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Specifications (6) CIVIL I L3� S4✓ L /i`7z CROWSTPUCTURAL ;,,;,( frr, ENGINEERING MECHANICAL STRUCTURAL CALCULATIONS BIKE SHELTER PROJECT MARY WOODWARD ELEMENTARY SCHOOL 12325 SW KATHERINE ST. TIGARD, OR 97223 09 POE ,,,c;,A, , ,ii,,_ % gv •'18' / -to. r •1.1 G4 A q v0cS' 48ER 13 v�k� PH F. 'K EXPIRES: JUNE 30,2019 April 6, 2018 CIVIL, STRUCTURAL&MECHANICAL ENGINEERING 9925 S.W.Nimbus Avenue,Suite 110 • Beaverton,Oregon 97008 • Phone (503) 213 2013 www.crowengineering.corn TABLE OF CONTENTS Roof Dead Load 1 Roof Snow Load 2 Wind Loading 3-5 Wind Loading-Open Structure 6-7 Wind Loading-Transvers& Longitudinal Direction 8 Seismic Forces 9 USGS Seismic Design SGS Output 10 Seismic Loads& Base Shear 11 Wind &Seismic Load Summary Comparison 12 Load Combinations 13 RISA Design Rendered View 14 Dead Loading 15 Snow Loading 16 Wind Loading WLx 17 Wind Loading WLz 18 Uplift Forces 19 Seismic Forces ELx 20 Seismic Forces ELz 21 Member Labels 22 Section Sets 23 Section Sets (Isometric View) 24 Member Sizes 25 Column Member Sizes 26 RISA 3D Report 27-36 Column Vertical Reactions 37 Column Horizontal Reactions 38 Moment at Base(Longitudinal) 39 Moment at Base (Transverse) 40 Moment Stress(My) 41 Moment Stress(Mz) 42 Interior Column Stresses 43 Roof Design 44-45 Diaphragm Design 46-47 Column Design 48-54 Post Stub 55-59 Post Connection to Stub 60 Foundation Design 61 -63 Connections 64-68 C !1 #"'t Wv JOB TITLE Mary Woodward-Bike Shelter STQUCTURAL ENGINEERING MEC HAA I AL JOB NO. SHEET NO. 9925 SW Nimbus Au*.Sults 770p(503)273-20)3 CALCULATED BY JFK Beaverton,OR 97008-7592 I £(503)213-2018 DATE 1/26/18 crowangineering.com CHECKED BY DATE Roof Design Loads Items !Description Multiple I psf(max)] psf(min) Roofing Metal,copper, or tin sheets 1.5 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Misc. Misc. x 4.0 2.0 0.0 Actual Dead Load D 3.5 0 1.0 Use this DL instead * 5.0 * 2.0 Live Load 20.0 0.0 Snow Load 25.0 0.0 Ultimate Wind(zone 2 100sf) 16.0 -25.5 ASD Loading D+S 30.0 - D+0.75(0.6*W+S) 31.0 - 0.6*D+0.6*W - -14.1 LRFD Loading 1.2D+1.6 S +0.5W 54.0 - 1.2D+ 1.0W+0.5S 34.5 - 0.9D+ 1.0W - -23.7 Roof Live Load Reduction Roof angle 1.50/12 7.1 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 352 sf 17.0 psf ow Loads : Roof slope = 7.1 deg Horiz. eave to ridge dist(W) = 6.0 ft Roof length parallel to ridge(L) = 32.0 ft Type of Roof Hip and gable w/trussed systems Ground Snow Load Pg = 10.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 7.0 psf Unobstructed Slippery Surface(per Section 7.4) yes Sloped-roof Factor Cs = 0.97 Balanced Snow Load Ps = 6.8 psf Rain on Snow Surcharge Angle 0.12 deg Code Maximum Rain Surcharge 5.0psf Rain on Snow Surcharge = 0.0 psf Ps plus rain = psf e g 6.8 psf Minimum Snow Load Pm = 10.0 psf Uniform Roof Design Snow Load = 10.0 psf use 25.0 NOTE:Alternate spans of continuous and other areas shall be loaded with I design roof snow load so as to produc balanced Snow Loads - for Hi• & Gable roofs onl greatest possible effect-see code. Required if slope is between 7 on 12 = 30.26 deg and 2.38 deg= 2.38 deg Unbalanced snow loads must be applied Windward snow load= 2.0 psf =0.3Ps Leeward snow load from ridge to 8.74' = 13.0 psf = hdy/JS + Ps Leeward snow load from 8.74'to the eave= 6.8 psf = Ps ndward Snow Drifts 1 -A.ainst walls •ara sets etc more than 15' Ion• Upwind fetch lu = 32.0 ft Projection height h = 0.0 ft Snow density g = 15.3 pcf Balanced snow height hb - 0.44 ft hc = -0.44 ft `f he/hb<0.2 = -1.0 Therefore, no drift r Drift height hd = 0.00 ft , Surcharge Load Drift width w = -9.78 ft Due to Drifting Surcharge load: pd =y*hd = 0.0 psf Balanced Snow load: - hc - 6.8 psf hd p 6.8 B psf � x ''� Glanced sn ndward Snow Drifts 2-A•ainst walls •ara•ets etc> 15' 1 . '�a hb� Upwind fetch lu = 32.0 ft Projection height h = 0.0 ft Lu Snow density g = 15.3 pcf Balanced snow height hb = 0.44 ft hc = -0.44 ft hc/hb<0.2 = -1.0 Therefore, no drift Drift height hd = 0.00 ft Drift width w = -9.78 ft Surcharge load: pd =y*hd = 0.0 psf Balanced Snow load: = 6.8 psf 6.8 psf V R \n/ T♦ I STPUCTUPAL 3 --- ,.: ENGINEERING MECHANICAL JOB NO. SHEET NO. 9925 SW Nimbus Ave- Suite 110 I p(503)213-2013 CALCULATED BY JFK DATE 1/26/1+ Beaverton,OR 97008=7592 f (503)213.2018 - crarwrengneering.cam CHECKED BY DATE Wind Loads : Ultimate Wind Speed 110 mph Directionality (Kd) 0.85 Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Kh case 1 0.701 Kh case 2 0.575 Type of roof Monoslope \AZ) Z .- Speed-up Topographic Factor (Kzt) ,,T.Topography Flat �� x[u� pwind) "`x(da nwind) Hill Height (H) 0.0 ft H< 60ft;exp B ,,.. .7''' H12 H Half Hill Length (Lh) 0.0 ft .•. Kzt=1.0 H12 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest: x= 0.0 ft I Bldg up/down wind? downwind V(z) z [ i H/Lh= 0.00 Ki = 0.000 Speed up V(z) x(upwind) E a x(downwind) x/Lh = 0.00 Kz= 0.000 .� i z/Lh = 0.00 K3= 1.000 -411 H At Mean Roof Ht: Kzt= (1+K,K2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h = 9.0 ft However, if building h/B<4 then probably rigid structure(rule of thumb). B= 12.0 ft h/B = 0.75 Rigid structure /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.33 Natural Frequency (r1i) = 0.0 Hz f = 320 ft Damping ratio((3) = 0 Zmin = 30 ft /b = 0.45 C= 0.30 /a = 0.25 gQ, gv = 3.4 Vz= 70.9 Lz = 310.0 ft N1 = 0.00 Q = 0.95 Kn = 0.000 IZ = 0.30 Rh = 28.282 ri = 0.000 h = 9.0 G = 0.89 use G = 0.85 RB = 28.282 q = 0.000 RL = 28.282 r) = 0.000 gR = 0.000 R = 0.000 G = 0.000 , 4.1.';'P ENGINEERING I MECHANICAL JOB NO. 9925 sw Nlmbus av$. SuiUe 110 P ts03�zap-zo�3 SHEET NO. BeaverconOP s7OO, asst I f {soa)21 10;83 CALCULATED BY JFK DATE 1/26/1+ c roweng i neeri ng,,co m CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao> 0.8Ag Test for Partially Enclosed Building: Input Test Ao 99.0 sf Ao > 1.1Aoi I NO Ag 119.0 sf Ao>4' or 0.01Ag YES Aoi 456.0 sf Aoi/Agi 5 0.20 NO Building is NOT Agi 957.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao z 1.1 Aoi Ao> smaller of 4' or 0.01 Ag Aoi/Agi 5 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope(walls and roof) not including Ao. Agi =the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): Unpartitioned internal volume (Vi) : 0 0 csf f Ri = 1.00 Altitude adjustment to constant 0.00256 (caution -see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 Wind Loads - Open Buildings: 0.25 5 h/L <_ 1.0 Ultimate Wind Presse Type of roof= Monoslope Free Roofs G = 0.85 Wind Flow= Clear Roof Angle= 7.1 deg NOTE: The code requires the MWFR: Main Wind Force Resisting System designed for a minimum pressure of 1E Kz= Kh (case 2) = 0.57 Base pressure (qh) = 15.1 psf Roof pressures -Wind Normal to Ridge Wind Load Wind Direction y=08: 180deg Flow Case Cnw Cnl Cn = 1.20 0.30 Clear Wind A - p= 15.4 psf 3.9 psf Flow B Cn = -1.10 -0.10 p= -14.1 psf -1.3 psf NOTE: 1). Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. CnI is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures -Wind Parallel to Ridge, Y = 90 deg Wind Load Horizontal Distance from Windward Flow Case Edge h = 9.0 ft <_ h >hs2h > 2h 2h = 18.0ft A • Cn = -0.80 -0.60 -0.30 Clear Wind p= -10.3 psi -7.7 psf. -3.9 psf FlowB Cn = 0.80 0.50 0.30 p= 10.3 psf 6.4 psf 3.9 psf Fascia Panels -Horizontal pressures Fascia pressures not applicable- roof angle exceeds 5 dec qp= 0.0 psf Windward fascia: 0.0 psf (GCpn = +1.5) Leeward fascia: 0.0 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz= Kh (case 1) = 0.70 a = 3.0 ft _ = 9.0 sf Base pressure (qh)= 18.4 psf 4a2= 36.0 sf G = 0.85 Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative s 9 sf 3.16 -4.16 2.37 -2.08 1.58 -1.39 CN >9, s 36 sf 2.37 -2.08 2.37 -2.08 _ 1.58 -1.39 > 36 sf 1.58 -1.39 1.58 -1.39 1.58 -1.39 <_9 sf 49.5 psf -65.1 psf 37.2 psf -32.6 psf 24.8 psf -21.7 psf Wind >9, s 36 sf 37.2 psf -32.6 psf 37.2 psf -32.6 psf 24.8 psf -21.7 psf pressure > 36 sf 24.8 psf -21.7 psf 24.8 psf -21.7 psf 24.8 psf -21.7 psf Location of Wind Pressure Zones L L CNW AIL Ar....lam ii, CNW C WIND �� 43 a DIRECTION ,G WINDwirraLr ir #y DI ECTIO DIRECTION ,4 C~ q= 0`,180' PITCHED TROUGH L — L I I ill ir �'NtiFT ' i CNL III 1111 4 af WIND ■ WIITD DIRECTION = 0" -� .� DIRECTION 'O y= 180° MONOS LOPE WIND DIRECTION v= 0°, 180° L L /z rAll0# 41— `' 1 f WINDc`. DIREC TION WTIID WIND D IREC TION4: 1 DIREC TION }] MONOSLOPE PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM — r mi 1 c 3 1 1 1 1 1 e< 104 e> ion ' CROW Project Job Ref, Mary Woodward-Bike Shelter 8 .. . ' t' .. Section Sheet no./rev, 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations t BEAVERTON,OR 97008 Calc.by Date Ghk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK `1 M 9. — N.),5,,,r,-- t. — := 4.71-frravt70,10%-k*Vt. ,-**1-0.1,) AAA.- Cit7f,A3 0a tom. 7 /. ..1. - C.,, ( ,f I '7,01'2 , e. .< 4 „, , , i // ��1 a `S. 4' ‘, 4. . �. \AA id 11 I LL i r 16 ( ` = 704r ik - If - ( l .2-7-6k, \- BeaVertan.OR 97008-7592 r(503 3 27 3-201 8 crawengineering.com CHECKED BY DATE Seismic Loads: Risk Category: II Importance Factor(I) : 1.00 Site Class : D Ss(0.2 sec)= 96.30 %g S1 (1.0 sec)= 42.20 %g Fa = 1.115 Sms= 1.074 SDS = 0.716 Design Category= C Fv= 1.578 Sm1 = 0.666 S p1 = 0.444 Design Category= C Seismic Design Category= D Number of Stories: 1 Structure Type: Light Frame Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Timber frames System Structural Height Limit: 35 ft Actual Structural Height(hn)= 9.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 1.5 Over-Strength Factor(fOo)= 1.5 Deflection Amplification Factor(Cd)= 1.5 bps= 0.716 S01 = 0.444 Seismic Load Effect(E) = p QE +/_0.2Sps D = QE +1— p = redundancy coefficient Special Seismic Load Effect(Em)= iso QE +1-0.2Sps D = 1.5 QE +/- 0.143D D 0.143D DQ == dead ead loatal seismic force load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Approx fundamentalperiod (Ta) C h Cu = 1.14 = T n 0.104 sec x=0.75 Tmax= CuTa = 0.145 User calculated fundamental period (T)= 0 sec Long Period Transition Period (TL)= ASCE7 map= 16 Use T= 0.104 Seismic response coef. (Cs)= Spsl/R = 0.477 need not exceed Cs= Shc I/RT= 2.848 but not less than Cs= 0.044Sdsl = 0.031 USE Cs= 0.477 Design Base Shear V= 0.477W Model&Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Project Job Ref."—:: C R 0 W Mary Woodward-Bike Shelter 11 `y' I .,,,.s. Section Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK 1c. c_ do s V ( {°" , NN ) ( ""r""N.N.)f cot...01-1%-‘..c.„. , i -.7 k‘-.'''''\ (to (i ( .7.-' ) ) 62' ? 2, ) r ti. x t t (V r ( � f5\\ 'C'') 0 l .. "' ( _, fit t D 1 -" c v 1 \I --- d2 .4E.'"1'..2 ( ; \ - ''' 1 \I V.4dt-t . / . e:7 '7- 1 5 Vs 0 / .4 Project "rte.--: - ,c.,, R 0 W Job Ref. Mary Woodward-Bike Shelter 12 a fi Section Sheet no 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 Catc.by Date Chk'd by Date PH 503-213-2013 FAX:503-213-2Q18 JFK App'd by Date v kikki it4.1 11/4-0 C ON---ICT- .1 +7 <-. 0 { lid 14 7:24k /2,- -- I tt ( 4., 7470 It 12... 4 e , t..h. t O r k Project Job Ref. Mary Woodward Bike Shelter 13 x r i z j N E. Section Sheet no.drev. Structural Calculations 9925 SW NIMBUS AVE.,SUITE 110 BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK 0 , 40 *) ‘) L — 0 . ' Zi c. — 0 .""I k... 4- 0 .4\-7-7--0 -%- . , krn 171 L„, ‘ .,, 4 a'4;25 e. . `' -01 4- 0 .-/ 3 .1 V ► •j 14 z x , 4'1'i 4 :ii it 11 411 i► 111411 :%11 4 1 . ; ,,,. .,1 I . i 1 „, . 4 1 . , . i 1 1 , 1,. 111 Envelope Only Solution SK-20 Jan 25, 2018 at 6:59 AM Design (Rendered) Shelter.r3d Y 15 04 Z X \ \-\\,., `.\. \ \ \\ �\�\\ II IP: Y ill 16 Z x \\''\\� \)Z\\\\\\ 25psf \\VA\�V,. \\A �.\ '\‘VAV A\Av R \�\\\\ \\\\ ,\\\ \\\\ \\\ 'r� \ \\ \Q\ • �V\\��\' v « \'''-:\,:','1\, \:\,\\:,\‘ AV\„..\\,, y \\v\ �gi, \ ,\\\\ ��\\\\o \\\\ \ \\\\' \R X1371 \\ \\\ 30 551.3 35 ` 3 2• 2 M10 551.3 5 4 1200.8 i' 8 1145.8 .! '1200.8 ” '9 8• 1200.8 1145.8 551.3 . '10 1200.8 551.3 Loads:BLC 2,SL Results for LC 33,SL Reaction and Moment Units are lb and lb-ft IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Jan 25, 2018 at 6:38 AM Shelter.r3d Y 17 Z X I 112 b 1121b 6i. 9 7,1 30 _22 4 35 2E -22 X10 .4 -224 -22 4 -22.4 -22.4 -22 4 717 -22 4 22.4 -22 4 SII Loads:BLC 3 WLx Results for LC 31,WLX Reaction and Moment Units are lb and lb-ft SK-3 Jan 25, 2018 at 6:41 AM Shelter.r3d Y �� 18 z X 881b 1761b z• ' a �1 1761b fz. 1761b • �'� 881b ' -48.4 .- 1 9 E*: 36 35 -81.8 3 2c 48.3...Wr72 114 92 5 &1.8 - Vi -91.9 .- 6 -48.4....-."r9 -81.7 $ -48.3 *t°19 Loads:BLC 4,WLz Results for LC 32,WU Reaction and Moment Units are Ib and lb-ft SK-4 Jan 25, 2018 at 6:41 AM Shelter.r3d Y � `► 19 °► z x o . c,.. •„,,k..\\ e. iN'1 \\ \ \ \\\\\ \\\\\ \\\\b` . 49, • o 51 0 -,,, ,\,, . 0 \N\ � \ \�' \ \\\\ \\\\ r\ r', \o (73 0 J 51 0 Loads:BLC 8,WL+y Envelope Only Solution SK-21 Jan 25, 2018 at 7:01 AM Uplift Forces Shelter.r3d 20 Z X • 740th 7401b •`� et 4, 14111 -148 3 f; : 30 35 zt 2c -148.1 10 -148.3 nfric -147.9 -148.1 -147.9 -147.9 -147 8 -147 9 -147.8 Loads:BLC 5,ELX Results for LC 29,ELX Reaction and Moment Units are lb and lb-ft SK- 5 Jan 25, 2018 at 6:43 AM EARTHQUAKE LOADS (LONG DIR) Shelter.r3d Y `f 21 Z x 1851b " moil l. ` 3701b z. ' ;a 3701b z. ?�F -1 851b f� a4 y 3701b 104.2 .% 1Z. 9 0; Ix IY ®Z o 0 EJ2 O 22 0 0 O ro m ' r-- v 2 .1 J CO 2 0 0 0 0 0 0 0 n m ( M co .:1 J 2r J m 2 0 0 0 0 0 0 0 (0 co 2 J 01 J m 2 0 0 Ni 0 0 0 O 0 u') N N r m -, 0) 2r -J J m 2 00 O KM 00 Envelope Only Solution SK- 16 Jan 25, 2018 at 6:58 AM Member Labels Shelter.r3d Section Sets •X M2 SEAMS EJ2 Trans-Joists Of ®2 4) C C) 41 End Trans-Joists Long-Joists POST 1 333 eo v ao P.—, Y I 6) 1(03 C a co TArv521 co J 3 l 0 -KV C� o 0 C a s co N y's 21 c, CJ V C C 0 C) c• Nd s CO j. 20 Jd CO 1 • 0C) �� Envelope Only Solution SK- 17 Jan 25, 2018 at 6:58 AM Section Sets Shelter.r3d Y Section Sets t24BEAMS '•, Trans-Joists /� End Trans-Joists Z X MI Long-Joists POST � �e'S 1 . '417 '..