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Specifications (3) 13c/P2o<<{-ct7/2_2. /3./25Sw N9a 6LVV NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ND31379 Tigard City Hall Canopy STRUCTURAL CALCULATIONS V 05/19/2014 L1Cil !'Qsq Paul Gagliardi - Project Manager , y `J Ed Dean, PE, SE - Principal-In-Charge .- EG:1110 30 ,99� , LRS Architects 0'ti/NT. O,_�/ � EXPIRATION LA?E_ 'G/1 1' THESE CALCULATIONS ARE VOID IF SIGNATURE IS NOT ORIGINAL LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS • BEYOND THAT SHOWN ON THESE SHEETS. Project Tigard City Hall Canopy By PSG Sheet No. Nishkian Dean Location Tigard,OR Date 05/19/14 /� Consulting and Structural Engineers I Client LRS Architects Rev. Project No. ND31379 Tldc/Subject General Criteria Narrative Description Design new(N)structural framing for(N)skylight and extended roof. Checking existing(E)framing with(N)framing & loading. Design Criteria Summary A. Code 1. 2010 Oregon Structural Specialty Code a. 2009 International Building Code b. SEI/ASCE 7-05 B. Loads and Allowables(ASCE 7, UNO): 1. Occupancy Category II OSSC Table 1604.5 2. Live Load a. Roof 25 psf Plus Drifting 3. Seismic a. Seismic Importance Factor, IE 1.0 Table 11.5-1 b. Soil Profile Type SD Default c. Site Location I. Latitude 45.4226°N ii. Longitude 122.7649°W d. Response Acceleration i. Short-Period, Ss 0.939g ii. 1-Sec Period, St 0.338g e. Site Coefficient i. Fa 1.124 Table 11.4-1 ii. Fv 1.725 Table 11.4-2 f. Spectral Design Acceleration i. SOS =2/3 (Skis) 0.704g • ii. Spt =2/3(Skit) 0..388g g. Seismic Design Category, SDC i. Short-Period D Table 11.6-1 ii. 1-Sec Period D Table 11.6-2 h. Structural Period i. TA sec ii. TB sec i. Basic Seismic Force System i. System Ductility Factor, R 6 ii. System Amplification Factor, no 2 iii. Deflection Amplification Factor, Ca 5 4. Wind per ASCE 7, Section 6 a. Basic Wind Speed(3-Second Gust) 95 mph OSSC Fig. 1609 b. Exposure Category B c. Wind Importance Factor, I„ 1.0 1 05/19/14 Calcvlanon Shea Project Tigard City Hall Canopy By PSG Sheet No. Nishkian Dean Location Tigard,OR Date 05/19/14 2 Consulting and Structural Engineers Client LRS Architects Rev. Project No. ND31379 Talc/Subject General Criteria Material Properties A. STRUCTURAL STEEL 1. Plates and other Rolled Shapes ASTM A36 2. Tubes/Pipe ASTM A50O, Grade B 3. Fasteners a. High-Strength Bolts ASTM A325 b. Standard Anchor Bolts ASTM F1554, GRADE 36 c. Wood Connections Bolts ASTM A3O7 4. Welding a. Electrode E70XX E. LIGHT GAGE STEEL FRAMING 1. ASTM A 653 SS a. Grade 33 for 33 and 43 mill thickness material b. Grade 50 for 54, 68 and 97 mill thickness material 05/10/14 lalailatu n Sheet Project Tigard City Hall Canopy By PSG Sheet No. Nishkian Dean Location Tigard,OR Date 05/19/14 Consulting and Structural Engineers Client LRS Architects Rev. Project No. ND31379 Title/Subject General Criteria Calculation Table of Contents 1. Design Criteria ........................ 