The URL can be used to link to this page

Specifications 6u/),,a6,-cow 3Ssc5w w 6- Sk toiKEN OKAMOTO & ASSOCIATES, ! " STRUCTURAL ENGINEERS ; STRUCTURAL CALCULATIONS PROJECT: LULULEMON ATHLETICA JOB#: 16152 9585 SW WASHINGTON SQUARE RD PORTLAND, OR 97223 CRITERIA: 2012 INTERNATIONAL AND/OR LOCAL BLDG CODE, LATEST EDITION MATERIALS: EXCEPT AS OTHERWISE SPECIFIED HEREIN: CONCRETE: 3,000 PSI AT 28 DAYS. CONCRETE BLOCK: GRADE N, MED. WT. UNITS, ASTM C-90. REINFORCING STEEL: (ASTM A615, GRADE 60). STRUCTURAL STEEL: (COMPACT) (ASTM A992). STRUCTURAL PIPE: (ASTM A-53, GRADE "B"). PLYWOOD SHEATHING: DOUGLAS FIR, STRUCTURAL 1, P.S. 1-95. GLUE LAM. BEAMS: 2,400 PSI (D.F. COMB. "24F"). LUMBER: GRADE MARKED D.F. PER W.C.L.B. GRDG. RULE 17. SOIL PRESSURE: SEE FOUNDATION PLAN FOR COMPLETE DATA. DESIGN REFERENCES: INCLUDING CHARTS AND TABLES FROM: GENERAL DESIGN: ASCE 7-10 LUMBER &TIMBER: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION STEEL: MANUAL OF STEEL CONSTRUCTION, AISC. CONCRETE BLOCK: MSJC PUBLICATION CONCRETE: , pRof ACI DESIGN HANDBOOK 1,377 4' •t 0, 19, 0 016 BY: •1441I� �. �` DATE: 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 • (714) 444-2422 • FAX (714) 444-2122 , ®/ KEN OKAMOTO & ASSOCIATES, INC. SHEET 2 STRUCTURAL ENGINEERS JOB ( (01 52_ BY CH Cvw-HPA014-( PA1-711-00 f.1 Li) ' (SPsr)(1.33) =(0.1` 1, H, 2565 * - 3_I "k SR b ©-4Z rinf a X625(02-33. res IA 91,i0 4 / A., S©r-F-IT S '( -r t oxe1 W= CS Ps0(2.6-71) _ i3.4 lr F„„,,,, (+3-4-'9R)--ii: 66 > S67,51("Z —33 W 7 x T _ (13-4%4)(i) + (17))(2-' 79(t°ew �✓/(49� Go:tis" c - c. 367 1 i tAlEN} A 4 %& S1 ? 33_ �UFF('f ieeo z = V 4-1. STWS w, r = 36� &4)410 sMs rt— 01(q2'4-_ ((.o"' Tx�.�� o_1« rte¢ ) 605137 13 w/ \L5-0'EA. 6 W E"(00-,Oft STVO -WINO - 197 = ) 14,t PS30 (11 0 r1eN vx, C-) (-2-r i5npo e 12 i 1 P 1.0 (Al.-P;(23.2, Ps )( ; ') � (#1, rs20 ` 11-Z 495 M r 55-q I# _ &_? "( 4. t'S = 23.2 Psi T,c e = O-�3 ice4 0- -4-00S.167---43 Cur-ge."-Prog) 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 • (714) 444-2422 Project Title: Engineer: Project ID: Project Descr: Printed: 8 MAR 2016,10:28AM X ® ® ® '1m a,vap ..t,xx. .e a�+:',ti;s *, $ ....5 � ".ae'v'e'"•x,',:al ,:.x ..,,os ._ v .;3 ,:» . .'`,e ! . Lic.#:.KW-0-S008220- Licensee: KEN OKAMOTO 8 ASSOCIATES Description: (E)W16x26 beam check for soffit loads o Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 0. , ... .. ..va.'&ov'Rac'%*c.s.:'eat.�� 'm Analysis Method: Load Resistance Factor Design (' 7.50 ft Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached s Load Combination ASCE 7-10 ._.. ..,< &'.. .., <_._ ......• Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi W16x26 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete Pc 3.50 ksi Stud Diameter 3/4"in Effective Width 7.50 ft Concrete Density 150.0 pcf Qn:Stud Capacity 15.91 k Metal Deck... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 7.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in D(1. ., tt11 w16.5 W16x26 30.0 ft �l I r P.