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Specifications s c) xpo - bolls (1000 5,.., of( RECEIVE!) APR 16 2015 CITY OF TIGA U Structural Calculations BUILDING DIVISION for New Baseball Clubhouse Tigard High School Tigard, Oregon April 15, 2015 DESIGN PARAMETERS 2014 Oregon Structural Specialty Code • i 7:/,-,,s.4 P R it,',,i,' -' fit' ' 12g c'-' . • 9 t t t 1 if ar o `P REGCO F o^ t7� ,a. 2 �� �u1V R. VP EXP: 6 '30/I C- Scope of Work: These calculations pertain to the gravity and lateral analyses for the construction of a new structure at Tigard High School. U r H yfE �, By: sr Date: 1 Consulting Engineers Chk: Date: -3tructural. Engineering Job #: 14304 (503) 968-9994(phone) (503) 968-8444(fax) Sheet: Of: 1111-21140-410 rt#i`• kat_ \t------ 6-1.‘ick\i J . in) is4- PL 4- 2ç SO( 1.72'5 ci--) F-4-2— Lc 2-C) 1/, t7NOr\V)(p., lua A. \A2) (rilocc 91- qej?s.k- vt- 'Et ;2.) 2,1\2 Ivp"-14_ ,A14-N-Aut\fu-v_epi_4_ .ta,vv-k ;it'd 11 \ookitt-y( I/0 -ClUbt/10 brs+- -I) 1 2-Sea c 'NU \VkiitTckA vr\ \\I cuts. I) 17} 0TX't 2. (4?__ 1010,x I.back tn, 10.4.0 1‘,AIN) 111L-1111 :11-1471- BY DATE I C:') /2.1 ( REV DATE ConsuLting engineers A A @ Project Title: ,,.::�-' ]I1I1i 1 En ineer; Project ID: Project Descr. ConsuLting Engineers Structural E_ngineering Wood Beam I'�`"C INC. 1 irj4T 1 cA4t ,,H8w 6 ,..a M..4d.b 15'19 Vet Ct 4 t.19 Description: ROOF JOISTS CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc.Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir-Larch Fc.Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase MO 01 a95'S(0 03325) 'V V V V i 2x12 Span=20.0 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0,0250 ksf, Tributary Width=1,330 ft DESIGN SUMMARY Dealt tY OK " Maximum Bending Stress Ratio - 0.848 1 Maximum Shear Stress Ratio 0.208 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual _. 1,008.83 psi fv:Actual 43.15 psi FB:Allowable -. 1,190.25 psi Fv:Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 10,000ft Location of maximum on span 0.000ft Span#where maximum occurs - Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.423 in Ratio= 567 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.676 in Ratio= 354 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 0.333 0.333 Overall MINimum 0.200 0.200 D Only 0.200 0.200 L Only S Only 0.333 0,333 l` II %YD EPIIJ Project Title; r ''I mil'. Engineer: P,oject,0; hill Ilt Protect Descr: Consulting Engineers 6tructural Engineering Wood Beam File Ztprojects1201 ': t 1�t304T-fi Strii A=CS AS 1zc:£ Era,' INC 19iDi2Plti.8,of t A 1..1.19 Vec615.1.19 is XXN \' ' uti u , i " at ... Description: FLOOR JOISTS-2 at 16" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir-Larch Fc. Perp 625.0 ps Wood Grade No.2 Fv 180 0 ps Ft 575.0psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against iatera!-torsion buckling Repetitive Member Stress Increase D{O.01 sat t.(0 Mss4 V * I 2-2x12 Span=19.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0120, L=0.0650 ksf, Tributary Width=1.330 ft DESIGN SUMMARY `--2 -.Deai;rt:OK Maximum Bending Stress Ratio = 0.847 1 Maximum Shear Stress Ratio 0.217 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual _ 876.33 psi fv:Actual .. 39.14 psi FB:Allowable = 1,035.00psi Fv:Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.500ft Location of maximum on span ., 18.099ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.448 in Ratio= 509 Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.530 in Ratio= 429 Max Upward Total Deflection 0.000 in Ratio= 0<360 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 _ Overall MAXimum 0.821 _ 0.821 Overall MINimum 0.152 0.152 D Only 0.152 0.152 L Only 0.821 0.821 • S Only '2 Project Tale. . 