6 k G-opige4 ton 06/ 4(h (c.q?710(3)= )Tact 1 L cAS D) > l /Z'- Ic GfS (Asc (3) /4 k$ �I�s Q 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 O TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidaincc..�comP /�! - PROJECT NAME: O FJ H I — I,5ar ,=R.D1 ,R./�_�//��1103 )Z . 103 )Z . 01 ,„EET rp Q UTiI.E: J _ _. BY: • v� 't DATE: 1/�I l N}�arti Nor. Coles R ss ' _ �, I: 74 K (1,0p) = 0,4(a7a5)1;= s05lb ! ) L E I 1'L-+%Z 38 a/5D5 i6) e 'opt above, door I''"In K 1 x = 55 1 (OD) 0 L Totit1 (bOE) K1_yZ (7 OW 21 7 lb/z 34 it ) Ri_y_f= 1?I lb gi j-Floor K2_n =55 Jb (1,0D) D L 741L1 (1.06) rcz RZ_y= ("7lb / i 1 lb / Il. lb ) RL=r-6= 251b . 13end; A aI Sfrrhs ratio' 11,7,0 fkz = 1. 8 3 k ().0 0) She" sil-css ra+io = I. 3% H 55 3 X 3 x '1 1; a rl e lr gee- Aexi- z ra5c5 " Slab Tar for ; (l, 5is a I,z5ft)'' = 2, 3zi k > lc= 1.33 k Ok See pri.v14" ol,11-5 or- Yl ex j iga e —> Project Title: Engineer: Project ID: Project Descr: PT 7 Steel Column File=E:ladcadd11910312.000FNHP-TgaMISWcturaPaititions.eC6. Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06006865 CIDA INC. . DESCRIPTION: (N)Partition Column Code References -Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS3x3x1/4 Overall Column Height 10.5 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included:92.169 lbs*Dead Load Factor AXIAL LOADS. . Axial Load at 10.50 ft,Xecc=4.0 in,Yecc=0.50 in,D=1 740 k BENDING LOADS... Lat.Point Load at 10.0 ft creating Mx-x,L=0.2380,E=0.4802 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1529 :1 Maximum Load Reactions.. Load Combination +D+0.750L+0.5250E Top along X-X 0.05524 k Location of max.above base 10.007 ft Bottom along X-X 0.05524 k At maximum location values are... Top along Y-Y 0.4574 k Pa:Axial 1.832 k Bottom along Y-Y 0.02287 k Pn 1 Omega:Allowable 28.249 k Ma-x:Applied 0.1332 k-ft Maximum Load Deflections... Mn-x 1 Omega:Allowable 5.693 k-ft Along Y-Y 0.03368 in at 6.060ft above base for load combination:E Only Ma-y:Applied -0.5528 k-ft Mn-y/Omega:Allowable 5.693 k-ft Along X-X -0.08164 in at 6.131 ft above base for load combination:D Only PASS Maximum Shear Stress Ratio= 0.02353 : 1 Load Combination +D+0.750L+0.5250E Location of max.above base 10.007 ft At maximum location values are... Va:Applied 0.4170 k Vn/Omega:Allowable 17.721 k Steel Section Properties : HSS3x3x114 Depth = 3.000 in I xx = 3.02 In"4 J = 5.080 in"4 Design Thick = 0.233 in S xx = 2.01 in"3 Width = 3.000 in R xx = 1.110 in Wall Thick = 0.250 in Zx = 2.480 in"3 Area = 2.440 in"2 I yy = 3.020 in"4 C = 3.520 in"3 Weight = 8.778 plf S yy = 2.010 in"3 R yy = 1.110 in Ycg = 0.000 in Q 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 O TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainnc.com V /( p V PROJECT NAME: 01 NH r� T;560. J. PRO N ,I„11 0 31Zr l/fl��y ,.f. By: RNA DATE 1.%!..• l 1et e 1z� N 6� 1h 6.z ►�) • T 1.z1? 0,54. ',OA 7d'6'I 1' Ri..- (s,41b / rno/ 21' lb/g0,41b0 Q % `'¢ x 3 )41 5,;wipsOn T' -e,r HD sez ripf out aK next' 5 es--.7 R5 = 35Ib (.DI)) Rt.. K t /' D o.7st U.5'z.5 e 701-4 K9 Ri- (7 l6/l7Ul,3/ 2. 