( 1 Me< 'O €�° .cjv 4fe'2 coti M J 6(1 J O t ° Me \ : 8 .. N` M �, �" O ,_,, (aj , Z do o Meg 3 J ° r- 4, fI 0 J ° 0 cm J ° 0 Envelope Only Solution SK- 18 Jan 25, 2018 at 6:59 AM Section Sets (ISO) Shelter.r3d i!lci) x 25 .z 2-2X8 CO ii 4-2X8 X X� °XDco N N N >< co 4-e X8 m coco N N 7 Tr 4-2X8 co V coN 2 co N cox co m- 2-2X8 Envelope Only Solution SK- 13 Jan 25, 2018 at 6:55 AM Member(Sizes) Shelter.r3d m CD CD73 cn o x E o (2)2x6-3.5"Space • (2)2x6-3.5"Space r f J;: f (2)2x8-3.5"Space O (2)2x6-3.5"Space Or 3 r (2)2x6-3.5"Space 3 Cr 0)CD 11ll i (2)2x6-3.5"Space O . s � : j/ ' (2)2x61-3.5"Space O f (2)2x6-3.5"Space / f,: Cn ^`, (2)2x6-f3.5"Space orf a Q ` f �' I N 1 a N 0 03s rt (2)2x6-3.5"Space cm V > cz Company : Jan 25, 20,187 IiIRISA, Designer 7:04 AM Checked By Model Name (Global) Model Settings Display Sections for Member Calcs 5 IMax Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 IVIerge Tolerance(in) ,12 P-Delta Analysis Tolerance 0.50% Include P-Della for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/wc^2) 32.2 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10):ASD:. Adjust Stiffness? Yes(lterative) RISAConnection Code AISC 14th(360-10):ASD Cold Formed Steel Code AISI S100-12:ASD Wood Code AWC NDS-15: ASD Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM 1-10: ASD-Building AISC 14th(360-10):ASD Number of Shear Regions . 4 Rc.gion Spacing Increment(III) 4 Biaxial Column Method Exact Integration _ Parme Beta Factor(PCA) 65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Vim % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 1 Company Designer Jan 25, 204i, IiIRISA Job Number 7:04 AM `Gaff Model Name : Checked By (Globa') Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? - Yes' Ct X 1 ,02 'Ct Z .02 ,T X(sec) Not Entered T Z(sec) R X Not Entered .. . . _ 3 Ct Exp. X. . CtExp. Z ,75° SD1 .75 SDS ' 1 S1 1 TL (sec) 'Risk Cat -- --------- 5 1 orl i Drift Cat Other -_� --� �.� Oma Om X 1 Cd Z - .- -- 1_-- Cd X -- 'Rho 'Rho X .. Wood Material Properties Label ---_TyPe Database - Species 1 DF Solid Sawn Visual) G... Grade Cm Emod Nu The... Den035 - __.._.� _._ y � Douglas Fir-Larch No.1 1 .3 .035 _ 2 CEDAR Solid Sawn VisuallyG Western Cedars _ - .3 --. � No.2 ' 1 .3 .31 035 3 SP Solid Sawn Visually G Southern Pine 4 HF ' Solid Sawn Visu�Ity G.. � No.1 1 .3 .3 .035 5 SPF Solid Sawn VisuallyG .. Hern�Fir No.1' 1 .3 .3 .035 Spruce Pine-fir No.1 6 24F_-1 8E DF B lulam NDS Tabt 1 .3 24F 18E DF _._ na ' ^-- 7 24F-1 8E DF U GlUlam NDS Tabl 24F 1.8E_DF UNBAL - 1 3 .3 8 ;24F-1.8E SP B... _. Glulam NDS Tabi035 '� na �4F-�,8tE SP BALs - .na. a ... g 24F-1.8E SP U.. Glulam NDS Tabl... 24F-1.8E SP_UNBAL .3 .3 .035 -----------na 1 -33 -3 -035 Custom Wood Properties Label Fb sii] -Ft[ksiL----Fv ks�L 1 LVLPRL 1.5 _.._Fc jksiL -----E�_siL----E�VS�l.._.._.-Type._---CF..._., 2 25 1.5 .22 1 95 1500 . 1005.... SCL 2 =LVL_PRL 2.i i 2.92.75 3 LVL_Microllam.. 2.6 1.555 285.8 .285 : X2000 e i='f340 .._' SCL 4 -PSL_Paratta ...r 2 9 2.51 1900 1273 SCL 2.025 .29 2_9 2000. 5 PSL_Parallam 2.42.5 1800 12 1 755 .18 1206 46 SCL 6 LSL TimberStr ,, SCL 2.325 1.07 .31 2.05 1550 1038.5 SCL 7 LSL_Timberstr 17 1.075 _..__..._1300.._...._ 871 SCL RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS1Mary Woodward Bike ShelterlShelter.r3d] Page 2 Company : Jan 25,20 Ej)bei!, nu emr be r : 7:04 AM ‘• Checked By '4114°F Model Name : A Wood Section Sets Label Shape Type Design List ,T Material ,Design A Ln?] IYY tin41,lzz[in41 J[in411 1 POSTS 2-2X6B Column, Posts DF Typical 16.5 12.375 41.594 32.65 2 MAIN BEAMS 4X8 Beam Rectangular! DF Typical:25.375 25.904111.148 72.244 3 Trans- Joists 4-2X8 Beam Rectangular D HF 'Typical 43.5 130.5 190.539 260.479 4 End Trans-Joists 2-2X8 Beam Rectangular HF _+++Typical 21.75 :la 313.: 95.27 .,48.282 5 Long - Joists 2X8 Beam Rectangular HF Typical 10.875 2.039 47.635 7.093 Design Size and Code Check Parameters Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk T YDPRi cl a I 1 11 11 Joint Coordinates and Temperatures Label X Iftl Y jftl Z[ft] Temp[Fj Detach From Diap... 1 F1 0 0 0 0 2 F2 0 0 " 12 ! 3 F3 )0 7.75 0 0 4 0 12 0 F4 7,75 - ' 5 F5 15.5 0 0 0 + + + + 6 I F6 15.5 0 12 0 , 7 F7 23.25 0 0 8 F8 23.25 0 12 0 9 F9 31 0 0 0 101 F10 31 09 102 00 11 Ni 0 12 N2 0 9 12 0 0 0 13 N3 7.75 9 14 4, N4 7 75 ; 14 0 15 N5 15.5 9 0 0 16 " N6 15.5 9 102 00 _ 17 N7 23.25 9 1• 8 ' N8 23.25 9 + 12 0 19 N9 31 9 _ 0 0 2• 0 NW 31 9 " 129 00 21 N21 0 9 221 N22 0 9 " 3 23N23 7.75 9 9 24 N24 7.75 9 , 3 0 25 N25 15.5 9 9 0 26 N26 _ +++ 16,5+_ + ++, 3 +++ 27 + N27 23.25 9 9 0 2• 8 + N28 23.25 9 ' 3 0 29 NN29 — 31 9 3 0 1 9 9 00 30 30 3 +-- .- 31 N31 0 +,+ 9 6 6 321 N32 7.75 9 0 33 N33 15.5 9 , 6 0 34 N34 23 6 0.25 9 35 N35 31 9 6 0 RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 3 Company : Jan 25, 20,1k I Designer • I II Job Number : 704 AM .3`-' Checked By Model Name : Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z jk/in] X Rot.[I(-ft/radj Y Rot.[lc-ft/rad] Z Rot.[k-ft/rad] 1 F2 Reaction Reaction Reaction Reaction Reaction Reaction 2 Fl ! Reaction Reaction Reaction Reaction Reaction Reaction 3 F3 Reaction Reaction Reaction Reaction Reaction Reaction 4 F4 Reaction Reaction Reaction + Reaction Reaction Reaction 5 F6 Reaction Reaction Reaction Reaction Reaction Reaction 6 F5 Reaction Reaction Reaction Reaction Reaction Reaction 7 F8 Reaction Reaction Reaction Reaction Reaction Reaction 8 F7 Reaction Reaction Reaction Reaction Reaction Reaction 9 F9 Reaction Reaction Reaction Reaction Reaction Reaction 10 F10 Reaction Reaction Reaction Reaction Reaction Reaction Drift Definitions Type Floor/Diaphragm Joint Label Elevationlft] 1 Joint 1 N9 9 1 Wood Design Parameters Label Shape Length., le2[ftj lel[ft] le-bend toplft] le-bend bot[ft] Kyy 1<zz CV Cr y sway z sway 1 MB - 1 MAINBE... 7.75 Lbyy 2 MB -2 MAIN BE.... 7.75 + Lbyy 3 MB -3 MAIN BE... 7.75 Lbyy 4 MB -4 MAIN BE... 7.75 Lbyy 5 MB -5 MAIN BE... 7.75 Lbyy 6 MB -6 MAIN BE.. 7.75 , Lbyy 7 MB -7 MAIN BE... 7.75 Lb 8 MB -8 MAIN BE... 7.75 Lbyy 9 EJ1 End Tran..: 12 3 1 3 , 10 TJ1 Trans-J.. 12 3 3 11 TJ2 Trans-J... 12 3 3 12 TJ3 Trans J... 12 3 3 13 EJ2 End Tran.., 12 3 3 14 1, LJ1 Long-Joi... 7.75 Lbyy 15 LJ2 Long 7.75 Lbyy 16 LJ3 Long 7.75 Lb 17 LJ4 Long-Joi... 7.75 Lbyy 18 L LJ6 Long 7,75 2 19 LJ5 Long -Joi.. 7.75 20 LJ8 Long-Jai... 7,75 Lbyy 21 LJ7 Long-Joi... 7.75 Lbyy 11 22 M32 Long 7.75 Lbyy 23 M33 Long-Joi... 7.75 Lbyy 24 M34 Long 7.75 Lbyy 25 M35 Long-Joi... 7.75 Lbyy Joint Loads and Enforced Displacements(BLC 3 : WLx) Joint Label -- Magnitudelgb,lb-ft),tir_l,rad),_(1b*s"2/ft, lb*s^2*ft)L 1 N2 — L 1 X 1 112 RISA-3D Version 16.0.1 [T..\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 4 Company : Jan 25,201p, Designer 7:04AM JJ'' Job Number Checked By. . ,.� Model Name Joint Loads and Enforced Displacements(BLC 3 : WLx) (Continued) Joint Label L,D M Dir tion. I Magnitudej(lb Ib ft),(in rad), (Ib*s^2/ft Ib*s^2*ft)] 2 � .. _ X11 L. � Joint Loads and Enforced Displacements(BLC 4 : WLz) Joint Label LD,M____..... Direction Magnitude[(Ib ib-ft),(inrad), (Ib*s^2/ft, Ib*s^2*ft)]_..................... 88 2 ; N9 L Z, 88 3 N3 L Z 176 -_ 6 4 N5 ` 1- Z 17 _'- 176 5 _....... N7 ---_........ L _.... Z....- Joint Loads and Enforced Displacements(BLC 5 :EL)0 Joint Label L,D,M____..... Direction Magnitude[(Iblb-ft) (in,rad), (Ib*s^2lft, lb*s^2*ft)] 1 N1 L X .... 