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Report RECEIVED ?CSI DEC 302014 CITY OFTIGARD Structural Calculations BUILDINGDIVISION for New Elevator Tower at - . 7150 SW Hampton Tigard, Oregon SPECIAL INSPECTION REQUIRED December 5, e d c,• of Oregon Structural Specialty Code ❑ Concrete and Reinforcing Steel DESIGN PARAMETERS ❑ Bolts Installed in Concrete 2014 Oregon Structural Specialty Code ❑ Special Moment-Resisting Concrete Frame CITY OP TIGARD ❑ RI forcing Steel&Prestressing Steel Tendons REVIEWED FOR CODE COMPLIANCE structural Welding Approved: [ ❑ High-Strenght Bolting OTC: [ ] ❑ Structural Masonry Permit#: '{')P 7)r4 —Zi 0 Reinforced Gypsum Concrete Address: -7( `- ) I c , CI Insulating Concrete Fill Suite :r $ N.' Date: l 1. -- ❑ Spray Applied Fire-Resistive Materials ❑ Pilings,Drilled Piers and Caissons ❑ Shotcrete OFFICE COPY ❑ Special Grading,Excavation and Filling ❑ Sm Control Systems -et/ Inspections6EF:i `'> si gucTuFt44 Scope of Work: t*.I PRO These calculations pertain to the analysis of one (1) tower that is to contain 1 V c,1 N : . a new elevator that is designed by others.This tower is designed to be 1... 5 vi structurally independent from the adjacent building on site. W s ••• y0 t o � ,9,.? � �NR. H PO EXP: 6/30/ 15 , V�. 0 .E�I By: sr Date: 111H111 Consulting L_ngineers Chk: Date: otructuraL Engineering Job#: 14348 (503) 968-9994(phone) (503)968-8444(fax) Sheet: Of: Pills(tolA t;c-s-b -1 kr 4 v2:t:0,f\\ ' 17C1Ctn1 1-tt ;i--- LiNit: i `7 ( (21,0,--) ( 1 Std=„c-Rrr” P'22 IGO f INv 1*-LC Aufl IA bn WI X IMMIA NI/ tA l R--S 51A \0( i 'N SISr ,1%,1; l,"4-in, wAv■6&+ . f1�� S is . Ac7nN1al L CA-‘ —s \ ( iy \V; 1 �- ,-/ ■ ' -4--!'�r t ltA0 Y -1111 1Ci I ' i 7,_,,-" �- ) APP � �. k �*_.__ I" pR i ►S loNtta- X11\49 l,Oic\v 1\C>i Q- Qs1 ItQSF A erne w�1 S`0 de . X_'bv c __/2,. . 1 .e.. ►nk►1\tcl� s rv‘pvrnlx*\ to 02-S w vita {wca_ cAuhvI9 UiN -kri W.ta ril area . . — one_ rvktonben w 11 sPer-4• whole. anc , w(It Slav` \ADA , wq cp1i uz... a-- inAlAsc- i4r THAV'd (E ENI BY `Sg, DATE I! 116 1 4 .1 J�Consulting Engineers ..-1-1C) SW -t�irtylI \ REV DATE Structural Engineering % (ACV– JOB NO 141-A 6 (503) 968-9994 p (503) 968-8444 f SHEET I OF 11/18/2014 Design Maps Summary Report IUSGS Design Maps Summary Report User-Specified Input Report Title 7150 SW Hampton Tue November 18,2014 22:58:04 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42758°N, 122.75143°W Site Soil Classification Site Class D - "Stiff SoII" Risk Category I/II/III [ I z,ni " `�= �+.,. oavorton v�'f1 l I s000m I,: =o . .. _. t o ! v • i �#t Garden Horns- it ord �, '„Y� x � ". . � gMilwaukii *y '+tY *:N i Al i) i t [/��/ •. �[[py..A 'J '` , =�� _ "A Q i Cut Oswago *oy Midway j !1. a it •(I ��• N 4 R T., x ! �';; AMERICA ' bo?"3" . �f `O i alatint, : .s8 -' } `. ©mapquest Q#' _ 'teat . .si USGS-Provided Output Ss = 0.977 g SM$ = 1.084 g Sps = 0.722 g Si = 0.423 g SM1 = 0.667 g SDI = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.89 1.10 0.80 0.39 0.72 . 0.88 0.64 0.77 0.56 T 0.55 Si 0.49 • y 0.55 H 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T(sec) For PGA,,, T1, CRS, and CR, values, please view the detailed report. http://ehp3-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.4275788&longitude=-122.7514311&siteciass=3&riskcategory... -7 S\C-7 -V---- te& , F7l \yam\ Q� Xr . emu TN, g?1/U, D. X ero cR-. R . / V l I \NI- - 7s-k- 1 ---1,----1-2_ ) :-- ---3,&" el.f- ' ( Cunsv,> •M ( .'1-14,S 19 lP �w �' 4 c4- a ue,l bsc,($- r : 1.14 -�� 2 y2 K 7 Lh. x �1l,o. ._ .. . . . i • 1 • _571 '-.4j24-t-041-- - r/2‘ ' ? . 