3 117/ /3 o !1) Try 5i01r5or 4 `4 x 3" $p$ su^e-w D kay cor ` V5i7s ` 1.6 (gaol6) =67z 112 th,mcEd -Go r. 1.6 ( 172 i�r'Xz")= 550 1h u: '- 4 36 .-0, 7q 4- 1 OK us&. 0)S;Soh '' x y' 5 ps sore._! EPq SIMPSON Anchor Designer TM Company: CIDA Date: 11/8/2019 SOftlNare Engineer: Rebekah Huschka Page: 1/6 e�trongs Project: °; Version 2.8.7094.26 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Inout Data&Anchor Parameters General Base Material Design method:ACl 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch): 5.00 State:Cracked Anchor Information: Compressive strength,P.(psi):3000 Anchor type:Concrete screw 'P,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners: No Effective Embedment depth,he(inch): 1.770 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility: No Build-up grout pad:No hmin(inch):4.00 c.c(inch):2.69 Base Plate Cmin(inch):1.75 Length x Width x Thickness(inch):9.00 x 3.10 x 0.25 Sm;n(inch):3.00 Yield stress:36000 psi Profile type/size: HSS3X3X1/4 ' Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.5"(64mm) Code Report:ICC-ES ESR-2713 1 1 t t Y l k - I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. - r 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com r=PIU SIMPSON Anchor Designer TM Company: CIDA Date: 11/8/2019 Engineer: Rebekah Huschka Page: 3/6 StrongTie'e Software Project: Version 2.8.7094.26 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> • 3.1Q o' aY' �rI � Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax.925.847.3871 www.strongtie.com r-- PI, SIMPSON Anchor Designer TM Company: CIDA Date: 11/8/2019 Engineer: Rebekah Huschka Page: 5/6 Software Project: Version 2.8.7094.26 Adddresdes ® s: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com - 8.Steel Strength of Anchor in Shear(Sec. D.6.1) V.(Ib) 00,e14 4 569'000Vsa(Ib) 2855 1.0 0.60 1713 10. Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) 'Vcpg=OkcpNcng=Okcp(ANc/ANco)'Yc,NPed,N'Ys,N'Ycp.NNe(Sec. D.4.1 &Eq.D-41) k. AN (in') Ark.(in2) 'Pec.N 'Yed,N Pc N Pcp,N Ns(Ib) 0 0Vcpg(Ib) 1.0 56.39 28.20 1.000 1.000 1.000 1.000 2193 0.70 3070 11.Results Interaction of Tensile and Shear Forces(Sec.D.7,) Tension Factored Load, N,,,(lb) Design Strength,aN„(Ib) Ratio Status Steel 1 7079 0.00 Pass Concrete breakout 1 2138 0.00 Pass - Pullout 1 660 0.00 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eVe(Ib) Ratio Status Steel 39 1713 0.02 Pass Pryout 78 3070 0.03 Pass(Governs) Interaction check Nx./.Nn V,,,/oW. Combined Ratio Permissible Status Sec.D.7..2 0.00 0.03 2.5% 1.0 Pass 3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. ease Plate Thickness Required base plate thickness:0.007 inch Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. . 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Q 1589,5 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 Q TEL:503.226,1285 FAX:503.226.1670 E-MAIL:in(o@cidainc.ccoNmPIT /�/ y/(1 A y �)r1 r n/ 7 P,.. NAM'. OfJ 1 f I — 1 �0vci PRO).NO. lei O 3 Z, V , SHEET _ 1 ! IL T J By: &N ft C ) Column Ghe-e_k pc, 30195r 100psi 17,.