740 2 ; N2 L X Joint Loads and Enforced Displacements(BLC 6 :ELZ) Joint Label L,D,M Direction Magnitude[(IbIb-ft) (in,rad), (Ib*s^2/ft lb*s^2*ft)]...._____...._____. 1... N1 L Z 185 2 . N9 L Z 370 3 N3 ... L Z 370... 4 , N5 LZ.... 370 5 N7 L Z 185 Member Point Loads Member Label Direction Magnitude[Ib,lb-ft] Location[ft,%] No Data to Print ... Member Distributed Loads (BLC I :DL) Member Label _ Direction Start Magnitudejh End Magnitude[Ibfft F,psfj Start Location[ft,%] End Location[ft%j_ 1- COL- 11....._ Y... _1 0 _ _... _.... o 1 0.._ 1 o Member Distributed Loads (BLC 7: BLC 1 Transient Area Loads) -__Member Label Direction Start Magnitude[lb/ft,-... _ End MagnitudeI[b/Ft,F,p_sf] Start Location[ft,%o]_......_End Locationj ft,°/9_,I 1 MB -1 Y -7.5 -7.5 5.551e-17 7 75 2 , ..... MB - ... Y: -7.5..... -7.5 5.551e-17 7.75 3 MB -3 Y -7.5 -7.5 5.551e-17 7.75 4 _ MB -4 Y -7.5 -7.5 5.551e-17 _ 7.75 5 MB -5 Y -7.5 -7.5 5.551e-17 775 6 MB -6 Y -7.5 .. _-7.5 = ... 5.551e-17... _ ..._ 7.75 7 MB -7 Y -7.5 -7.5 5.551e-17 7.75 8 ' MB -8 Y' -7.5 1 -7.5 5.551e-17 7.75 9 LJ1 Y -15 -15 5.551e-17 7.75 10 I LJ2 Y -15 15 ' __. 5.551e-17 7.75 1.1 , LJ3 Y -15 _-15 5.551e-17 7.75 12 LJ4 Y' -15 -15 5.551e-17 7.75 3� -- LJ6 Y --- -15 - -15 5.551e-17- 7_75 14 LJ5�, ... _ Y -15 _ -15 - 5.551e-17 7.75 RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 5 Company : Jan 25, 2o4a, IiIRISA Designer : 7:04 AM 'ILJob Number Checked By yM', , •..::• 4. Model Name . Member Distributed Loads (BLC 7:BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitudejlb/ft . End Magnitudejlbat,F,psf] Start Location[ft,%] End Location[ft,%j_ 15 LJ8 Y -157.75 -15 5.551e-17 16 LJ7 Y -15 -15 5.551e-17 7.75 17 M32 Y - - -15......._ -...- -15 -.. 5.551e-17 7.75 18 _._..:'_._ M33 Y -15 -15 5.551e-17 7.75 19 M34 Y 1515-. 5.551 e 17 7.75 20 ' M35 Y -15 -15 5.561e-17 7.75 Member Distributed Loads (BLC 10 :BLC 2 Transient Area Loads) Member Label Direction Start Magnitudejlb/ft .. End Magnitude[lblft,F,psf] Start Location[ft,%o1 End Location[ft%°] 1 MB - 1 Y -37.5 -37.5 5.551e-17 7.75 ,_ 2 MB -2 Y -37.5 -37.5 5,551e-17 7.75 3 MB -3 Y -37.5 -37.5 5.551e-17 ....._ 7.75 4 MB -4 Y -37,5 - 37.5 5.551e-17 ....... 7.75 5 MB -5 Y -37.5 -37.5 5.551e-17 7.75 6 MB-6 Y -37.5 -37.5 5.551e-17 7.75 7 MB -7 Y -37.5__ __^ -37.5 5,551e-17 7.75_ 8 MB-`8 Y -37.5 -37.5: 5,551e-17 7 75'- 9 LJ 1 Y -75 -75 5.551e-17 7 75 10 LJ2 Y -75 -75 5.551e-17 7.75 _11 LJ3 ____- - Y -_ -75 ,_, ___- -75_ _____ 5.551 e-17 7.75 12 LJ4 Y -75 _ 7a -5.551e-i7 :' 7.7 _....._ 13 ... LJ6 Y -75 -75 5.551e-17 7.75 ... 14 ; LJ5', Y -75 -75 51e-17 7.75 .1.5 _ LJ8----__ Y_ ---75 -_ -75 5.551e-17 _ __7.75 16 LJ7:': Y -75 .... 75 5--.5a-le-17 7 75 17 M32 Y -75 -75 5.551e-17 7.75 18 -, M33 Y -75 -75 5.551e-17 7.75 19 M34..-_.. Y -75 -75 5.551e-17 7.75 20 M35 Y -75 -75 5.551e-17 7.75 Member Distributed Loads (BLC 11 :BLC 9 Transient Area Loads) Member Label Direction Start Magnitude[Ibift,... End Magnitude[Ibfft,F,psf] Start Location[ft,%] End Locationift%j__ 1 MB 1 Y -24 24 5.551e-17 7.75 2 MB -2 Y -24 -24 ; 5.551e-17 `7.75 3 MB5 ..., .551 e 17 -3 Y -24 -24 7.75 4 : MB -4 Y -24 -24 5.551e-17 7.75 5 MB -5 Y -24 ....-. -24 5.551e-17 7.75 6 MB-6 Y` -24 -24 54551e-17 ':. 7.75 7 MB 7 Y -24 24 5.551e 17 7.75 8 MB-8 Y: -24 -24 5.551e-17 7.75 5.551e-17 7.75 10 . LJ2 Y_ -48 -48 5.551e-17 7.75....._ __ 11 LJ3 Y -48 -48 5.551e-17 7.75 12 LJ4 Y -48 " -48 5.551e-17 7.75 13 LJ6 ...._ ... Y...-...-.. -48 .,.,._._.; .... -48 -...__. 5.551e-17 7.75 14 LJ5 _.. YW' ._....._-48 -48 5.551e-17 7 75 15 LJ8 Y -48 -48 5.551e-17 7.75 16 , LJ7 Y -48 -48 5.551e-17 7.75 : 17 M32 Y -48 -48 5.551e-17 7.75 18 t M33 Y_ -48 _48_ 5.551e-17 7.75 1.9 M34_... Y.... -48 -48 __. 5.551e-17 7.75 RISA-3D Version 16.0.1 [T:WCTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 6 Company : Jan 25, 2o..i83 IiIRISA 7:04AM Checked By Model Name : Member Distributed Loads (BLC 11 :BLC 9 Transient Area Loads) (Continued) Member Label Direction Start Magri itudejlb/ft,... End Mag nitudeflbfit,F,p sq Start l_o cation[it,°/0] End Location[ft,%1 20 M35 1 Y 1 -48 -48 I 5b51e-17 I 7.75 Member Distributed Loads (BLC 14 :BLC 8 Transient Area Loads) Member Label Direction Start Magnitude[lb/fL.., End Magnitude[lb/ft,F,psf] Start Locationtft,%1 End Locationftt,%1 1 MB - 1 Y 24 24 5.551e-17 7.75 2 MB -2 Y 24 24 5.551e-17 7.75 3 _24 5.551e-17 7.75 4 MB -4 Y 24 24 5.551e-17 7.75 5 MB -5 Y 24 ; 24 5.551e-17 7.75 „ . 6 MB -6 Y 24 24 5.551e-17 7.75 7 MB -7 Y 24 24 5.551e-17 7.75 8 MB -8 Y 24 24 5.551e-17 7.75 9 LJ1 _Y 48 48 5.551e-17 _ 7.75_ _ 10 LJ2 Y 48 48 5.551e-17 7.75 11 LJ3 Y 48 48 5.551e-17 7.75 12 LJ4 Y 48 48 5.551e-17 7.75 13 LJ6 Y 48 48 5.551e-17 7.75 14 LJ5 Y 48 48 5.551e-17 7.75 15 LJ8 Y 48 48 5.551e-17 7.75 16 LJ7 Y 48 48 5.551e-17 7.75 17 M32 V 48 48 5.551e-17 7.75 18 M33__ Y 48 48 _5.551e-17 7.75 _ 19 M34 V 48 48 5.551e-17 7.75 20 M35 Y 48 48 5.551e-17 7.75 Member Area Loads (BLC 1 DL) Joint A Joint B Joint C Joint D Direction Distribution Ma_gpitudelpsg__ 1 N2 N1 , N9 I N10 Y A-B ..................................51 Member Area Loads (BLC 2: SL) Joint A Joint B _ Joint C Joint D Direction Distribution Magnitude[psfl 1 N2 . .Ni N9 -1 N10 Y 1 A-B -25 I Member Area Loads (BLC 8: WL+y) Joint A Joint B Joint C Joint D Direction Distribution Ma gp itu dejpsfl 1 N2 N1 N9 I NW Y A-B 1 16 MemberArea Loads (BLC 9 : WL-Y) Joint A Joint B Joint C Joint D Direction Distribution Magaitudelpsfl N2 N1 ; N9 I N10 Y 1 A-B T -16 Member Area Loads (BLC 13 :) Joint A Joint B Joint C Joint D Direction Distribution Ma gn itu de[psfj 1 F1 F2 F3 1 I Y I Two Way 1 0 I RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 7 Company Jan 25,20,1$1 I i I RISDesNigner 7:04AM 3y+ Job umber Checked By Model Name . Basic Load Cases BLC Description Category X Gr...Y Gr...Z Gr... Joint Point Distri..Area..Surf... 1 1 DL 1 DL -1 1 1 1 1 1 ', 2 1 SL SL 1 3 1 WLx _........ ,_,.._ _. .. WLX... ... ___... _... 2 ! ..._ 4 WLz t WLZ .. 5 , 5 1 ELX ELX 2 6 i ELZ 1 ELZ 5 7 ;BLC 1 Transient Area L None 1 20 1 j_.... WL+Y 1 9 > WL-Y WL-Y ; 1 10 ;BLC 2 Transient Area;L., None 20 11 ,BLC 9 Transient Area L None �- 20 '- 12 1 SELF WT 4...._... • None -1 _ 13 1 ..... _ .,�.,. _- __. None ,.,.,.. _..w --..,.� 1 ,. ... 14 BLC 8 Transient Area L., - None 20 1 Load Combinations Description S...P...S...B...Fa... BLC Fa... BLC Fa...B...Fa...B...Fa... BLC Fa.. BLC Fa...B...Fa...B...Fa...B...Fa... 1 DL Y y DL; 1 2_ ' DL+SL Y ..,Y DL--1--L 1SL 1 i 3 1 DL+ 0.75 SL .._ Y..-1Y DL 1 SL .751 • 4 DL+0'.6WLx+0.6W..Y... y DL 1 WLX .6 9 6 _ ... 5 DL+0.6WLz+0.6W...Y...!Y DL 1 WLZ .6 '; � 9 ; .6 , it it 6:... DL-06 WLx+0.6 W. Y Y ..._DL-.;1 WLX .6; _:......_. 9_ .-: =6 7 DL 0.6 WLz+0.6 w...y...1 Y DI-1 1 WLZ -.61 9 .6 8; DL+0.45WL�c-0.45: Y....y DL1 1 WLX.451 1 ' 8 t.45 DL+0.45 WLz-0.45 ..Y... Y DL 1 WLZ.45 T-� 8 1.45 10 DL-0.45 WLx -0.45 l Y...;Y DL i 1 WLX-.45 , 8 1.45 • 11 DL-0.45 W Lz 045.. Y Y_ DL ..1 WLZ 45 ...... 