1� a '1 Wu -1 20P5-i.. ( zy ) - V 10p ft + \IV1 Ctk 4Q 10y \ 1, I. : DC-. .ice @,ton. t . 04N- }. curd. AUeto ( 0.291,)• ..- -- fcss�yzx3`; _x - f> VQ E��' BY � � DATE I Consulting Engineers � �� ����" �n ""`° REV DATE 14 .74\v structural Lngineering JOB NO ? (503) 968-9994 p (503) 968-8444 f SHEET 7 OF o iii 'iIiIi Proj ect Te:• EN Engineer Protect ID: Project Descr: onsu Clting engineers Structural. Lngineering Steel Bealm File=2:1prolecls12014PR-11143487.11elevelor.ec6 ENERCALC,INC.1983.2014,Build:8.14.11.17,Ver:6.14.11.17 Lin.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: SIDE spliced Xbrace CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 • Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi • Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 wykoset -- \-) Span•9 770 ft —._-- ��. _2) /\ HSS2-1l2x2-112x5/18 _Applied Loads _ Service toads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: W=0.0580 k/ft, Tributary Width=1.0 it Point Load: E=1.061 kQ4,10ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.289: 1 Maximum Shear Stress Ratio= 0.031 : 1 Section used for this span HSS2-112x2-1!2x5116 Section used for this span HSS2•1/2x2.112x5/16 Ma :Applied 1,246 k-ft Va:Applied 0.4782 k Mn/Omega:Allowable 4.315 k-ft VniOmega:Allowable 15.650 k Load Combination +D+0.7QE+H Load Combination +D+0.70E+H Location of maximum on span 4.096ft Location of maximum on span 6.770 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.213 in Ratio= 381 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.157 in Ratio= 518 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 0.418 0.643 Overall MINimum 0.028 0.028 D Only 0.028 0.028 W Only 0.196 0.196 E Only 0.418 0.643 • Project HAY EIV; EProlect ID; P : Consulting Lngineer5 5tructuraL Lngineering Steel Beam File=Z:1proJecls12014PR-11143487-1lelevalor.ec6 ENERCALC,INC.1983.2014,Bulld:6.14.11.17,Ver:8.14.11.17 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: SIDE full span Xbrace CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksl Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending Load Combination ASCE 7-10 1 l l ♦ ♦ i it ,j E(1 07) 4' .;- a :. r.• -' , - • Spar).13.50 n HSS3.1nx3•1r201e _ _ 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: W=0.0580 k/ft, Tributary Width=1.0 ft Point Load: E=1.070 k(dj 4.10 ft Point Load: W=0.1960 k i8i 8.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.225: 1 Maximum Shear Stress Ratio= 0.022: 1 Section used for this span HSS3-1/2x3-1/2x3/8 Section used for this span HSS3-112x3-112x318 Ma:Applied 2.417 k-ft Va:Applied 0.6204 k Mn/Omega:Allowable 10.765 k-ft Vn/Omega:Allowable 28.297 k Load Combination +D+0.70E+H Load Combination +0+0.70E+1-1 Location of maximum on span 4.118ft 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 0.410 in Ratio= 394 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.346 in Ratio= 469 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 0.745 0.490 Overall MINimum 0.099 0.099 D Only 0.099 0.099 W Only 0.490 0.490 E Only 0.745 0.325 6 ]lAt,t,e_. ; (otyr tIF• 0..A/4E1 1 1 1 SYLALL1> X GY a ut_ *. c I- , 'N'l • \ \ VII' We '( ( I-11 • k? i i ................ ,.. . Oa ' SerA-ift,rtf.C.6° We. ityStic kokitkyiNt; ..:- 0.+Spc, :11...N - 0.2_ PL. .,4 -7--r.T-- Y-11-4'.-4 12 viNt: 0 i e3a -• vbk . k.t S.<:,)_ ,, 1 411.1M.........■■• .1[3.=, ;;;) 2•K '2_4 115 Iki,,. 1 . ,kit. L'ggtoi-ri-i ... 1 • jz .., ...0 c1- ri,76- - )14 ' : , I 1- (If- (c4n, ,i • , • 4 . . 1 . 0.-2. t vi,. IV* !e eityttsw.., -kcs vky oAs: icps-5D, ..,- ----- , .............. , __________ ... . , , . : . 1 Ilh01 1IA v" -Mill BY_ gl?--- DATE i 1 i I bpi 1 Consulting Lngineers \ K"_) SO \ a yv\,,,eriy, tt,makt.(2- REV DATE Structural ..ngineering JOB NO 144?) (503) 968-9994 p (503) 968-8444 f SHEET U OF 11-11 WANDEN. Project Title: Engineer; Project ID; Project Descr, ...... Consulting Lngineers otructural Lngineering [Steel Beam File■Z:1proiects12014PR-1\143487-11elevalor.ec6 ENERCALC,INC.1983.2014,Build 614.5.4 Ver:8.14.9.4 Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS Description: BACK spliced Xbrace CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 • Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksl - Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ks1 Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Wf0 0751 I • • * • 1' 7 Open•7.1e011 1 HSS2x2x1/e Applied Loads — Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W=0.0750 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.231: 1 Maximum Shear Stress Ratio= 0.027 : 1 Section used for this span HSS2x2x1/8 Section used for this span HSS2x2x1/8 Ma:Applied 0.310 k-ft Va:Applied 0.1725 k Mn/Omega:Allowable 1.341 k-ft Vn/Omega:Allowable 6.334 k Load Combination +D+0.60W+H Load Combination +D+4,60W+H Location of maximum on span 3.590ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.321 in Ratio= 269 Max Upward Total Deflection 0.000 In Ratio• 0<240 Vertical Reactions Support notation:Far left b#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.269 0,261 Overall MINImum 0.011 0.011 D Only 0.011 0.011 W Only 0.269 0.269 E Only ■ ■ � I Project Title: � Engineer: Project ID: Project Descr: _. Consu�lting E�ngineers Structural. Engineering Steed Beam File=Z:1pr*Jeck12014PR-14143487-11elevalor,ec6 ENERCALC,INC.1983.2014,Build 6.14.94,Ver:6.14,9.4 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: BACK full span Xbrace CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 - Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksl • Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending Load Combination ASCE 7-10 W[0 0751 • i wlo 2r►ulo.o11 i Span•14t360 ft - _ - • HSS3•1243•112x114 Applied Loads ___ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W=0.0750 k/ft, Tributary Width=1.0 ft Point Load: W=0.270, E=0.010 k(a 17.180 ft D ESIGN SUMMARY Desi•n OK — Maximum Bending Stress Ratio = 0.250: 1 Maximum Shear Stress Ratio= 0.022 : 1 Section used for this span HSS3-112x3-112x114 Section used for this span HSS3-112x3-112x1/4 Ma:Applied 2.012 k-ft Va:Applied 0.4793 k Mn/Omega:Allowable 8.034 k-ft Vn/Omega :Allowable 21.572 k Load Combination +D+0.60W+H Load Combination +D•+0.60W+H Location of maximum on span 7.180ft Location of maximum on span 14.360 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 In Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.693 in Ratio= 249 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 0.674 0.674 -Overall MINimum 0.005 0.005 D Only 0.075 0.075 W Only 0.674 0.674 E Only 0.005 0.005 114 'LA1' l-At- -At• a 4 1 id ( (A d%ML V'i3sze{JC-' c,c vio°tck_. --- N-i4. V 1\44.