1 -2 2. Gravity Loads GL-1 3. Beam Design BD-1 —BD-2 4. Lateral System LS-1 —LS-5 5. Existing Framing EF-1 — EF-8 05/19/14 Culculatnn Shod 19 May 2014 08.30:59-Calcs.sm N I S H K I A N DEAN 7.7.1 Lower Roof of a Structure.Snow that forms drifts comes CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 from a higher roof or,with the wind from the opposite dva- tion,front the roof on which the drift is located.These two kinds of drifts ("leeward" and "windward" respectively) are shown DETERMINE CANOPY LOADING in Fig. 7-7. The geometry of the surcharge load due to snow drifting shall be approximated by a triangle as shown in Fig. DEAD LOAD, DL 7-8. Drift loads shall be superimposed on the balanced snow load.If h<!h1,is less than 0.2,drift loads are not required to be applied. D := 15 psf For leeward drifts,the drift height hd shall be determined di- . reedy from Fig.7-9 using the length of the upper roof.For wind- SNOW LOAD + DRIFT, SL ward drifts,the drift height shall be determined by substituting the length of the lower roof for i,in Fig.7-9 and using three-quarters of ha as determined from Fig.7-9 as the drift height.The larger p := 1 0 psf of these two heights shall be used in design.If this height is equal 9 to or less than h4.the drift width,w,shall equal 414 and the drift 0.13 lb f lb f height shall equal hd.if this height exceeds h,,the drift width,w, y:=—�p• + 14—= 15.3— shall equal 4halhr and the drift height shall equal he.However, f t 4 ft 3 ft 3 the drift width,w,shall not be greater than 8h,.If the drift width, w,exceeds the width of the lower roof,the drift shall be truncated l u w i n dw a r d— 113 f t at the far edge of the roof,not reduced to rem there.The maxi- mum intensity of the drift surcharge load,pd.equals hay where 1 := 2 5. 75 ft snow density,y,is defined in Eq.7-3: roof y=0.13 ps+14 but not more than 30 pcf (7-3) —(3)' l ft= 0. 7 ft h.dwindward = 155 ft Hd LEEWARD uleeward 10 I 1 I I 1 1 . 1 hdleeward 2 . 5 ft _ xa,>600k use equaton b=6002 hd= 2.5 ft e__ 900 h o:= '_ 6.7,5 f t 2a� 6 h if �< 0.2 = "Drift Required" 0 1D hd L se "No Drift Required" else z5 2— — "Drift Required" nid<25ft use ry.2511 w:= 9 hd= 10 ft 1 I haI C9911 ry 110-I.5 20 40 60 80 100 p d:- h d y= 3 8. 3 psf ph-,Ground Snow Load QlNaxl SL:= 29psf Equivalent Loading Ed WINDWARD 10 1 I I I I I , t _ xt,>soDa use«weues 6DD 900 2D0 6— 100 4— 25 2 r4,<25a,ueet„=25x he 0‘SiT, .py. s-1.5 1 1 I 1 1 1 1 1 1022 5W Salmon Street Suite 300 0 20 40 e0 e0 180 Portland,OR 97205 {g,around Snow Wed(WI Tel:(503)274-1843 Fax:(503)273-5696 JOB Ste,I) ��,y 11-40. (A,z&P' NO./(/rsi. • ✓g NISHKIAN DEAN SHEETNO. 6a- ) z CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY 4:250- DATE Q Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY , £ a 01 4i�'9.� /DATE '/'t V/ID SCALE Ai. T. .S DE 4,--J (ti) C-slnrory it.—/c'r;4-uaC- c WT. ti �fl�t<3 PyG!<v'1 t�r .,,.Ri.--,a .. .. ,.,. N,T VS .i VT 1 �� = ��� 1 "7---i al I I r-lr :I: 2 f P507. i a i E� E Q E w. ..w.w w +_. i E E a''• - E E H B W rt,wm Cy H a 'l I i I I I k. QR)v.Y�•loa..� • 'Cwe.L ; ;:J.T.S 12.iC;v (J) Cn4.41n7 _... f04,1;42¢'_, 'einX±I 1.11 Sz - 1r5C0. 83') iif � C 11,,.4x ki,G s (3-8., „i)(( ) : /o/HI" /yt.',-; - C/z (7 4?) G Z72, s x 4.. l_/"up ~ 3 1 RY 1.6 x 3 ., Li ' c i D ti h6,f T -4' J.v✓4&Ysss ft15 : L 6 F 3''4 Y.