8 45 12 DL+0,45 WLx+0.75...Y..:,Y DL 1 WLX,.451 ,- -Sl 75 SLN 75 8 1.45 13 1DL+0.45 WLz+a75...Y...1 y DL 1 1 WLZ.45: 1 1 ';SL.751 SLN 1.75 8 1.45 14 1D1.-0.45WLx+0.75 : Y .. y DLi!.1 WLX-.45 SL.75= SLN '.75 8 1.45 : 1.5 ,DL_-_0.45 W Lz+0 75 . .. Y.Y DL 1 WLZ-451. SL.75 SLN ,.75 8 .45 16 0.6 DL+06 WLx-a... Y .. Y DLI WLX .6 9 .6 1• 7 0.6 DL+0.6WLz-0....Y...:. y DL .6 WLZ 0 .6 9 .6 11 .11 11 18 0.6 DL-0.6 WLx-0.6.Y...;y DL,'.6 WLX .6" 3 9 _6 19 6 DL 0.6 W Lz 0.6. Y .. Y DL ...6 WLZ 6 9 .6 20 ; DL+0 7 ELx Y .. Y 01-1 1 ELX .7 ; 21 1 DL+ 0.7 ELz Y...1Y cL1 1 ELZ 7 22 1 DL+0.525 ELx ! Y...`:y DCI 1 ELX 525 23 LDL+0.525 ELZ Y.-':Y DI-1 1 ELZ .525; 2• 4 1DL+0.525 ELx+0,..75..y... y DI.1 1 ELX 525 ; SL.751. SLN 1.75 25 DL+0.525 ELz+0,75..Y...1 Y DL.._1 ELZ .525 1SL.75 SLN ,.75 - 26 1 0.6 DL+ 0.7 ELx Y... Y DL1':'.6 ELX 7 X , " 27 0.6 DL+ 0.7 'j ELz V . DI-1 .6 ELZ .7 2• 8 i SELF WT 1 Y 12...1 2• 9 > ELX Y 511 30 ELZ 1Y 1, 61 1 : 31 1 WLX -Y 311 32 WLZ 1Y 4 :. 1 RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 8 I,...r Company : Jan 25,....2 o..i, Designer : II Job Number : RISA 7:04AM s's° Checked By Model Name : Load Combinations (Continued) Description S...P...S...B...Fa... BLC Fa.. BLC Fa...B...Fa...!B ..Fa... BLC ,Fa... BLC Fa.. B...Fa..B...Fa...B...Fa.. . : 33 ! SL Y 2 ! 1 34 , 1 1Y 121 Load Combination Design Description ASIF CD Service Hot Ro...Cold For... Wood Concrete Masonry Aluminum Stainless Connection ''• 1 '.• DL ! I 9 Yes Yes Yes Yes ! Yes • Yes Yes Yes : Yes ,.. . _________........._......„.......-..______......____._ 2 , DL+SL 1 1 1.15 Yes Yes Yes Yes i Yes , Yes Yes Yes i Yes . 3 DL+ 0.75 SL , : 1.15 Yes Yes ' Yes Yes ! Yes Yes Yes Yes 1. Yes 41".)L40.6WL.,)(+0.... 1 1.6 Yes Yes ! Yes Yes i Yes i Yes Yes Yes Yes : 5 DL +0.6 WLz+0...:. i 1.6 Yes Yes ' Yes Yes 1 Yes ; Yes Yes Yes ' Yes ' 6 1DL-0.6 liNtix 4-0....! 1 1,6 Yes Yes - Yes Yes I Yes 1 Yes Yes Yes I Yes _ 7 .DL-0.6 WLz+0...; i 1.6 Yes Yes Yes Yes ' Yes ! Yes Yes Yes I Yes • ,Dt_+0.4,5 WL.)(-o..,„ 1 1.6 YesYes Yes i Yes i Yes Yes'IIII I-IIYes I' 8 YesYes 9 DL+0.45 WLz-0..:. • 1.6 Yes Yes Yes Yes i Yes ; Yes Yes Yes ; Yes -10 ,DI--0,4;51.811-1(-0--^".: r 1.6 Yes Yes , Yes Yes 7 Yes ; Yes Yes Yes Yes7 4 , ' 11 •DL-0.45 W12-O.., 1 1.6 Yes Yes Yes Yes I... Yes i Yes Yes Yes : Yes 12 IDL+.045 loyl..)(+,.. 1,- 1.6 Yes Yes • Yes ,Yes 1 Yes ' Yes Yes Yes " Yes :DL+0 45 WLz+...1 13 ' • '. 1.6 Yes Yes Yes Yes I Yes ! Yes Yes Yes i Yes , . . . . :4: pL-o.45w1.)(+0... 1 1.6 Yes Yes Yes, Yes 1 Yes Yes Yes Yes 1 Yes 15 DL-0.45 WLz+O.... I 1.6 Yes Yes : Yes Yes 1 Yes , Yes Yes Yes 1 Yes 16 0.6 DL+06 WL)(..: 1- 1.6 Yes Yes 1 Yes , Yes 1 Yes, i Yes Yes Yes I Yes 17 0.6 DL+06 WLz..., 1 1.6 Yes Yes . Yes Yes I Yes . Yes Yes Yes 1 Yes 18 !0.6 DL...0.6vvbc....,,' i 1.6 Yes Yes , Yes Yes1,1--- Yes I Yes, Yes , Yes 1 Yes 19 :0-6 DL-0.6 WLz... 1.6 Yes Yes Yes Yes , Yes ' Yes Yes Yes : Yes 20 ' DL+0.7 ELx ' i 1.6 Yes Yes ! Yes,- Yes 1 Yes ' Yes ' Yes Yes I Yes, 21 • DL+ 0.7 ELz ' 1.6 Yes Yes . Yes Yes 1 Yes ' Yes Yes Yes ; Yes . , ., ! 22DL+0,828 ElxYes t 1 1.6 Yes Yes , Yes Yes 1 i Yes Yes Yes :' Yes , 23 'DL+0.525 ELZ: , 1.6 Yes Yes Yes Yes , Yes . Yes Yes Yes , Yes , i . , 24 „DL;+0.525 Et.,)t+ : 1.6 Yes Yes Yes Yes L Yes ,. Yes Yes Yes j Yes ., 25 DL+0.525 ELz+ .. ' 1.6 Yes Yes Yes Yes •., Yes " Yes Yes Yes , Yes . 26 i 0.6 DL+0.7 ELx i 1 1.6 Yes Yes ,. Yes Yes I Yes ' Yes Yes Yes 1, Yes 27 0.6 DL+0.7 ELz i 1.6 Yes Yes Yes Yes I Yes ' Yes Yes Yes 1 Yes -i- - 28 I SELF WT ' '-: 1.6 Yes Yes Yes Yes 1 Yes 1 Yes Yes Yes ,, Yes 29 : ELX • '. 1.6 Yes Yes ' Yes Yes , Yes . Yes , Yes Yes 1Yes 30 I ELZ' if 1 1.6 Yes Yes ' Yes Yes I Yes , Yes Yes Yes i Yes ',. 31 WLX ; 1.6 Yes Yes Yes Yes : Yes , Yes Yes Yes ! Yes , -1 ---- , , 32 , wLZ ' 1 1.6 Yes yes Yes Yes 1 Yes i Yes Yes yes ,:. yes 33 '. SL I 1.6 Yes Yes , Yes Yes ; Yes , Yes Yes, Yes ,.,i Yes ., 34 i i i 1.6 Yes Yes ' Yes Yes i Yes i Yes Yes Yes ', Yes Envelope Wood Code Checks Mem... Shape Code Check Loc[ft LC Shear...Lo... Dir LC Fd[...FV[...Fbl [...Fb2...Fv' ... RB CL CP Eqn 1 MB-1' 4X8 ',_. .083 7.75 2 .068 7-75.y 2 :., .65 '9311,1.486 1.57•.207 7.419 , 994 .35913.9-31 2 MB-i 4X8 ' .083 0 - 2 .060 i 0 y 2 ', .65 193111.486 1,577.207 7.419 ..,994:,3p9:3.9-31 3 AAB-a 4X8 . .083 7.75 2 .060 7•75 y 2 : .65 !.9311,486 1,57!,.207 7.4,19 , .994'',,35973.9-3I 4 MB-41 ,4X8, 1., ,083 0 2„ .068 , 0 y ... 2 1 .65 I.931,1.486 1.57 .207 7.419 1.994•,.359 A.9-3] 5 MB-5 4X8 , .083 7.75 2 .068 7•75 y . 2 , .65 .931 1.486 1.57 .207 7.419 .994'.35913.9-31 i 6 ,Ails-si 4X8 I .083 0 2 .060 . 0 y 2 : .65 !.93111.486, 1.571.207 7.419 ,.994•.359 I3.9-3I 7 MB-7 4X8 . .083 7.75 2 .060 7.75 y 2 , .65 '1.931 1.486 1.57 .207 7.419 ..994 .359:3.9-31 RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d] Page 9 IIIRISA Company Jan 25,2o4:E Designer 704 AM �b Job Number Checked By: Model Name . Envelope Wood Code Checks (Continued) Mem Shape Code Check Locjftl LC Shear Lo. Dir LC Fc .Ft .Fb1 Fb2 Fv' .. RB CL CP E n L I L 8• MB 8- 4X8 ;': . .083. Bq n.' 2 .068 0' y ' 2 65 ,.931,1.486 1 57 207 7.419 994 .359 3 9 3: 9• EJ1 2-2X8 .766 6 2 .228 12 y 2 .911'.8621.341 1.547:1 72 5.385 .997 .559 i3.9-3 10 J1 4-2X8 .764 6 2 .228 ' 12 y 2' .911f.862;1. 44 1.547.172 2..6 93 .999 .55 .9 11 TJ2 4-2X8 .764 6 2 .228 0 y 2 911 .862 1.344 1.547 172 2.693 999 559 3.9-3 12; ; TJ3 -4-2X8 764 6 2. .228 ; 0 y : 2 91',_.8621.344 1.547,,L172 2.693 ;.9991.5591:3.9-3 13 EJ2 2-2X8 .766 6 2 .228 122 911 .8621.341 1.547 y 172 5.385 .997 .559,3.9-3! 14 ; LJ1 : 2X8 ' .504 3.875 2 .287 7.75 y ; 2' .115;.862 1.26 1.547=.172 17.311 '.937 .071 :3.9-31 15 LJ2 2X8 .'_ .504 3.875 2 .287 7.75 y 2 115.862, 1.26 1.547+,1 72 17 311 937 .071 3.9-3,, i 16 , !..,j8 '.. 2X8 ' .504 3,875, 2 .287 7.75 y 2 ;, 115;.862.1.26 1.547 .172' 17.311 .937 .071'';.3.8-3 17 r LJ4 , 2X8 .504 3.875 2 .287 7.75 y 2 115'.862 1.26 1.547 1• 8 1 LJ6 ' 2X8 ; .476 13.875 2 .287 '7.75 ,;'.1151.86211.333 172 17.311 .937 .071 .3.9-31. y 2 1.547!.172 8.794 `.991 L071 '1,3,9--31 19 LJ5 2X8 ,_ .504 3.875 2 .287 715 y 2 i.1161.862 1.26 1.547_172 17.311 .937 .071Y3.93 20 ;,LJ8 2X8 ,544 3.875 2 .287 ,7.75 y 2 11 ,86211,26... 1547 .172' 1731 I 937 071 3 3i 2• 1 LJ7 • 2X8 .504 3 875 2 .287 7.75 y 2 115,.862„ 1 26 1.547 ,172 17 311 .:§9377 071 'f,3.99- 1; 3 9 3' 22 ,M32 i 2X8 .504 3.875 2 .287 7.75 _ .. .. - y 2 = 115..862 1.26 1.547 .172;:. 17.311 ;. 3 071 '3 9-3 23 M33 2X8 1 .504 3.875 2 .2877.75y 2 115.862 1.26 1.547 ,172 17.311 .937,.071„,:3.97A 24 £M34 2X8 a' .504 3-875 ;2 .287 '7.751-y y 2 !.1161..86211.28. 1547 172! 17.311' 9373� .071 3 9 25 M35 2X8 .504 3.875 2 .287 7.75 y 2 116.862 1.26 1.547;172 17.311 .937..071 :3.9-3 RISA-3D Version 16.0.1 [T:\ACTIVE PROJECTS\Mary Woodward Bike Shelter\Shelter.r3d1 Page 10 Y ti 37 z x 440000, ie�� aha et i„: z , ,:iiii%00 IA. +1 0 e*: 30 763.7153 6 35 y 1.3 2E 7172�i-2 t10 763.7153.6 15 4 1625.417 3.8 6 1550.21 74.4 1625.4 1 78.8 79 8 1625.4;78.8 1550.2/74.4 763.7153.6 10 1625.4/78.8 753.7/53.6 Envelope Only Solution V-direction Reaction Units are lb and lb-ft(Enveloped) SK- 7 Jan 25, 2018 at 6:49 AM VERTICAL REACTIONS (ENVELOPE) Shelter.r3d Y `f 38 z x z. Iv ••• boo. it, . , 13.7 29.1 W. 73 .