= Uri-4'vNI A- rzeNt. i 4 rP)1#e6z H A i 1 ci '` .Ai` I ,• t, _ _ . i II � .t 4 � w 4-! ' ; # i @ -÷‘ ' 1 ; 1 . , i . . I 2 c tit I '_ . . s CAP i i i i I i i 1 . I l•. 1 is . I ' D� \ VO O E1 NA N om. REV DATE (`�t / Consulting Engineers .trucbural Engineering JOB NO J4'14 sett (503)968-9994 p (503) 968-8444 f SHEET OF , .Y l'...10 1 g 1 3 „ 1 { Tt A—t i� , l 6 , 5 O 07-/5°1"118•11) bl0-44`1M1-1- 311- stis aAS 1 t(3-47-vutp i l 1?1% W tac? Results for LC 1,Wind ") 0* raft, Hayden Consulting Engineers Side Frame SR Nov 21,2014 at 4:35 PM side frame.R2D Cl Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:35 PM Job Number Side Frame Checked By: Member Section Forces (By Combination) _LC_ - -----.Member Label ___Sec Axiallkl_ _ _.____. Shear[k] _-_.__ Moota.N(krlt]_ __ 1 --.-- M1 1 0 0 _. 0 ' 0 • . H IMO 0 0 0 o to ∎t 1 3 _ • - II • • Ma 3 • -._4Q2_ 01 0 II 17 = .004 S 1e 14 • R N 1 M I II .336 0 0 336 0 0 .336 0 0 • 0 16 1 M4 1 0 -.005 0 17 2 -.779 .002 0 18 3 -.779 .002 -.017 19 4 -3.308 -.002 -.011 20 5 -3.308 -.002 Q 21 1 M5 1 .477 0 0 22 2 .477 0 0 23 3 .477 0 0 24 4 .477 0 0 25 5 ,477 0 0 26 1 M6 1 -.774 .003 0 27 2 -.774 .003 -.009 28 3 -.778 -.003 -.018 29 4 -.778 -.003 -.009 30 5 -.778 -.003 0 31 1 M7 1 -1.97 .012 0 32 2 -1.97 .012 -.039 33 3 -1.989 .012 -.078 34 4 -1.989 -.012 -.039 35 5 -1.989 -.012 0 36 1 M8 1 .857 0 0 37 2 .857 0 0 38 3 .857 0 0 39 4 .857 0 0 40 5 .857 0 0 41 1 M9 1 .864 0 0 42 2 .864 0 0 3 .:.• I 0 44 .864 0 0 45 .864 0 0 46 1 M10 2.014 0 0 . 47 2.014 0 0 48 2.014 0 0 4• .5 , 0 0 50 1111 2.014 0 0 51 1 M11 2.044 0 0 52 2.044 0 0 .144 __A . 54 4 2.044 0 0 55 5 2.044 0 0 56 1 M12 1 -.009 0 0 RISA-2D Version 9.0.0 [Z:\projects12014 Projects114348 7150 SW Hampton Streetlside frame.R2D] Page 1 \` Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:35 PM Job Number Side Frame Checked By: Member Section Forces (By Combination) (Continued) M - Mambetlabbl _ Sec_ _____Ailal[k] ShearN _Morne_otMt]__. .__._._ -- — -- -.009 0 Q-- ll _ _� _ _ 4 -,009 _ 0 0 • 5 -.009 0 0 • Ai_ 1 M.1.3 1 _____..005 —. Q________ -0-- Q 2 .005 0 0 • 3 .005 0 _0 4 .005 0 0 • _-. -- 5 .005 _ ._ 0 ,__ _ 0_ RISA-2D Version 9.0.0 [Z:\projects\2014 Projects\14348 7150 SW Hampton Street\side frame.R2D] Page 2 `11 • Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:35 PM Job Number Side Frame Checked By: Member Section Forces (By Combination) 1..C___. Member_Label - Seo.___ _-_Axial[k] - Shear[k] ._ _ .Moment[k-ft] ._ lA • 0 _9___ - n 3_ •0 --- 5 ' 0 2 M2 1 1.81 -.Q01 0 • MIMI X81 X001 ,Q00 4 .579 .Q92_ ,003 OM 003 -.002 0 u i� .277 0 • ril .277 0 0 277 r 277 0 0 0 0 16 M4 1 0 -.005 0 17 2 -.606 .002 0 18 3 -.606 ,002 -.016 19 4 -1.811 -,002 41 20 5 -1.811 -.002 0 21 M5 1 .011 0 _ 0 22 2 .011 0 0 23 3 .011 0 0 24 4 .011 0 0 25 5 ,011 0 0 26 M6 1 -.638 .002 0 27 2 -.638 .002 -.007 28 3 -.641 .002 -.014 29 4 -.641 -.002 -.007 30 5 -.641 -.002 0 31 M7 1 -.692 .006 0 32 2 -.692 .006 -.022 33 3 -.702 .006 -.044 34 4 -.702 -,006 -.022 - /2 -.006 0 H 2 M8 1 .666 0 0 ... • 1 38 3 .666 0 0 39 4 .666 0 0 40 5 .666 0 0 41 2 M9 1 .672 0 0 42 2 .672 0 0 43 3 ,672 0 0 44 4_ .672 0 0 45 5 .672 0 0 46 2 M10 1 .69 0 0 47 2_ .69 0 0 48 3 .69 0 0 49 4 .69 0 0 50 5 .69 0 0 51 2- M11 1 .707 0 0 52 2 .707 0 0 53 3 .707 0 0 54 4 .707 0 0 55 5 .707 0 0 56 2 M12 1 -.008 0 0 RISA-2D Version 9.0.0 [Z:\projects12014 Projects114348 7150 SW Hampton Street\side frame.R2D] Page 3 � 4J Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:35 PM Job Number Side Frame Checked By: Member Section Forces (By Combination) (Continued) _LC_ ____Mentetlatel___—Sec. Axially _ShearlKl....._ _.MQn1ent(k_fll 57 ._ -.00$ 0—_ - —q . ._._ 3 -.008 0 0 59 4 -.008 0_________ 0 60 . 