}lg+ ,; eye f+Y • JOB G P^ 1"., (�,QOPY NO./1.4D NISHKIAN DEAN SHEET NO. 2 OF 3 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY 125F DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY V.bGrn DATE 5/I VZo f SCALE v 1%. 15 sr- { 3.5' it) - ZG JI' 457L fi IL_ (LL 2 ' 731� 3-5 '/Z✓ 5/ CC F _. 'V - (c C7 - 77(','�'./ = L/arcs - zo" USE: .4f75.S ZO y y„(/c/ Q/CA(/ Sy ;`.vS"c?:04.../ JOB 17,°'G i.. C,,- ',, G4. (. 1_'.^i NO. :A')'i/399 NISHKIAN DEAN SHEET N0 ,IJ D— [ OF 3 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 v 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY f�PS Cr DATE `J Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY P•10ePre' DATE �// 'i//4 SCALE /(/. T . S I Dz/6.4_, •LAM,,,/ GO,,A,L T1Q.t/ a 1 p 7. Kl —(V) Le4, rlF PL ��)G110YL1a �r� �/ 9„� — ,.Ail L.k), 3 lit x �i�Yi 1 r14 ' �'I � ! I f I I 5cad_r: ,V.r.,.$ ! C) 37e,.. i n/ ,/s. ; ; Y ;- Arvz,p . 7,0 (',, )C tj ` L c ! X w 4,,,,<}L✓ 94"r'(/_Ow.) _ 2 Z z.d,. x 1 'ILA' ,le19 i G 4/4CK. Cvoz. ---)C, - -. A .S-- rzv VC/ /s"Yti 5j/c, _ 19Oh3 < I in K 2 .3 _ KST 173L'- L6 x ?_ '' '-/Y' i JOB 7.6416..1-1 (".W 4.674c 441Vt• No.rllD 'rr,� NISHKIAN DEAN SHEET NO. LS - I OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY °S6- DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE I //ctlist SCALE /If T-S rr I D -1error- ' (4). C, of" IG Y 74cc7� � �oor Dc _ Is F's` '4“14Z. 241' Z" a�^x 9. � r - /sir SjL`?c- goo r 'St"( g �Rod- 4l/0 7 GCF ( t-CO «F^= ) Drib C° 1Qr - L'' Isf Za,Nr �/ti e " - (Yo•,/`.)(i y. 5') - 570* 95 20r -.7rf;u 1G5o ;>ZGY`m (Z) 4JlOyZ4 Q /7'4 1S + lr = U'70 (L) - Z ;?(..tpsr L Y xg < !� _ (2"10) s)64t 7,+ d- 19' = 2400, ?G 7y*'' 1Or>sr /9 @_ i2 I1(9e Z.J.÷ Rs �-; 4. cow - <�6r Se Yr, Pr_o_-4 JOB /76-ARh -+//f i-1?c 4te. ( , n y A7,: NO. )6/ Y:7 f NISHKIAN DEAN SHEET NO GS OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY GO S.IT- DATE Q Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY 't ( DATE 4//7//* SCALE /[/, S 145ca 7-O- I3. 5 S-rauc-R,-e , {. = kip .- 17. ca4` P = 0 y a s ms i° �;Ai o 1r%= 5" 0. 1(,0)j.'2°a (t?.Z� L ) 4 L`. lc ���.V �- - Co.t.trpr.S 2 .57 -- — r2<:GL� 9-o s G - a•57 Ka7 = •0 XL) = o.S 5 -3 .. •,; .. , - W y 'L ) p� JOB 'J�c it L'`. "Y 7WiL L:'�J,�F°w NO. Air, NISHKIAN DEAN SHEET NO. �-.0 . OF 'S CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY {! prop.' DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY T+' /" DATE 15' • //( SCALE 4J.T S I N4GK (e) _..YOL ._..f7?.,s144). <', (A.)) C�ipRS Ii — (rjn,13X la fRP'1Ir L J Y I.,_ y.. 4' _k1 9 C gac-A ca-,✓s .e- (1-) _ cva D2�t/(r �srft�t !Dry lalcvi,c/T -8 5f15-e 11.. r2 = x 2 /,f "s . P..(,z;'I'' ) ;�d = ZL. 6 /z // ? h-1so<r- .r:l i'„fit':. `i'/ <;1 7- 1'rl iti " ,+',;:� i✓�`^ ` Ck. -yj 15 S IM11`TI www.nilti.us Profis Anchor 2.4.7 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ) Date: 5/15/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 5/8 10.11111111111111. Effective embedment depth: h,(=8.000 in. Material: ASTM F 1554 Proof: design method ACI 318-08/CIP Stand-off installation: eo=0.000 in.