� 104.613.3 49 �'� .. 30 ' .35 13.7 29 2c. 11 .5... -103,313.3 '10 55.2 -104.613.3 48.9 - 716.1 118.3 _-- 103.313.3 49 -103.313.3 55.2 92.1 ........ -103.213.6 -116 -. �9.i -103.313.3 48.9 -118.6....... -92.1, 104.2 103.213.6 29 118.4 4..... 104.2 Envelope Only Solution Reaction and Moment Units are lb and lb-ft(Enveloped) SK- 8 Jan 25, 2018 at 6:51 AM Horizontal Reactions (Envelope) Shelter.r3d Y 39 `'i z x .„q ' , i''..951.91- 4 X 4.- ‘71' 1111111"1111141111111111.7 " 1 1111111%0 t49 ® O' '1411% 956.7:- 40 30 951.9 1-126.2 ,y� , 35 �T3i 449.7. ' • •Y10 ' °2'' 950.71-126 5'' 949.1 1-125.8 474 49.7 1-125.9 7'' k948.81-125.8 249.1 1-125 8 ' '9I 8. 948.81-125.8 '74°.19'Q Envelope Only Solution Z-moment Reaction Units are lb and lb-ft(Enveloped) SK- 10 Jan 25, 2018 at 6:52 AM Moment at Base (Long) Shelter.r3d Y `t 40 z x �q. cio Cr fry iv 264.2 t-, ". 1 9 -' 449.7 `i.! 30 263.71-673.6 r 35 ' 3' 506.4: `. x104 27 i"� 2 449.3/-1074.6 ► ..'x , ¢ ' 449.7 1-837.1 / 506 I-1053.4 'o+ 264.2 I-1057.9 7176' r- r/ 449.3 1-836.6 } /;:, \ "iirt 7' 8 r- 263.7/-1055.8 " 1;a Envelope Only Solution X-moment Reaction Units are lb and lb-ft(Enveloped) SK-9 Jan 25, 2018 at 6:51 AM Moment at Base (Trans) Shelter.r3d Y � •� 41 /► z x ii ‘o 4.1404 29.6 i i 4_,, 3 li 11-.,.../3,� 264.2 1 ; `-, 85.8 , 9fl%5.e - 1 i •449.7 �' -263.7 'i °A '1 ,,, "1, e 054.4 I -1.5 06.4 . I 1074.6 I, 1 -449.3 i1 I I 1 83 .1" • I. I -449.7 t 1 :,1.06i.4 I I I , I I -506 i I '1057.9 83•B' I -264.2 I -449.3 , I I J 1055.8 -263.7 Member y Bending Moments(lb-ft)(Enveloped) SK-2 Jan 25, 2018 at 7:22 AM Moment Stresses (My) Shelter.r3d Y 42 /► z x N. 29.7 316.7 $9.1 5 i 29.T :X11, i 29.7 .5 c. // . 29.7 1 5 \ 5 - .1 d . 951.9 29.7 3 ra \ �29t 5 1 • �..• .5 ,.8.,2,i . 316.7 1 ----z. O )50.7 / 29.7! �/1 a `4• W 29.7 551 9 O a 29.7 .1 6. �` •6,2 ''/'12 2 . .5 X49.7 29.7 29.7 950.7 O .5 ;t1'26 - .22f9.1 • z ;49.1'' `'5.8 949.7 '"'P25.9 648.8 "-''x25.8 J49.1 "''P25.8 948.8 ''°"P25.8 Member z Bending Moments(lb-ft)(Enveloped) SK- 1 Jan 25, 2018 at 7:21 AM Moment Stresses (Mz) Shelter.r3d Project � Job Ref. Mary Woodward Bike Shelter 44 Section '-'- Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK 2_45- (.� '°"'°74. .`ate` "-- , C)*" tp, ,,,,,,a. , Condensed VERTICAL SEAM Technical Reference ATTACHMENT DETAIL FASTENING INFORMATION Clip M Clips FactoryApplied Sealant 1.Clip spacing is based upon the design loads,the spanning capacity of the panels,the fasteners and the support members. -- Clip Fastener 2.Clips are 0.050"thick.:G90 is standard,304 stainless is optional..2 fastener holes is standard,3 holes is optional. Vertical Seam 3.Clips can accomodate',practically.unlimited thermal Panel movement. ►Fasteners ��. 1 Overdriven fasteners will cerise panel distortions. - 2.Fasteners to wood and steel should extend 112"or more - ..,,7. past the inside face of the support material 11 i Attaching to Wood: #10-12 Pancake Head Wood Screw PANEL CUP t..:, <18 ga 1/4"-14 Deck Screw >=18 ga;: 12 ga:#10-16 Pancake Head Driller Attaching to Concrete: 3/16"or 1/4"'.TapCon,Phillips Flat Head Exposed End Fasteners, i'"` Attaching to Wood: # -14X1.Wood Screw Attachi10to l reel #12-14 XL Driller Trim Fasteners 114"-14 x 718"XL Stitch Screw 118"x 3116"Pop Rivet UL90 CLIP 2 Fasteners SECTION PROPERTIES ALLOWABLE UNIFORM LOADS, psf For various clip spacings Top In Compression Bottom In Compression Ga Width Yield Weight in hoc Sxx Ixx Sxx Inward Load Outward Load ksi psf in/ft in'Ift in/ft in3/ft 2.5' 3' 3.5' 4' 4.5' 5' 2.5' 3' 3.5' 4' 4.5' 5' 26 12 50 1.06 0.0781` 0.0530 0.0377 0,0408 148 104 77 59_ - -- 55 '49 42 36 - - 26 16 50 0,97 0.0614 0.0402 0.0283 0.0306_- 11gjiailpi58 4555('T9'..)1I42 36 - - 26 18 50 0.94 0.0553 0.0358 0.0253 0.0273'> - _ - - - - 24 12 50 1.38 0.1118 0.0774 0.0533 0,0557 204 143 105 81 64 52 44 43 42 41 40 39 24 16 50 1.26 0.0885 0.0589 0.0398 0.0419 153 107 79 61 48 39 42 38 34 30 27 24 24 18 50 1,22 0.0800 0.0526 0.0353 0.0372 136 95 70 54 43 35 33 30 27 24 20 19 22 12 50 1.81 0.1533 0.1071 0.0773 0.0771 284 198 146 112 89 72 69 67 -65 62 60 58 22 16 50 - '1.66 0.1230 0.0822 0.0585 0.0579 213 149 110 84 66 54 >54 51 48 45 36 35 22 18 50 1.60 0.1113 0.0736 0.0520 0.0515 190 132 97 75 59 48 31 30 29 29 28 27 1. Theoretical section properties have been calculated per AIS1 2012'North American Specification for the Design of Cold-Formed Steel Structural Members', lxx and Sias.are effective section properties for deflection and bending. m 2. Allowable loads are calculated in accordance with AISI 2012 specifications considering bending,shear,combined bending and shear,deflection and N ASTM E 1592 uplift testing for 24 ga and 22 ga and UL 580 uplift testing for 26 ga.Allowable loads consider the 3 or more equal spans condition. N Allowable loads do not address web crippling,fasteners or support material Panel weight is not considered. j 3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span. 4. Allowable loads do not include a 1/3 stress increase for wind. (Ni - Indicates that no testing is available for the application. 11 ,sv metal sales Jacksonville,FL 800.394.4419 Seattle,WA 800.431.3470 manufacturing corporation metalsales.us.com Jefferson,OH 800.321.5833 Sellersburg,IN 800.999.7777 Anchorage,AK 866.640.7663 Detroit Lakes,MN 888.594.1394 Mocicsville,NC 800.228.6119 Sioux Falls,SD 888.902.8320 Bay City,MI 888.777.7640 Fontana,CA 800.782.7953 Nashville,TN 800.251.8508 Spokane,WA 800.572.6565 Deer Lake,PA 800.544.2577 Fort Smith,AR 877.452.3915 Rock Island,IL 800.747.1206 Temple,TX 800.543.4415 Denver,CO 800.289.7663 Independence,MO 800.747,0012 Rogers,MN 800.328.9316 Woodland,CA 800.759.6019 Project Jab Ref .. ... Mary Woodward-Bike Shelter 46 1 .00,- - ;Section Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 Cala by Date Chk d by Date App'd by Date ` PH 503-213-2013 FAX 503-213-2018 JFK Wi _�. m. m_o -. -®._.w..... _ , _�e..� Pbc gip, 1. / ,..„ i a <2 h' z k0 a_ 1 / , o ' 1 a v \ D t .4 ; .<, fiiNl P 1 `T 1 ", ♦ CA, r-'7, � ♦ � Project , Mary Woodward-Bike Shelter 48 t .. Section Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 9700$ Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK t EE.) - ` ' AD. l 1 '37-- .__ V) 1110 A r. vilir. .. 4 � A w -s r leo 107 • `°. k CROW ENGINEERING, INC. 49 1/25/2018 Joe Kurth Unsaved Project r. Dim ensions Depth 5.5 in ;Width 6.5 in 'Perimeter 28 in *,0.e wi Geometric ' ' Area 16.5 1112 iIx 41.59 in4' 'Iy 106.2 in4 1Ixy 0in4 rx 1.588in r: ry 2.537 in * Sx+ 15.13 in3 Sx- 15.13 in3 Sy+ 32.68 in3 • Sy- 32.68 in3 • ,r s • 4 XC 0111 Y 0i Principal, 4. Ii 106.2 in4 / , I2 41.59 in4 a go deg r1 2.537 in r2 1.588 in Si+ 32.68 in3 Si 32.68 in3 ., to S2+ 15.12 in3 S2- 15.12 in3 111111111111111111111 Polar IP` 147.8 in4 rp 2.993 in Plastic Zx Not Defined $05 2X6 I, $S 2x6 i t Part Material Zy Not Defined Qx oin3 Qx oin3 All DonglasFir- PNA X Not Defined Qy 20.63 in3 Qy 20.63 in3 Larch-Na.2 PNA'Y Not Defined 1 ShapeBuilder 8:00.0009 MESwww.iesweb.c www.iesweb.com Project Job Ret. Mary Woodward-Bike Shelter 50 sit i l 4'3, Section Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 Calc.by Date Chk.d by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK 2... - dam AI 2. tt .t cep . 