5 -.008 0 0 ' 2 M13 I _ ,005 0 0 . 62 —___— 2 .005 0 0 63 . 3 ,005 0 0 ▪ _64_ 4 .005 0 0_ __ 65 5 .005 0 0 RISA-2D Version 9.0.0 (Z:\projects12014 Projects114348 7150 SW Hampton Streetlside frame.R2D] Page 4 �, - a IN ?Li Nt Y111 U,c— civ vb. • fq a*- t' 1 el u 4- W►r11› C — C.eL-i lc M I ttOLSk A-tu l O) 261 I1 ''etrA re SS i i D ro u EIJ BY_ _DATE 4ti(ati Consulting En ineers ':'2O (SW J'1&" ` C'1 JJQ REV DATE 1 9 5tructura1 Engineering JOB NO /14 (503) 968-9994 p (503) 968-8444 f SHEET 16 OF •Y �x M 10 r ; 7. 1 3 CP 4 *S-0.1 Ng 5 O A. Results for LC 1, Wind X9-4- 5 ;}' S Hayden Consulting Engineers Back Frame SR Nov 21, 2014 at 4:42 PM back frame.R2D Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:44 PM Job Number Back Frame Checked By: Member Section Forces (By Combination) __LC____ Member label _. ,Sec _Axlal[k1 _Shear[k] __.________...LMoment[k-ft] 1 1 M1 1 _ 0 0 _ _9 2 2 0 __0-__. 0 3 3 0 0 0 4 4 0 0 0 _5_- - - 5 0 Q_ 1 M2 1 1.769 0 0 . --Z- - 2 1,.7.6.6__- 0 _ .004 8 3 .368 0 .006 9 4 .368 0 _092 10 5 0 0 0 11 1 M3 1 .?,..L _ 0 0 12 2 .227 0 0 13 3 .227 0 0 14 4 .227 0 0 0 0 16 1 M4 1 9 7 -.003 0 17 _2 -,446 .001 0 18 3 -.446 .001 -.006 19 4 -1.814 0 -.004 20 5 -1.814 0 0 21 1 M5 1 .314 0 0 22 2 .314 0 0 23 3 .314 0 0 24 4 .314 0 0 25 5 .314 0 0 26 1 M6 1 -.432 -.001 0 27 2 -.432 -.001 ,004 28 3 -.432 .001 .007 29 4 -.431 .001 .004 30 5 -,431 .001 0 31 1 M7 1 -1.126 -,004 0 32 2 -1.126 -.004 .015 33 3 -1.126 -.004 .03 34 4 -1.122 .004 .015 35 5 -1,122 ,004 0 36 1 M8 1 .522 0 0 37 2 .522 0 0 38 3 .522 0 0 39 4 .522 0 0 40 5 .522 0 0 41 1 M9 1 .524 0 0 42 2 .524 0 0 43 3 .524 0 0 ' 44 4 .524 0 0 45 5 .524 - 0 0 46 1 M10 1 1.172 0 0 47 2 1.172 0 0 48 3 1.172 0 _ 0 49 4 1.172 0 0 50 5 1.172 0 0 51 1 M11 1 1.181 0 0 52 2 1.181 0 0 53 3 1,181 Q 0 54 4 1.181 0 0 _ 55 5 1.181 0 0 56 _ 1 M12 1 .003 0 0 _ RISA-2D Version 9.0.0 [Z:\projects12014 Projects\14348 7150 SW Hampton Street\back frame.R2D] Page 1 Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:44 PM Job Number Back Frame Checked By: Member Section Forces (By Combination) (Continued) __1C Member Label Sec Axial[11 Sheartkl ____.____.Momant[k-tt1_ . -... 57 — — 2 .__003 —.-__ Q 0 — 58 3 ,003 0 0 59 —— ,003 Q 0 60 _ 5 003 0_____. 0 61 _ 1 M13 1 -.003 _.-__O 0 62 2 -.003 9 0 63 _ 3 ( -.0Q3 _9 0 64 4 I -.003 0 0 65 5 I- -003 RISA-2D Version 9.0.0 [Z:lprojects12014 Projects114348 7150 SW Hampton Street\back frame.R2D] Page 2 Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:45 PM Job Number Back Frame Checked By: Member Section Forces (By Combination) _LC______JyLemlz etJ,abal.____-_.___Bac.____�_Axial[kl_ __.6hear(k3 ____ __._ Moment[k:tt] _______ _1__- _ 2_____--M.L _ - 1-_ 0_ _.9 --_ 0 . 2 _ 2 0 0 0 ....0.