(no stand-off);t=0.625 in. Anchor plate: I,x Ir x t=13.000 in.x 10.000 in.x 0.625 in.;(Recommended plate thickness:not calculated) Profile: S shape(AISC);(L x Wx T x FT)=3.000 in.x 2.330 in.x 0.170 in.x 0.260 in. Base material; cracked concrete,2500,lc'=2500 psi;h=12.000 in. Reinforcement tension:condition B,shear:condition B; edge reinforcement:none or c No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.5) Geometry[in.]&Loading[lb,in.lb] 6 co 0I t,'-•:4, • x Input data and results must M checked for agreement with the existing conditions and for pleusibiktyl PROFIS Anchor(c)2003-2009 Hid AG.FL-9494 Schoen Hilg is a registered Trademark of Huh AG.Schwan /iC14t/� - 1111111114919' www.hllti.us Profis Anchor 2.4.7 Company: Page: 2 Specifier: Project Address: Sub-Project I Pos.No.: Phone I Fax: i Date 5/15/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization • Loading Proof Load Capacity tie,/ii ric Status Tension Pullout Strength 1105 4767 24/- OK Shear Steel Strength 350 5112 -/7 OK Loading Utilization s,v[%] Status Combined tension and shear loads -0. 32 0.068 5/3 10 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks;Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt products and are based on the principles,formulas and security regulations in accordance with Hill's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. 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In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hitti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input duel end results must be cracked for agreement vath me existing conditions and for pleu.ia5 t PROFIS Anchor(c)2003200B Hild AG,FL-9494 SUaen HIa 4 a registered Trademark of HIM AG,Sloan '4/29/2014 Design Maps Summary Report igusGs Design Maps Summary Report 1-S -S User-Specified Input Building Code Reference Document ASCE 7-05 Standard (which utilizes USGS hazard data available in 2002) Site Coordinates 45.4226°N, 122.7649°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category I/II/III I 2mi r ' +l -4• • r P , k A i er X� � 11sr �11N d � 1�4� 1r - 'T.. W d."� t� ��- �_hl -�-- r Est ` 7, ' - �, ilwaukie _ 3 1e1Oq ' ♦ _ , Y -I-,A `, 4TM i y s ak4i o wltgo Midway >' �` } . l A/� r F ,c - � alatid# ^; AM E R I} 9 m z ,.3 ' _ 1 o'N ± - 0 ma / :©11Pq j... .E- ; ,10Y., Sherwood : .. '" 2017 ®MQuest USGS-Provided Output Ss = 0.939 g SMs = 1.056 g Sos = 0.704 g S, = 0.338 g SM, = 0.582 g So, = 0.388 g MCE Response Spectrum Design Response Spectrum 1.10 0.72 0.55 0.64 0.1213 0.56 0.77 OI 0.66 D.4B 1 0.55 II y 0.10 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.ED 0.60 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period. T II sec) Period. T I(sec! Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. httpi/ehp2-earthq ualk.wr.usg s.g ov/desig nmaps/us/sumnary.php?template=m nirml&latitude=45.4225991212056&long itude=-122.764897533281&si leclass=3&r.. 1/1 JOB` /-'T..rv2�R .,..^Z. 14N It CA"C''t 7' NO.NV Z•I.'1 NISHKIAN DEAN SHEET NO. - J OF r., CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 CALCULATED BY "[- �T^ DATE (:S!