1111:1'.11111.,.;. HAYD En9ineer: Protect ID: il'i hi Project Descr COnsuLting E.ngineer5 .structural Engineering Wood Beam File Z1piojecis12014PR 1114304T 1CALCSITNSBAS-1.EC6 . +Er_.ti,A,,.'INC.1?? 1 .Build:6.y151.19.VVeer.6.15..11+,19 at,;.¢,'` '�.. as,,,-,�`;��������:.. w `: ' C CONS, :d , NGIN E Description: CANTILEVER DECK JOISTS CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir- Larch Fc• Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase 0(0.015e6)b.j.i br.teit5. Dt0 01331 i..1006651 S(0.033251 y * * $ V 'V Y * E 1.50 X 10.50 1.50 X 10.50 Span=11.5!oft Span=8.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0,0120, L=0.0650 ksf, Tributary Wdth=1.330 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.050, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY -; Dist!n. II x Maximum Bending Stress Ratio = 0.645 1 Maximum Shear Stress Ratio - 0.344 . 1 Section used for this span 1.50 X 10.50 Section used for this span 1.50 X 10.50 lb Actual = 733.94psi fv:Actual 61.90 psi FR•Allowable = 1,138.50psi Fv:Allowable 180.00 psi Load Co nc na;on +D+L+H,LL Comb Run(LL) Load Combination +D+L+H,LL Comb Run(LL) Location of maximum on span = 11,500ft Location of maximum on span = 10,665 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.372 in Ratio= 418<480 Max Upward Transient Deflection -0 266 in Ratio= 586 Max Downward Total Deflection 0.443 in Ratio= 350 <360 Max Upward Total Deflection -0.241 in Ratio= 648 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.497 1.051 ' Overa!I MINimum -0.024 0.203 +D+0.750Lr+0.750L+H,LL Comb Run(`-0,024 0,618 +D+0.750Lr+0.750L+t1,LL Comb Run(L 0.440 0,575 +D+0.750Lr+0.750L+Hi,LL Comb Run(L 0.349 0.991 D Only 0.067 0.203 L Only,LL Comb Run(*L) -0.122 0.554 L Only,LL Comb Run(L*) 0.497 0.497 L Only,LL Comb Run(LL) 0.375 1.051 S Only -0.061 0.277 4 1, • X ) -t•-• ( At- Sit \alit kyr tivIA-11Neiv-vdi (Uctc (back Vt. -2,o3 LL itpl• ----vvvii)/. .4 4 sokt- (3-k-imks; cAg--- rt. vs I Vivi:C. AAR016-- - • uu-2_,04-s 1 zkNen 9c. -xi-2_ 2_5_4, Cla1-1 Cn 110 19‹.5' " OfkA - V T7 HQ-11 " 'EN BY Se_ DATE 7••••••/2-i'kt 5 `17/mebt REV DATE ConsuL+ing Lngineers .77_, 11.!1 : A y a Project Title: i; _ li Engineer: Project ID: 1 Project Descr: ilia I ConsuLting Lngineers .structural Engineering . Wood Column File 143 4T-11CALCSiTkS Ar Ss 1 EC6 ` : INC. • 1 1: Bui'dfi1�1+" V Description: STUDS SUPPORTING CANT DECK Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradingiManuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir- Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb Tension 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Pril 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Perp- 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built up columns 1.0 NOS is s e Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(non-s/n only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns; X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 18.454 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 10.0 ft,Xecc=0.750 in,Yecc=0.750 in, D=0.4030,L=1.050, S=0.610 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6515:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0,750L+0.750S+H Top along Y-Y 0.01030 k Bottom along Y-Y 0.01030 k Governing NDS Forumlatp+ Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.01030 k Bottom along X-X 0.01030 k Location of max.above base 9.933 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.03461 in at 5.839 ft above base Applied Axial 1.666 k for load combination: +D+0.750L+0.750S+H Applied Mx -0.1023 k-ft Applied My -0.1023 k-ft Along X-X -0.4653 in at 5.839 ft above base Fc:Allowable 839.30 psi for load combination:+D+0.750L+0.750S+H Other Factors used to calculate allowable stresses.. PASS Maximum Shear Stress Ratio= 0.006115:1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max,above