___. - 3_ _ 0 0 -- 0 4 4 0 0 0 5 5 0 0 0 S 2 M2 1 2.971 0 0 7 2 2.971 0 .006 8 _3______.. .583 .001 ,01 e , 4 .583 .001 .003 10 5 _.001 0 0 11 2_• M3 1 .36 Q____ 0 12 2 .36 0 0 13 3 .36 0 0 14 4 ,36 0 0 15 5 .36 0 0 16 2 M4 1 0 -.004 0 17 2 -.719 .002 0 18 3 -.719 .002 -.01 19 4 -3..055 0 -.006 20 5 -3.055 0 0 21 2 M5 1 .586 0 0 22 2 .586 0 0 23 3 .586 0 0 24 4 .586 0 0 25 5 ,586 0 0 26 2 M6 1 -.685 -.002 0 27 2 -.685 -.002 .006 28 3 -.685 .002 .012 29 4 -.683 .002 .006 30 5 -.683 .002 0 31 2 M7 1 -1.967 -,007 0 32 2 -1.967 -.007 .025 33 3 -1.967 .007 .051 34 4 -1.96 .007 .025 35 5 -1.96 .007 0 36 2 M8 1 .841 0 0 37 2 .841 0 0 38 3 .841 0 0 39 4 .841 0 0 40 5 .841 0 0 41 2 , M9 1 .845 0 0 42 2 .845 0 0 43 , 3 .845 0 0 ' 44 4 ,845 0 0 • 45 5 .845 0 0 46 2 M10 1 2.054 0 0 - 47 2 2.054 0 0 48 3 2.054 0 0 49 4 2.054 0 0 50 5 2.054 0 0 51 2 M11 1 2,07 0 0 52 2 2.07 0 0 _ 53 3 2.07 0 0 54 4 2.07 0 0 55 5 2,07 0 0 56 2 M12 1 ,994 0 0 RISA-2D Version 9.0.0 [Z:\projects\2014 Projects\14348 7150 SW Hampton Street\back frame.R2D] Page 3 `C` Company Hayden Consulting Engineers Nov 21, 2014 Designer SR 4:45 PM Job Number Back Frame Checked By: Member Section Forces (By Combination) (Continued) LC Membell.,abol___ _ _. sec _ Axiai(k] sbear.(kl -- MQmentIkftl _5_7_. -- 2 .004 —Q-- 4 58 3 .004 0 0 59 4 .004 0 __Q.�__ 60 5 .004 0 0 61 2 . M13 1 -.0.05 .____9 ----_0__---- _ ------ 62 2 -.005 0 0 63 3 -.005 9 0 64 4 -.005 0 0 _65 _..._ 5 -.005 0 _0 RISA-2D Version 9.0.0 (Z:\projects12014 Projects\14348 7150 SW Hampton Street\back frame.R2D) Page 4 Ip t .; A ∎.k . .. + i -n) _IMI\I \tt icA 1' ( ( -1g*rr 1 a 17' i IL MA K f C @0;04- 4n m..g. cvn-i. v r i, )(A?) -2. )(A,c.! : • 2_,,,,, ,t_ . ,.. ,Utkoz a ?O\Y lo «, 1 -`- �- " ;1 , , ,1 I i r-- i ‘12007.-WS Q-1-r-,r , • • • • i ' • ' ' i i act - :his; a4'-ts ' SAr%zY4it. 3/ti�p f i I 1 i_�`v 4 , i i ! 09 Alit.0fry @,`19 i 1 1 1 ' i tt '‘,"44-Y i i i . e-----40. , 1)A0-I.. z.-- 1 lv -j,------ VIS -- 11-t-ii:r. %Ci As , , . : . . .. _ i, . eXST iWiffillY.ci.C14,,_ . _ 1 , i i i ,i , i , ' MCS -)411,' VA041?)jP- .---- Wait: 1Z-- -M4Ak) ` 7/041 1 — - . 1-------- • . . 1 V.A.-t ' 0,617/t)Vit ' C.97/t(A)(110 1 1 ' : ! . _ ._ .__ , 1 . . .. .. . . _. 1. . . . :- in kAs Att.usso.v.t.tlittnion 1 , . 1 , . 1 . , . , ---. . - , , _ . : T . . . , . 1 . 1 ..-7, - .ote.4,v ryvv. w‘ 1 1 1 , i . vodimviAl - i , , 1 . . , , . . , , , , 1 . ,,a:m.., ye vozActo,a.A.A4.t. , i 1 t . 1 . . __ [... _ __._ . i . . _. . F ifil-HE EN r BY DATE 1111114 lllCn5uLtIngflgineer5 o l6 0 r Y1 o rAVtun CVv Mtg._. REV DATE ..5tructuraL Engineering JOB NO_ I4 r..) (503) 968-9994 p (503) 968-8444 f SHEET 2."\ OF - l 1-111A11.D.EIVI En9ict Title: En ineer: Project ID: Project Descr: Consulting engineers .tructural Engineering Steel Column Fib•2:lprolecte12014PR-11143497-sblevata.ec6 ENERCALC,INC.19832014,Bulid:6.14.11.17,Ve:6.14.11.17 Lic.#:KW-06005543 Licensee HAYDEN CONSULTING ENGINEERS Description: post spanning full height Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 • Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS5x5x3/16 Overall Column Height 26.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=26.50 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=26.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight Included:316.811 lbs"Dead Load Factor AXIAL LOADS... Axial Load at 26.50 ft,D=0.150,S=0.2750,W=3.50 k BENDING LOADS... Lat.Point Load at 12.50 ft creating Mx-x,E=1.30 k Lat.Point Load at 25.50 ft creating Mx-x,E=1.