//9/:�RG1'N 1022 SW Salmon Street,Suite 300,Portland,OR 97205 Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE /v.T... .. k Cot,v•./s ySIVVVV 1 11P "a.' yd M1T R.G+R iS 11]M• T.? lair U. 3d [Qb11.K [ma,ma. sOoHOIVIIVI Ii 1 ,1'° J �TMa g1 - 1 [ F I `. s 1 o ep 4_ g �E_ s. Ajr L'f N 261.',3 ojr , er 2 , 1111 II Q R / e € -1 Anil. 9 9 w. - maims I-.J .A..413 W 1V1» 5. rein E __ p-Z., E C/"LCIC. ( E-)..tV,ib+p2. - 1 y"'^3 94 t A L•L s r1 1-1., ,,,, _ '.5�3•= ( 7. 55") = //3 /E. V, V -,�` / t tY S 1 L _ T u ? n Jz' a'Iq.( A Vy .... _ ```1 Zy1'S� ;S �� /F1 TM b Z. = ISSrsr• r Z.0 ' • -50 C�j r ?, 4. ' �1, ' 2 --, - ( 'O ) — . 4'/e'-i `_?e e 71'`f-c l.- \ 5L1 'r rbr. A,t_t ter s. i 0/ 'c CC) aJ (r..26 Lr`F' 1 'P yt, aL.c � _- l9 _ Zi L . ' 6 ,.. Z711sr¢ ( I9f.`) = y6 _, Co "fF4 7.. .-;-•irlri,V r,/,75 -- 4cn. t :V)-i b'.,_ k) wlb k ZG• 2.. 4Sh- 1 I JOB ' G f .�.1`... f�.—y P;/la'iF'� NO..L/.D+'..r NISHKIAN DEAN SHEET NO. � - Z OF C ! CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BYlam- DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY e vocssiv DATE 5/T /�IO SCALE I I — L e, 2-9p5 ( 3`') - O> 74- r> ; 6.,/z Lrre " rr 4,12 y„ 3 , -7 13 _ 7 : / lG SSE 14TThctlL ) 5+ayt r r4r,. F�'/s}c yS,;. �• 1(e)(. JO- ZC ..: aK Gh`CCK_‘EZ Cot-vs,.".! - f.-L / Loc. '% �P �= 1(40i O� /d 4t ,r . 55/O11/l¢ = 1(Z) ws,et9 .a c v- *V ate, r ------------ 1 ' r I : _7 S IL [C,:j cu S.t "1<`. OkA t 5 7 .74452A-c7.1c n1 r r- - 5 of 6 • - --- Steel Bearn File=h:111031379 Tigard City He Canapy10.5 CAL26,Ver 137&ec6 1 ENERCALC,INC.19632914,Build 6.14.1.26,Ver.6 14.1.26 Lic.#:KW-06003678 Licensee:NISHKIAN DEAN Description: BM#3 • CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 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 Load Combination ASCE 7-05 P + V 0(0.0304sro 0501 V i + V Dr0.1136js0.21901 + * + Span=7.Oft Span=12.510ft _-- Span=7.0R W10x26 W103.26 W10x26 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.1130, S=0.2190 k/ft Partial Length Uniform Load: D=0.030, S=0.050 klft,Extent=1.270--»25.270 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.129: 1 Maximum Shear Stress Ratio= 0.055 : 1 Section used for this span W10x26 Section used for this span W10x26 Ma:Applied 10.082 k-ft Va:Applied 2.964 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.540ft Location of maximum on span 12.540 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.079 in Ratio= 2,115 Max Upward L+Lr+S Deflection -0.015 in Ratio= 10,013 Max Downward Total Deflection 0.130 in Ratio= 1297 Max Upward Total Deflection -0.025 in Ratio= 6128 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+S+H Dsgn.L= 7.0011 1 0.129 0.055 -10.08 10.08 130.42 78.09 1.00 1.00 2.96 80.34 53.56 Dsgn.L= 12.54 ft 2 0.129 0.055 -0.00 -10.08 10.08 130.42 78.09 1.00 1.00 2.96 80.34 53.56 Dsgn.L= 7.00 ft 3 0.129 0.055 -10.08 10.08 130.42 78.09 1.00 1.00 2.96 80.34 53.56 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max '"Dell Location in Span Load Combination Max.'