base 10.0 ft Applied Design Shear 1.651 psi Allowable Shear 180.0 psi �. _,° RAYProject Ttle:u IEN. Enreer: Project ID: Project Descr: — Consulting Lngineers Structural c_ngineering Wood Beam File 1" zi,4 -, 1 a 1s uild 15 i 1 Ver6.15,1 19 8 Description: Typical header • CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb Compr 900 psi Ebend-xx 1600 ksi Fc Pril 1350 psi Eminbend-xx 580 ksi Wood Species Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 32,21 pcf Beam Bracing : Completely Unbraced D{0_364)t:(C713)S`0.663i i t i Span=4.0 fl _ Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0,3640, L=0.7130, S=0.6630, Tributary Width=1.0 ft DESIGN SUMMARY Deal n OK , Maximum Bending Stress Ratio - 0.814 1 Maximum Shear Stress Ratio = 0.559 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,092.71 psi fv:Actual = 115.65 psi FB:Allowable ._ 1,341.61 psi Fv:Allowable _ 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0,750S+H Location of maximum on span 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 2066 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.045 in Ratio= 1055 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 1.426 1.426 Overall MINimum 0,728 0.728 D Only 0.728 0.728 L Only 1.426 1.426 • S Only 1.326 1.326 1 -4 orai) CD' (A) C.0 • wvt\ic) Lo' (( (,)( k f?cs,3 t D. ?s4- votat - oc PC?k-112--Atnt'A LeAc? ,K--1-bc"•...)(2/09c)( cl;L:7,V) 7)1 y14— , 91,1kYttie-ic& N't LoPcD Ni (v) )cc-.) of-.-/rey) \Qr-yt- ' 2t6 9\jc D(2"- ‘sfl ek( HAEN 771 -FIDDC BY ge-- DATE 2- 011 ---nc vri eAvtaitu REV DATE - -Cons u lti ng Lngineers ...I 2/20/2015 Design Maps Summary Report ' riuGS Design Maps Summary Report User-Specified Input Report Title Tigard High School Baseball Sat February 21, 2015 01:51:32 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) • Site Coordinates 45.40157°N, 122.76913°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III oFarmington G cr-V Kc -a. M lwaukle .1 1 is K...ar• 4 Lake Oswego $chops �Q 0King CI f}i./ 4D irhaar • •99E O T .:Latin ���' N 0 R r { 0 `'"-^ ,-. ' A M E R I C A Sherwood LL t92015 M 8 Soot `data 0201S"Op k,,.,t31 0 MapQuest 4. USGS-Provided Output Ss = 0.959 g SMS = 1.070 g Sos = 0.714 g S1 = 0.419 g SM1 = 0.662 g SDI. = 0.441 g For information on how the SS and S1 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 1.10- l 0. 6-F 0.6d 0.99 0.77.-1 0.56 i/r----\\ a 0.66-g- 0.49 IV 0.55 ' 0.40 fil 0.44 0.32 -g- 0.24 i 0.33 - 0.22-g 0.16Y 0.11 T 0.02 0.00 4 f t i i 1 1 0.00 F-- 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1,160 1.90 2.00 0.00 0.20 0,40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period, T(sec) Period, T(sec) 1 — (Ve— L1V—k,N2 \11 \\A/Or t 757)0C'43/4 alC\0'4 \'ki 1 Met P., ' 1, SSOC"m- 6,1x,s1 P Sik.s01 -kkoo 4 'f,A Att)t.-4k Tot ,to-k--4- A LND 1111 114 VO 111Eitti BY DATEIll 2:12Ali - k (.A4k,v _ _ Consul±ing Lngineers REV DATE (1%•tv-vv.) (X-) : \\I ( '24) = • z-1\ \h- V\ ,r,\ fx-.k 4,7- (q.i( ccC :Kir7)'1' • - OA- s - r A‘. YF(VA,tv;ect BY (.542. DATE ?-i2Az9 v( BIN ()„,, A I REV DATE ____Con5uLting Lngineer5 • \9 -2,,ejoeN •(u)( - (-217.;\(41-'W (1 ) + (1 3;)-) Lo‘ --- V/20011 CA el-W-2) ,GAVAN7 16C0*. 11 ` 10-*- ( Ii.01‘0) — S A _ BY c14... DATE 1-..—jier?SiO Consulting nginer5 A .- ) \)Ac..eA9OcAA REV DATE \1/41 (1\ 97 ' ,\) - e "qt.. v2A ( 10Y7FA -- I z./.7)(nz)if' (10 -4 cl - encl (, einci uql sVutocuctOil tUck)1/4,R ) \-\r*AA-21 62,ce..hAplA. C<Al2 \C-2 \\I I C7: 6,1D c:A IN.1 C t-t osp—ch-et 111 vd 11 ,EM BY DATE ConsuLting Lngineers REV./.\.(07 217,611 DATE • - A "VO t?.' k i k A 41 I (,:) (A-at\-- coo:1.10.4i • ;Vt.jj cfrA \,4 , 1.? lvd-lek,\A„sx- • AAA c Oct A . (111d - - ks(AH 4 Ivo A 0 c(c • HHAv.( 0-Elitt BY (SR_ DATE Jii 6)6017A ‘?,Y,W t,27 ( REV DATE Consulting Q.rigineers — :