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axlat+Bending Stress Ratio = 0.6092 :1 Maximum SERVICE Load Reactions Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 12.450 ft Bottom along X-X 0.0 k At maximum location values are. . Top along Y-Y 1.575 k Pa:Axial 0.4668 k Bottom along Y-Y 0.7245 k Pn I Omega:Allowable 18.729 k Maximum SERVICE Load Deflections,,. Ma-x:Applied 6.314 k-ft Mn-x/Omega:Allowable 10.581 k-ft Along Y-Y 2.606 in at 13.161 ft above base for load combination:E Only Ma-y:Applied 0.0 k-ft Mn-y I Omega:Allowable 10.581 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.05472 :1 Load Combination +D+0.70E+H Location of max.above base 25.611 ft At maximum location values are. . Va:Applied 1.103 k Vn I Omega:Allowable 20.156 k v- r/ 1"'i' N'vr C 9.4•tlwA .-b._ .cc' r.- -I (IAn r$v) I I I I ,, � !I c"mine \in6.04 0 i 5570*6(Se...4 .) ,1 le . i Ai—`3"Mint 1-1t 11/- (vi 1 i _.:411:3. 1 i , �o f I i t , l ut-L. S 1 t 610f x �;X 'E , . ! . :1, . .. — .. _ 't . . . X\i‘L, ."2: "C‘p,k-..' -11,Uts".A.`r : . . . . . i i tM I i ' 's5► - = t- = ttu e •L ' H 1I h H . 1 1 � :• i : .• i 6' vUCu: (1-) : . . . fur S 1• i IHOi D 4 v' B E ` q BY D� DATE \ 17 1114' Consulting Engineers �1��o ��I 10���t W 1tA �CN(�k i� . REV DATE 1 1 .Structural Engineering { JOB NO_ _\,'\.,_1'�? (503) 968-9994 p (503) 968-8444 f SHEET 7i13 OF __-___- SIMPSON Anchor Designer TM Company: Hayden Consulting Engineers Date: 11/21/2014 Engineer: SR Page: 1/4 :�tTOn�1'�e Software Project Version 2.0.5154.20 Address • Phone: E-mail 1.Proiect Information Customer company: Project description: Customer contact name: Location: Customer a-mall: Fastening description. Comment: 2.Inout Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):48.00 State:Cracked Anchor Information: Compressive strength,f'c(psi):2500 Anchor type:Cast-in-place 4 c,v: 1.0 Material:AB Reinforcement condition: B tension,B shear Diameter(Inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,h.i(inch):20.000 Do not evaluate concrete breakout In tension: No Anchor category:• Do not evaluate concrete breakout in shear,No Anchor ductility:Yes Ignore Edo requirement:Yes hmm(inch):22.13 Build-up grout pad:No Cann(inch): 1.50 Smin(inch):3.00 Base Plate Length x Width x Thickness(inch):8.00 x 8.00 x 0.50 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set 7160 lb Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes <Figure 1> ICE) .L. y r' Vt r ;,... & olb n,..:}' 1 V i i \ -. t 0 ft-lb 2146 0010 j 41( f X : ,s F: v . . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax:925.847.3871 www.strongtie.com tlA SIMPSON Anchor DesignerTM Company: Hayden Consulting Engineers Date: 11/21/2014 Engineer: SR Page: 2/4 StrongTie Software Project: Version 2.0,5154,20 Address: Phone: E-mail: <Figure 2> . g00 , j j_. ,_.Y_.. ..: .._ . tom, O O O O co L P1 4.00 4.00 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB6(3/4"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com /2.-6 SIMPSON Anchor Designer TM Company: Hayden Consulting Engineers Date: 11/21/2014 Engineer: SR Page: 3/4 Strong-Tie Software Project: Version 2.0,5154.20 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vaay(Ib) J(Vu.,)2+(Vu.y)'(Ib) - 1 3580.0 1073.0 0.0 1073.0 2 3580.0 1073.0 0.0 1073.0 Sum 7160.0 2146.0 0.0 2146,0 Maximum concrete compression strain(%.):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):7160 O 2 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'N5(Inch):0,00 Y Eccentricity of resultant shear forces In x-axis,e'vx(Inch):0.00 018'" Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 01 4.Steel Strength of Anchor in TensionfSec.D.5,11 N..