+'De8 Location in Span D+S 1 0.1295 0.000 0.0000 0.000 2 0.0000 0.000 D+S -0.0246 6.349 D+S 3 0.1287 7.000 0.0000 6.349 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support4 Overall MAXimum 5.709 5.709 Overall MINimum 2.203 2.203 D Only 2.203 2.203 S Only 3.506 3.506 D+S 5.709 5.709 EF - `l Ems. 6 i Steel Beam Re=h;ND31379TigaidCity Hal Canopy;05CALCS4d31379sc6—' ENERCALC,INC.1983-2014,Buid:6.14.1.26,Ver:6.14.1.26 Lic.#:KW0600367B Licensee: NISHKIAN DEAN Description: BM#4 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 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 Load Combination ASCE 7-05 0(0.211;0.406) + + + Span=19.160 ft - W10s26 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.210, S=0.4060 klft, Tributary Width=1.0 ft DESIGN SUMMARY — Design_..—_.__.-_ Design OK Maximum Bending Stress Ratio = 0.377: 1 Maximum Shear Stress Ratio= 0.115 : 1 Section used for this span W10x26 Section used for this span W10x26 • Ma:Applied 29.456 k-ft Va:Applied 6.149 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.560ft 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 0.297 in Ratio= 773 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.470 in Ratio= 489 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Lenglh Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+S+H Dsgn.L= 19.06 ft 1 0.377 0.115 29.46 29.46 130.42 78.09 1.00 1.00 6.15 80.34 53.56 Dsgn.L= 0.1 D ft 1 0.008 0.115 0.59 0.59 130.42 78.09 1.00 1.00 6.15 80.34 53.56 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max "'Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.4698 9.676 0,0000 0.000 Vertical Reactions•Unfactored Suppod notation:Far left is#1 Values b KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.149 6.149 Overall MINimum 2.260 2.260 D Only 2.260 2.260 S Only 3.889 3.889 D+S 6.149 6.149 Steel Beam File=hAND31379TigaroGly Hall canopywscALGsxg31379.eo6 ENERCALC,INC 1983-2014,Bald:6.14.1.26,Ver6 14 L26 Lic.#: KW-06003678 Licensee:NISHKIAN DEAN Description: BM#5 CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 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 Load Combination ASCE 7-05 --I + D(0.4015(0.0870) ore 12) + i + I i Span=7.250ft Span=7.330ft Span=3.0ft W10x26 W10x26 W10x26 _Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.40, S=0.0870 k/ft Load(s)for Span Number 2 Point Load: D=6.120 Ic 0 6.660 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.173: 1 Maximum Shear Stress Ratio= 0.110 : 1 Section used for this span W10x26 Section used for this span W10x26 Ma:Applied 13.480 k-ft Va:Applied 5.916 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#3 Maximum Deflection Max Downward L+Lr+S Deflection 0.026 in Ratio= 6,578 Max Upward L+Lr+S Deflection -0.003 in Ratio= 34,599 Max Downward Total Deflection 0.141 in Ratio= 1234 Max Upward Total Deflection -0.010 in Ratio= 8731 Maximum forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+S+H Dsgn.L= 7.16 ft 1 0.168 0.069 -13.14 13.14 130.42 78.09 1.00 1.00 3.67 80.34 53.56 Dsgn.L= 7.33ft 2 0,173 0.110 1.50 -13.48 13.48 130.42 78.09 1.00 1.00 5.87 80.34 53.56 Dsgn.L= 3.05 ft 3 0.030 0.110 -0.00 -2.31 2.31 130.42 78.09 1.00 1.00 5.92 80.34 53.56 Dsgn.L= 0.04 ft 3 0.000 0.000 -0.00 0.00 130.42 78.09 1.00 1.00 0.02 80.34 53.56 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max Deb Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.1410 0.000 0.0000 2.505 2 0.0000 0.000 D+S -0.0101 2.505 D+S 3 0.0083 3.000 0.0000 2.505 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 Overall MAXimum 7.682 7.455 Overall MIN mum 1.208 0.321 D Only 6.474 7.134 S Only 1.208 0.321 D+S 7.682 7.455 • ELK; c F G File=h-\ND31374 Tigard City Hall Ca opy105 CALCS1 d31379.ec6 Steel Column ENERCALC,INC 1983-2014.Build.6.14.1.26,Ver.6.14.126 Lic.