=17pc Tv;6= 464 7,c . Q{ p p D -r o it* 1 4Pc4t,) 17 = ( 36K/931K/ 1zq is ) �Z= P) - (RS?wiz 5G 11, (bop) Py ,(15plFX 20, Sf+)/z = 1005 Ib (1,01)) )2 =(qf$p0(11,330/2 z q`f7 1, 6,00) See 1't 2 9-A e Project Title: Engineer: Project ID: Project Descr: r(713 Steel Column File=E:tadcaddt19t0312.000FNHP-TigardlStructurallPartitions.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.M:KW-06006865 CIDA INC. DESCRIPTION: (E)Column Code References Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS8x8x3/8 Overall Column Height 14 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=14 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=14 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:526.60lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.50 ft,Xecc=6.50 in,Yecc=0.50 in,D=1.050 k Axial Load at 10.50 ft,Xecc=-6.50 in,Yecc=0.50 in,D=1.050 k P4:Axial Load at 10.50 ft,Xecc=0.50 in,Yecc=6.50 in,D=1.005 k P5:Axial Load at 10.50 ft,Xecc=0.50 in,Yecc=-6.50 in,D=0.9470 k P1:Axial Load at 14.0 ft,D=36.0,L=93.0 k BENDING LOADS,. Lat.Point Load at 10.0 ft creating Mx-x,L=0.4760,E=1.010 k - DESIGN SUMMARY Bending&Shear Check Results - PASS Max.Axial+Bending Stress Ratio = 0.5856 :1 Maximum Load Reactions.. Load Combination +D+L Top along X-X 0.005810 k Location of max.above base 9.960 ft Bottom along X-X 0.005810 k At maximum location values are... Top along Y-Y 0.7214 k Pa:Axial 133.579 k Bottom along Y-Y 0.2886 k Pn/Omega:Allowable 235.112 k Ma-x:Applied 1.270 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 67.485 k-ft Along Y-Y 0.02688 in at 7.799ft above base Ma- :Applied for load combination:E Only Y pP -0.05786 k-ft Mn-y I Omega:Allowable 67.485 k-ft Along X-X -0.000451 in at 7.329ft above base for load combination:D Only PASS Maximum Shear Stress Ratio= 0.008007 :1 Load Combination +D+0.750L+0.5250E Location of max.above base 10.054 ft At maximum location values are... Va:Applied 0.6422 k Vn I Omega:Allowable 80.208 k Project Title: Engineer: Project ID: Project Descr: Ffiet File=E:\adcadd119 0312.00 OFNHP-TiganntniclurallPer itions.ec6 . I Steel Column Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06006865 CIDA INC. DESCRIPTION: (E)Column Steel Section Properties : HSS8x8x318 Depth = 8.000 in Ixx = 100.00 in"4 J = 160.000 in"4 Design Thick = 0.349 in S xx = 24.90 in"3 - Width = 8.000 in R xx = 3.100 in Wall Thick = 0.375 in Zx = 29.400 in"3 Area = 10.400 in"2 I yy = 100.000 in"4 C = 40.700 in"3 Weight = 37.614 plf S yy = 24.900 in"3 R yy = 3.100 in Ycg = 0.000 in Sketches r y • Load 3 .Aa +Y oa it Load 2 • Load 5 +}• Load 1 8.00in • Load 4 • 15895 SW 72ND AVENUE,SUITE 200 < PORTLAND,OREGON 97224 O TEL:503.226.1285 FAX, 503.226.1670 E-MAIL:info@cidainc.com 1.11 PROJECT NAME: 7� __ �b'P PRoj. No, I q 0 3�2 (/ Sn�e- r P7 ����/ V -nue: NJ1 �S ri4. B RAi{� DATE: -i D 4.75-G a,S2Sr- To d • I" = (714/ 170 1) /z53 1b/ 't34 Jd} r? ♦O.77R G,SS�2 �a-It 0604 PX� txf" �' 3 ` (2.3 iD/c6 [ III Vt IV)' 3 rk) kiG*.,er into blackih re,solves `77x" I0J, g 10 x 34 weoei. scre-w a)/ r W1,6( 159 O' VIV ti5c101q/ = v' 0/c6 1 Okay 5.+441)57)K A 311. eLy Car _ /#0lb resisfing 'ly qx %z 5D s.rews Iz=-/'" h v�srs+jnp Jx II,,