1,, C0% a t, mCi#4,- ****) s 6 1.,„ ( 0 c -') -- +C- , 1 tfi._, ..,-..... e sio:\)( ik;\\t71-6*N161:3'\\(ior'sis)(::a1;', ('',--lirsys-.4.-- es—pi-AS \\\ 1 t (6500y,(..,,y I,,..„..),-,,,,,s':-,I\,v., (1,=AZ, ( -,,4, ektfk 4t ..__ . t..., '''. C.')it 1115"C ( • sc. i.'1,4 ' ..'; 4:7 k,r...)-z... , (,t-,,,? --- '7>' ,4;,, 604? .., ''',(s,:k,.k Ay k• Cat> :.-* \-4)G‘iv { S cc._ ,.._ (rz,G(, , ,,,,,,.%. ',,,. N(6.),. 5 ) -:,,,, (,,,s"; w r 51 Column Stablity Factor(Spaced Column) Fc 1350 psi 2x6 DF PT Cd 1.15 dl 5.5 Ct 1.00 d2 6.5 (2x6 with 3.5" gap) Cf 1.10, Ci 0.80 Fc* 1366 psi K 2 108 in le 216 in le/di 39.3 <50 ok (15.2.3.2) 18/d2 33.2 <50 ok E 1,600,000 C, 0.95 Emin 1,520,000 psi, K 2.5 Fixity Condition a FcE 2025 0.822*K*Emir'/ (le/d)2 FE / Fc* 1.48 c 0.8 1 + FE I Fc* /2c 1.5515 Cp 0.807 Project Job Ref. Mary Woodward-Bike Shelter 52 do." -"7: CROVV Section Sheet no./rev. Structural Calculations 9925 SW NIMBUS AVE.,SUITE 110 t BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK COh ^ .. . - °'.,1, - tai X1,01 -Vti?‘ .--- °.-7 i7745- 7.0.', -.2. ?"-*- , fb. cs- - 1,4-99,../ e , -‘2_ ,\Icz,..t(0)(,-4.)/ii.5.\\)-2-. -2.-2,41)e„ Fe...c..,1, 7.1 0*:010 2..0.52, -1, to‘\r)/(.5.5t,.3) ----- op * ," ,� ~sA .a L. l COQTS Ar itxy #,A.,_'\ t rte:.,t COQ ' t - * N _41,' 53 Bending/Axial (Spaced Column) P 1625 lb b 1.5 A 16.5 in2 d 5.5 fc 98.5 psi Fc 1103 psi (from Cp Spreadsheet) M1 952 lb-ft M2 1076 lb-ft Si 15.13'in' S2 32.68 in' fb1 755.1 psi fb2 395.1 psi Fbi 1498 psi Fb2 1722 psi le 216 in (from Cp Spreadsheet) RbE 22.98 SqRt ( led/b) FbE 3455 1.20*Eminh/ (R8)2 ldd1 39.3 Ie/d2 33.2 . .. Emin' 1,520,000 psi t .: Kx 2.5 (15.2.3.3) FcE1 2025 psi 0.822*K*Eminl/(le/d1)2 (fc/Fc )t 0.01 fb1 / Fb1[1 (fc✓FCE1)) 0.53 SUM 0.54 < 1.0 1 1 3p 5 ,.,..,.. �. .. ,a--, ,,, .iii, .r.....,. ,. _. .. ., .,/ � 1L,oZ,,. "'"" , k ca .k , ev OZ) ,,.. 1 . 1 X 2) _ . (: 01*,,. '') ''' ( : - x/ DI\ , li �. ��. ni 11 - r u t il • Y`y _ _� i 1 4t•ii`'c7 VS I s 1 0 Vi ProjectJob Ret. Mary Woodward-Bike Shelter 55 Section Sheet no./rev. Structural Calculations 9925 SW NIMBUS AVE.,SUITE 110 BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK v = ° 6ik x5 723 ! ; 4L r, ?‹ 4- dig_ Li c R ' #j Project Job Ref. i•/�Ti Mary Woodward-Bike Shelter. ,A* ENGINEERING 56 Section Sheet no./rev. 9925 SW Nimbus Ave, Suite 110 Structural Calcs 1 Beaverton,OR 97008 Calc.by Date Chk'd by Date App'd by Date ph 503-213-2013 JFK 7/30/2017 STEEL BEAM ANALYSIS&DESIGN(AISC36O-10) In accordance with AISC36O 14th Edition published 2010 using the ASD method Tedds calculation version 3.0.12 Load Envelope-Combination 1 0.832 0.0 l) ft 1 2.5 I A 1 B Load Envelope-Combination 2 0.832 ]q I 0.0 ft I 2.5 I A 1 B kip_" Bending Moment Envelope -2.098 -2.1 0.0 ft I 2.5 A 1 B kips Shear Force Envelope 0.845 0.8 0.0 1 ft I 2.5 I A 1 B Support conditions Support A Vertically restrained Rotationally restrained Support B Vertically free Rotationally free Mary Job Ref. Ma Woodward-Bike Shelter 57 LNGINEERINGSection Sheet no./rev. 9925 SW Nimbus Ave, Suite 110 Structural Calcs 2 Beaverton,OR 97008 Calc.by Date Chk'd by Date App'd by Date ph 503-213-2013 JFK 7/30/2017 Applied loading Beam loads Dead self weight of beam x 1 Wind point load 0.416 kips at 30.00 in Seismic point load 0.416 kips at 30.00 in Load combinations Load combination 1 Support A Dead x 1.00 Snow x 1.00 Wind x 1.00 Seismic x 1.00 Span 1 Dead x 1.00 Snow x 1.00 Wind x 1.00 Seismic x 1.00 Support B Dead x 1.00 Snow x 1.00 Wind x 1.00 Seismic x 1.00 Load combination 2 Support A Dead x 1.00 Snow x 1.00 Wind x 1.00 Seismic x 1.00 Span 1 Dead x 1.00 Snow x 1.00 Wind x 1.00 Seismic x 1.00 Support B Dead x 1.00 Snow x 1.00 Wind x 1.00 Seismic x 1.00 Analysis results Maximum moment Mmax=0 kips_ft Mmin=-2.1 kips_ft Maximum shear Vmax=0.8 kips Vmin=0.8 kips Deflection max=0.1 in Smin=0 in Maximum reaction at support A RA_max=0.8 kips RA_min=0.8 kips Unfactored dead load reaction at support A RA_Dead=0 kips Unfactored wind load reaction at support A RA_wind=0.4 kips Unfactored seismic load reaction at support A RA_seismic=0.4 kips Maximum reaction at support B RB_max=0 kips RB_mm=0 kips Section details Section type HSS 3-1/2x3-1/2x1/8(AISC 14th Edn(v14.1)) ASTM steel designation A500 Gr.B 46 Steel yield stress Fy=46 ksi ect WJob Ref. Mary/00 C Woodward-Bike Shelter 58 Section Sheet no./rev. 9925 SW Nimbus Ave, Suite 110 Structural Calcs 3 Beaverton,OR 97008 Calc.by Date Chk'd by Date App'd by Date ph 503-213-2013 JFK 7/30/2017 Steel tensile stress Fu=58 ksi Modulus of elasticity E=29000 ksi Fn 0 12 0 14 3.5" ►� Safety factors Safety factor for tensile yielding S2ty=1.67 Safety factor for tensile rupture Qtr=2.00 Safety factor for compression OC= 1.67 Safety factor for flexure S2b=1.67 Safety factor for shear S2v=1.67 Lateral bracing Span 1 has lateral bracing at supports only Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling-Section B4.1 Classification of flanges in flexure-Table B4.1 b(case 17) Width to thickness ratio (bf-3 x t)/t=27.17 Limiting ratio for compact section ?p f= 1.12 x.1[E/Fy]=28.12 Limiting ratio for non-compact section kir= 1.40 x 4[E/Fy]=35.15 Compact Classification of web in flexure-Table B4.1 b(case 19) Width to thickness ratio (d-3 x t)/t=27.17 Limiting ratio for compact section apwf=2.42 x 11[E/Fy]=60.76 Limiting ratio for non-compact section a,nvr=5.70 x 4[E/Fy]= 143.12 Compact Section is compact in flexure Design of members for shear-Chapter G Required shear strength Vr=max(abs(Vmax), abs(Vmin))=0.845 kips Web area Aw=2 x (d-3 x t)x t=0.731 in2 Web plate buckling coefficient kv=5 Web shear coefficient-eq G2-3 Cv=1.000 Nominal shear strength-eq G2-1 Vn=0.6 x Fy x AW x Cv=20.183 kips WProject Job Ref. Mary Woodward-Bike Shelter ENGINEERING59 Section Sheet no./rev. 9925 SW Nimbus Ave, Suite 110 Structural Calcs 4 Beaverton,OR 97008 Calc.by Date Chk'd by Date App'd by Date ph 503-213-2013 JFK 7/30/2017 Allowable shear strength Vc=Vn/Qv= 12.086 kips PASS-Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis-Chapter F Required flexural strength Mr=max(abs(Msi max),abs(Msi_min))=2.096 kips_ft Yielding-Section F7.1 Nominal flexural strength for yielding-eq F7-1 Mnyid=Mp=Fy x Zx=7.398 kips_ft Nominal flexural strength Mn=Mnyid=7.398 kips_ft Allowable flexural strength Mc=Mn/SZb=4.430 kips_ft PASS-Allowable flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, snow,wind and seismic loads Limiting deflection biim=2 x Ls,/360=0.167 in Maximum deflection span 1 S=max(abs(6max), abs(Smin))=0.09 in PASS-Maximum deflection does not exceed deflection limit r� Project Job Ref. Mary Woodward-Bike Shelter 60 Section Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 _. Structural Calculations BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK ''')A 1. . > - x,75 � � V-,41 t_- 1 55 r, } v\4 -... \,(e; (v6,--if r., -7.., 741, rt v...4 w 19/2.. - r ), :)( . &))/41 :75 .