(Ib) 0 ON..(Ib) 19370 0.75 14528 5,Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) N.=16AJf ch.r"(Eq. D-8) ,t f.(psi) h.r(in) N.(Ib) 1.00 2500 20.000 117889 dNao=0(A No/ANCb)gj..,NVi.d,Nyc.NW.o,NNa(Sec. D.4.1 &Eq.D-5) AN.(in2) AN (in2) SF.p,N 'f.d,N 'fa,N W.rp,N N.(lb) 0 4Nm9(Ib) 536.00 3600,00 1.000 0.740 1.00 1.000 117889 0.70 9092 6.Pullout Strength of Anchor in Tension(Sec.D,5.31 0Np.,_0Wc.PNp=01/o,p8A.rof.(Sec.D.4.1, Eq.D-14&D-15) 'Pc.P Ably(in2) f.(psi) 0 ONpn(lb) 1.0 3.56 2500 0.70 49815 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5958 W.Las Positas Boulevard Pleasanton.CA 94588 Phone:925.560.9000 Fax'925.847.3871 www.strongtie.com f l9 SIMPSON Anchor Designer TM Company: Hayden Consulting Engineers Date: 11/21/2014 Software Engineer: SR Page: 4/4 y > Version 2.0.5154.20 Project: e Address: Phone: E-mail: 7.Side-Face Blowout Strength of Ancbor In Tension(Sec.D.5.31 t$N,.o=0((1+c.2/c.1)/4)(1+s/60.1)N,.=0{(1+c.2/c.r)/4}(1+s/6c.t)(160c.rJA6°).14fc(Sec,0.4.1,Eq.0-17&0-18) • s(in) c.s(In) c.2(In) A..(in2) A f.(psi) 0 Poo(Ib) 5.00 4.00 99999.00 3.56 1.00 2500 0.70 51056 B.Steel Strength of Anchor in Shear(Sec.D.6.11 V..(Ib) 4°., 0 4rowOV..(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear parallel to edge In x-dlrec(Ion: V.,=7(1./d.)°.24d.AJfoc.11.5(Eq.D-24) I.(in) d.(in) 2 Po(psi) c.,(in) Vey(Ib) 6.00 0.75 1,00 2500 4.00 3675 0Vobvx=0(2)(Av./Av..)Y'.c,vP.d,vY'o,vY'n.vV.y(Sec.D.4.1,D.6.2.1(c)&Eq.0-22) Av.(In2) Ave.(1n2) Y'.c.v Y4d,v Way Y'n.v V.y(Ib) 0 Ohba.(Ib) 102.00 72.00 1.000 1.000 1.000 1.000 3675 0.70 7290 10.Concrete Pryout Strength of Anchor In Shear(Sec.D.6.3) �VcpO_�kepNm°=¢kcp(ANc/ANco)Y'.c.NY4d,NY'aNY'cp.NN.(Eq.0-31) kg, ANe(in2) AN..(In2) W.c,N Y'.d,N SPAN Y'cp,N N.(Ib) 0 OVcpg(Ib) 2.0 536.00 3600.00 1.000 0.740 1.000 1.000 117889 0.70 18184 11.Interaction of Tensile and Shear Forces(Sec.D.71 Tension Factored Load,N..(Ib) Design Strength,eN.(Ib) Ratio Status Steel 3580 14528 0.25 Pass Concrete breakout 7160 9092 0.79 Pass(Governs) Pullout 3580 49815 0.07 Pass Side-face blowout 7160 51056 0.14 Pass Shear Factored Load,V..(Ib) Design Strength,mV.(Ib) Ratio Status Steel 1073 7556 0.14 Pass II Concrete breakout y- 2146 7290 0.29 Pass(Governs) Pryout 2146 18184 0.12 Pass Interaction check N../¢N. V../,dV. Combined Ratio Permissible Status • Sec.D.7.3 0.79 0.29 108.2% 1.2 Pass PAB6(3/4"ø)with hef=20.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own Judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-tie Company Inc 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strong8e.com V •••• •• . T . if • • I '.::' , i • i • Pt-t— .1. text-- ; • ? = 1V/°It0" (P+ -uu/�iA.i-'y t 2( `l INR4(4)44 ) N l hel'``t.04- '(kmconar v l¢skattrt, . : 22 Iv�* j• •i i� 1-•Cj, x Gj/ j 'i le-,Sc-- , I t 1 1 - . . i. . 1 : i s I A 1 '1.' 4' x t . ! \A %. 01 i 2.( 94) (•"1;) ;IMO(' . 1 . _ .... . ! . ........ ._ . . • M . . . . . j ,�', tl °vC I { . t i • . - .,• • • , i •i . . , t 1 . 1 , . . 1 . . . 1 i f j •• . i - - •l • q - •. . ill • I i . . . i . . . . ! , , . . s , ... . Kiwtvd a:EN BY br"- DATE 424 Consulting 9 Ln ineers 1160 >W k.(C&Ch-ph.rA REV DATE Structural Engineering atrtG ?e•-- JOB NO (�'97A' G (503)968-9994 p (503) 968-8444 f SHEET 12'6 OF W