#: KW-06003678 - Licensee:NISHKIAN DEAN Description: CL#1&CL#2 Code References Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: W5x19 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=12.0 ft,K=0.80 Load Combination: ASCE 7-05 Y Un(depth) )axis: Length for Y-Y Axis buckling=12.0 ft,K=0.80 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:227.115 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,D=7.60 k BENDING LOADS... Lat.Point Load at 12.0 ft creating My-y,E=0.920 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6026 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.920 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 7.827 k Bottom along Y-Y 0.0 k Pn l Omega:Allowable 92.070 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-xl Omega:Allowable 25.888 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination: Ma-y:Applied -7.728 k-ft Mn-y I Omega:Allowable 13.797 k-ft Along X-X 3.441 in at 12.01 above base for load combination:E Only PASS Maximum Shear Stress Ratio= 0.007444 :1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.6440 k Vn l omega:Allowable 86.516 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 fl +D+S+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.603 PASS 0.00 ft 0.007 PASS 0.00 ft +D+0.75OLr+0.750L+0.750W+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75OL+0.750S+0.750W+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.463 PASS 0.00 ft 0.006 PASS 0.00 ft +D+0,750L+0.750S+0.5250E+H 0.463 PASS 0.00 ft 0.006 PASS 0.00 ft +O.60D+W+H 0.051 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+H 0.586 PASS 0.00 ft 0.007 PASS 0.00 ft ' Steel Column File=hiNU3t379TgerdGtyH eliCenopy415CALCS4d31379ec -T . ENERCALC,INC.It 2014,Budd.6.14.1.15 Ver:6.14.126 .Lis"4 ,M*06003678 licensee:NISHKIAN DEAN Description. CL#1 8 CL#2 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top (Base DOnly k k 7.827k E Only -0.920 k k k 04€ -0.920 k k 7.827 k Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 In 0.000 fl E Only 3.4410 in 12.000 fl 0.000 in 0.000 ft DaE 3.4062 in 11.919 ft 0.000 in 0.000 ft Steel Section Properties : W5x19 Depth - 5.150 In I xx = 26.30 in"4 J = 0.316 InM Web Thick = 0.270 in S xx = 10.20 In"3 Cw = 50.90 ii"6 Flange Width = 5.030 in R xx = 2,170 in Flange Thick = 0.430 in Zit = 11.600 in"3 Area = 5.560 in"2 I yy = 9.130 in"4 Weight = 18.926 pH S yy = 3.630 In"3 Wno = 5.940 in"2 Kdesign = 0.730 in R yy = 1.280 in Sw = 3.210 inM K1 = 0.438 in Zy = 5.530 In"3 Of = 2.420 in"3 rts = 1.450 in rT = 1.380 in Ow = 5.730Irt"3 Ycg = 0.000 in My Loads tll sr 0 Load 1 x c ui BJ I 5.031n Leeds are total entered value.Mows do not reaect absolute direction l i I