-7.7 (6,4, ?.r.i\.. 2 ._, ("4.... C pow Project Job Ref. Mary Woodward- Bike Shelter 61 k., ,. Section Sheet no./rev. m. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK tV-101:"-.- ,:v,o-tv's-i, - Iv mt,„.„,„ , 07 ---z_ t.)? , ...k t ,,,,,„ ivl.m -7: tc77(,, \,. .k "4-— Loi .,ili j Ak. ‘si ... .. \vit, 1/4.../... ._ .4(--4)-4 1 ,2., 1-)pw,,,,, _ , * ,, TX>� t.. Acct.t2 Y~- " 'f.2., t'10T1 o ;ikey-,v,,„, -1;LNAr.., -"t4:3 4*-A ect 10: *. i (0-) (1\..„1-XF ,.,,, --.2:et---,,,, C5i-fPe.....- 1130 ,3. 4: , A:7 I ,) u 74 "fit 1 it C R Project Job Ref. Mary Woodward-Bike Shelter 67 ENGINEERING Section Sheet no./rev. 9925 SW Nimbus Ave, Suite 110 Structural Calculations 1 Beaverton,OR 97008 Calc.by Date Chk'd by Date App'd by Date ph 503-213-2013 JFK 1/25/2018 FLAGPOLE EMBEDMENT(IBC 2015) TEDDS calculation version 1.2.00 0.0lb IM IM S S 50.0plf S M 1U 0 N o S fV � 118.0 lb G.L Actual soil press re=241.2 psf Allowable soil pressure= 241.2 psf N- N- Y_Y_ Soil capacity data Allowable passive pressure Lsbc=100 pcf Maximum allowable passive pressure Pmax=1500 psf Load factor 1 (1806.1) LDF1 = 1.33 Load factor 2(1806.3.4) LDF2=2.0 Pole geometry Shape of the pole Round Diameter of the pole Dia=24 in Laterally restrained No Load data First point load Pi =0 lbs Distance of Pi from ground surface Hi =5 ft Second point load P2=118 lbs Distance of P2 from ground surface H2=0.3 ft Uniformly distributed load W=0 plf Start distance of W from ground surface a=2 ft End distance of W from ground surface at =4 ft Applied moment Mi =1076 lb_ft Distance of Mi from ground surface H3=0 ft Shear force and bending moment Total shear force F=Pi +P2+W x (a1—a)= 118 lbs ' Project Job Ref. Mary Woodward-Bike Shelter 63 eNOINEERING Section Sheet no./rev. 9925 SW Nimbus Ave, Suite 110 Structural Calculations 2 Beaverton,OR 97008 Calc.by Date Chk'd by Date App'd by Date ph 503-213-2013 JFK 1/25/2018 Total bending moment at grade Mg= Pi x Hi +P2 x H2+W x (al—a)x (a+a,)/2+Mi =1105.5 lb_ft Distance of resultant lateral force h=abs(Mg/F)=9.37 ft Embedment depth(1807.3.2.1) Embedment depth provided D=2.72 ft Allowable lateral passive pressure Si =min(Pmax, Lsbc x min(D, 12 ft)/3)x LDF, x LDF2=241.2 psf Factor A A=2.34 x abs(F)/(Si x Dia)=0.6 ft Embedment depth required D, =0.5 x A x (1 +(1 +((4.36 x h)/A))05)=2.72 ft Actual lateral passive pressure S2=(2.34 x abs(F)x ((4.36 x h)+(4 x D)))/(4 x D2 x Dia)=241.2 psf Project Job Ref. Mary Woodward-Bike Shelter 64 51 ' s N,4,.,. Section Sheet no./rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations BEAVERTON,OR 97008 CaIc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK M/2. --:- *Y1— /2. ..--- 4:7 (, ' tkt' ' 12/2. t.- 1 (d2k,/'7_, '7- ( )\—4, ti‘ 2. v tic- , 1 i.i -4'7 15' 1\1\/2. V 1,.t ,, .1101011101* t il' '' 't°*) 4 . i \I -- 47(7 k\'''' 4/ Is. 7.= -51'7 W› ('°C.0)C ' " �, m " ' :.44oV. c. k t-off 1 a '"� W Project Job Ref. /"A'. C IZ V I Mary Woodward-Bike Shelter 65 s 4 G Section Sheet no/rev. 9925 SW NIMBUS AVE.,SUITE 110 Structural Calculations — BEAVERTON,OR 97008 Calc.by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX:503-213-2018 JFK i dto- (9 ' 1 12/2 . (eot:7›. k 4 i - 3 4 J k .7- iroo, k1/4A-t, /0.' - -2-6„oz. Ak z . 70 (te II 1 41t At Coi... l',/4! q) oz.s C>.,.....- ae...0„.„ 66 ?tilict4y .7; 72,..(7 6")(5.- 4 i 4.) 26 GA.METAL ROOFING lie, ___777— SEE PLAN 11101,1.21 . I-- IG- If Edia ..i '^ fair- r - (2)PT 2x8 TRANS BEAM PT 4x8 FASTENED WITH SIMPSON CJT3 CONCEALED JOIST TIES W/ (2-3/4"JOINT PINS) CUT ENDS OF 2x8s TO INSERT PT 2x6 FLANGE OF CONCEALED CONNECTION TRANS. BEAM TO LONG. BEAM S6 3/4" =1'-0" 3 D " � " 67 ,per Originally issued: 01182013 Revised: 05/0812015 Valid Through: 01/3012016 TABLE 4-ALLOWABLE LOADS FOR THE CJT CONCEALED JOIST TIE CONNECTORS 1 DIMENSIONS 1=ASTENERS ALLOWABLE LO '(bs) MN. (tt8itktty- ) f NO ,MODEL 401sT _..,.. � p; UPLIFT' DC}WNLOAD (S Ctat=>t 50 Coc 1.00 C1,1' _ Ct125 4,1,c . 'CN 3-1'x 2 I:" 1825 1730 1730 1730 C JT3 4 x 8 5' 4* 4',,a" 6-SDS',s x 3' - _ 3-;i"x 4 e 1925 1730 1730 17.. 4_1,4.x 2 •",,, 2780 2420 2785 297t CJT4 4x 10 7 5'5' ' 8-SDS%x 3' ' _ _ ._ 4-f x 4 ate" 2780 2970 2970 2970 5-'A`x 2"3'4' 3490 2950 3390 3685 CJT5 4 x 12 8 4',,' 7'-,&" 10-SDS':x 3* ,,. 5-1/2"x 4 4" 3490 36'35 4245 4645 6 h x 2 W 46665; 3425 3940 4280 CJT6 4-x12 10 8Dead" 12-SDS'!4s3' '_ ._, ,., . .. 6-t, "x 4 4'" 4785' 4345 4470 4470 GLUT,AMM 3-$ "x 2 W 1825 1835 1835 1835 CJT3 3'.ix7114 5 �' 4%`4" 6-SOSY:ix3" ...J 3 , 'x 4 1 825 1835 1835 1835 4-' "x 2%' 2780 2410 2770 3010 CJT4 334 x 9. 7" 5'$`t" 8-SDS'x 3" 4-'ri">44% 2780 3S 5 5-%t"x 2-'4` 3490 2925 3360 3655 CJT5 3'6 x 10% 8 3'"" 7's,.6" 10-SDS; x 3' 5-;12"x 4 x 3490 3680 4230 4570 6- .'x 214* 4510 a 3380 t ..4� CJT6 31� x12 t0" 8'4�'te 12—SOS%x ., _. 6—TA"x 44'4* 4785 4320 497$ 5140t. z' PSL 3-342"x 2 ''4" 1825 1855 1 2135 2320 CJT3 3' «91/2 5 345' 4 'i ' 6-SDS'.' x 3" 3-'V2'x 4%' 1825 2256 2445 2445 4- "x 2:v.,;* 2780 : 2440- +', i s CJT4 31>4z914 7' r„sts�.t4" 8-SDS x3' 4z'x 4 4°. 2780 2810 2810 2810 5-?4°'x 21'4' 3490 2985 3435 3730 CJT5 31/2 x 91/2 8?es" 7`I," 10-SDS'>x 3" 5-1/t2".x 4 4" 3490 3725 4280 4655 6-�'*2 ' 4650 3485 4010 ! CJTS 3'. x11% 10' 8's I( 12-805%x3' E 6-1Ak*x 4 A* 4785 4395 4910 4910 For St: 1 inch=25.4 mm, 1 Ears=4.4 N. 1: Tabulated allowaNe toad shall be setected based on duration of toad.Co.as permitted by the arlo4icable bum 2 SOS wood screws have the inniV designation SDS',.x 3 or S0S25304.44(1-Portal details are in +a report 3 The quantity and, of the pins are red in the Table The Pins are supplied bySi Company as series hanger n StrorTie as a component of the CJT 4 The upiilt loads have been increased tar wind or earthquake loading(Co.1.60)with no furter ircreitse aeowed The aI$owahie load shall be reduced when otter duio 6 Ceram is g cf-lamrnaledratns govern.timber.PSI is Paradel Strand Lumber Adltitmaf defals are descobed,n Section 3 2 2 of this report. Page 6 of 9 die �r A sc , .�� r n „� 68 ir E @"' Originally Issued: 0118/2013 Revised: 0510812015 Valid Through: 01/3012016 —21/2'.--*1 0 / , wat72Wron / l'' 11' 1'4c�, t1" PinI 1 t I ,., 0 tiz. 141,4, , i . .,,,..,,,,,,i),,, - ti,„, - :0`. lete dil$lE SteelPln f( ,�,' ani 'IX, CJT5 51351/4x 3" (others similar) U.S.Patent 6,109,850 5,897,280;7,101,133; 7,832,173 FIGURE 4—CJT CONCEALED JOIST TIE CONNECTOR COMPONENTS l TABLE 5-DS DRYWALL STOP'S IFASl+1 O S+(in) Stud YYood Steel Ffatmmlct tltj 1- .6 Sell—drilling Tapping DS 1--9d Common Nail &re+M- 16 For SI: 1 inch=25.4 mm,1 lbs=4.45 N, t. Use of the Os 5 St is limited to Mire-resistance-rated chi and to nonstructural'applications. a Use'of the OS a1 stops may aft r .=_ffi the reared gypsum fastenersod io the IRC Section in a was panels ttarr.11 will ,.t ct ttortturs to Section of the 2012 IRC. of the IRC or 3. Steel studs have a mar trntmth' of m {t}, nGt!base metal s s); 4. Sett rtr� g t , r screws shah comply with ark and required by sh have a Type Il coating in Hca i r ,,,,j. F FIGURE 5—DS DRYWALL STOP Page 7 of 9 wvte xm..ee:.av