�®® ® py�®'3®may; Service loads entered.Load Factors will be applied for calculations. Beam+Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.010, L=0.10 ksf, Tributary Width=10.0 ft Uniform Load: D=0.010 ksf, Tributary Width=10.0 ft Design OK Maximum Bending Stress Ratio = 0.864: 1 Maximum Shear Stress Ratio= 0.238: 1 Section used for this span W16x26 Section used for this span W16x26 Percent Composite Action 25 % Vu :Applied 28.068 k Pre-Composite Composite Vn*Phi:Allowable 117.750 k Mu :Applied 4.095 210.510k-ft Load Combination span 1 Mn*Phi :Allowable 165.750 243.598k-ft Location of maximum on span 0.0ft Load Combination Post Composite:+1.20D+0.50Lr+1.60L+1.60H Span#where maximum occurs Span#1 Location of maximum on span 15.0ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward Pre-Composite 0.055in Max Downward Composite Deflection 1.447in Max Upward Pre-Composite 0.000in Max Upward Composite Deflection 0.000 in Pre-Composite Deflection Ratio 6561 Composite Deflection Ratio 248 LAL From Support 1 to 15.00 ft use 7 studs. From 15.00 ft to Support 2 use 7 studs. P '.:r ®K4-3�'« ® ® ® 6�.®1681®lE[ ®..A Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Mu-Applied MnTr*Phi Va Vn*Phi Pre Composite:1.40D Span L=30 ft 1 0.025 0.005 4.10 165.75 0.55 117.75 Pre Composite:1.20D+1.60Const L Span L=30 ft 1 0.021 0.004 3.51 165.75 0.47 117.75 Post Composite:+1.40D+1.60H Span L=30 ft 1 0.146 0.040 35.60 243.60 4.75 117.75 r , H Project Title: Engineer: Project ID: Project Descr: =.. 4. Prin tedl: ,8 MAR 2016,10:28AM .. a ---, e + (- 'E(y , b? ' -'` .. r, a��l ,. e a ,d , s -'. K00 � d a 'x _ a ' . s Licensee:KEN OKAMOTO8 ASSOCIATESLic.#: W-060822 Description: (E)W16x26 beam check for soffit loads Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Mu-Applied MnTr*Phi Va Vn*Phi Post Composite:+1.20D+0.50Lr+1.60 Span L=30 ft 1 0.864 0.238 210.51 243.60 28.07 117.75 Post Composite:+1.20D+1.60L+0.50S Span L=30 ft 1 0.864 0.238 210.51 243.60 28.07 117.75 Post Composite:+1.200+1.60Lr+0.50 Span L=30 ft 1 0.356 0.098 86.76 243.60 11.57 117.75 Post Composite:+1.20D+1.60Lr+0.50 Span L=30 ft 1 0.125 0.035 30.51 243.60 4.07 117.75 Post Composite:+1.200+0.50L+1.60S Span L=30 ft 1 0.356 0.098 86.76 243.60 11.57 117.75 Post Composite:+1.200+1.605+0.50W Span L=30 ft 1 0.125 0.035 30.51 243.60 4.07 117.75 _ Post Composite:+1.20D+0.50Lr+0.50 Span L=30 ft 1 0.356 0.098 86.76 243.60 11.57 117.75 Post Composite:+1.20D+0.50L+0.50S Span L=30 ft 1 0.356 0.098 86.76 243.60 11.57 117.75 - Post Composite:+1.20D+0.50L+0.20S Span L=30 ft 1 0.356 0.098 86.76 243.60 11.57 117.75 Post Composite:+0.90D+W+0.90H Span L=30 ft 1 0.094 0.026 22.88 243.60 3.05 117.75 Post Composite:+0.90D+E+0.90H Span L=30 ft 1 0.094 0.026 22.88 243.60 3.05 117.75 t, t *,roi IY! W). Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 18.390 18.390 Precomposite Loads 0.390 0.390 Precomposite minus Construction 0.390 0.390 Postcomposite: D+Lr 3.390 3.390 Postcomposite: D+L 18.390 18.390 Postcomposite: D+Lr+L 18.390 18.390 Postcomposite: D+L+S 18.390 18.390 Postcomposite: D+L+W+S/2 18.390 18.390 Postcomposite: D+L+S+W/2 18.390 18.390 Postcomposite: D+L+S+E/1.4 18.390 18.390 Depth = 15.700 in I xx = 301.00 in^4 I yy = 9.590 in^4 Web Thick = 0.250 in S xx = 38.40 inA3 S yy = 3.490 in^3 Flange Width = 5.500 in R xx = 6.260 in R yy = 1.120 in Flange Thick = 0.345 in Zx = 44.200 in^3 Zy = 5.480 in^3 Area = 7.680 in"2 J = 0.262 in"4 Weight = 26.000 plf Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear(k) 1/2 Span k-ft I-Steel I-Trans 1-Lwr Bound Span 1 PNA in Slab 100.0 19.266 384.000 25 388.25 301.0 1,130.4 866.3 PNA in Flange 95.0 15.665 364.800 23 398.49 301.0 1,130.4 855.0 PNA in Flange 90.0 15.630 345.600 22 390.78 301.0 1,130.4 842.9 PNA in Flange 85.0 15.595 326.400 21 383.02 301.0 1,130.4 829.7 PNA in Flange 80.0 15.560 307.200 20 375.20 301.0 1,130.4 815.4 PNA in Flange 75.0 15.525 288.000 19 367.34 301.0 1,130.4 799.9 PNA in Flange 70.0 15.491 268.800 17 359.43 301.0 1,130.4 783.2 PNA in Flange 65.0 15.456 249.600 16 351.48 301.0 1,130.4 765.0 PNA in Flange 60.0 15.421 230.400 15 343.47 301.0 1,130.4 745.2 PNA in Flange 55.0 15.386 211.200 14 335.42 301.0 1,130.4 723.8 PNA in Flange 50.0 15.351 192.000 13 327.33 301.0 1,130.4 700.5 PNA in Web 45.0 14.497 172.800 11 318.45 301.0 1,130.4 675.0 PNA in Web 40.0 13.729 153.600 10 308.35 301.0 1,130.4 647.3 PNA in Web 35.0 12.961 134.400 9 297.02 301.0 1,130.4 617.1 PNA in Web 30.0 12.193 115.200 8 284.46 301.0 1,130.4 583.9 PNA in Web 25.0 11.425 96.000 7 270.66 301.0 1,130.4 547.6 Project Title: 51 Engineer: Project ID: Project Descr: Printed:8 MAR 2016,10:28AM p ��® ®, .• `e f ,? i {� .: t� ` �•, �� ,#fig: a�*"R t� ��°..!'�'- F �V, �f�iT 7��pA 4'~,. "'k=. ,.+..t�3. ' 4. ,b.«,.. , -::,,I,,,`..',,_ b2w-3. « .„ 4; :.G.,+..a.-,ww,, , = , 1 ..,28 of o,,.. '! ..4: .,,,_ Lic.#: KW-06008220 Licensee:KEN OKAMOTO&ASSOCIATES - Description: (E)W16x26 beam check for soffit loads - -.T.-,Vitlikka,,,„, -'''---------.--- ---....,,, is @l,-) Q ' a O tea: 280. s. s80 . �� 1.a so a x s0 & ,1.1•4.1 -,,,,,,,;1:::2".•86,51 .tCO '`a- '�. .`� , %� ;%' b ,,''L3 7� ,.,-•3 ,,,.a ■P•e CCa pee 1. , .6D sl C�'S+ •n�Pae to +1 fl60+1 fi1H E + *D1 '' ie +1 200+6 OLr 1 6.;,-0 0 ■Pcar Ca•np' s,''a -f L, `60`L+D SOS+il`;fiC 1.4139,,,L.,,,+ "'" Le +1 261+L 613L •SO' 1 6 11� a pac e:+l 261+i.60 .56;q 60 • ■Pae •Ca?cd ,le , 0 '6l+1•605+1>60 P =a "paLe +i"260+1.&D +, .-. 6811 1•npaz.Le":+,126D+p.S6 t„,Dsr.r:+t''OH ■�kPaeLCaatpae,l , 556E+1 SDS+W+''^6+ ,R.,,,'„ Past-•,..paste:,+1160+'8.5.L' . •`5 k'`•+16'6H a , ;�PC as Le +6411 Wyt` � H' ■ as}Cam alta• 1� �}+Ea-0:96H .° 4 '`7"'' _ t- , r 4. >yi, ��r "g��$r2:8.,: �ri, ''':-.,'1,;-;:i:,,::,..,,,,„,V80-41•0:k.,..2,-, ....::1, 80 1+F 80 � ':•a41.f.,,.:' .1 :1` 23.8i�,lit; . , 'af�.29�80 , y 1 ire s •s !,0JL s -?.". ae Le x+14 0'�re 7 q".p,asrt rp 0, `.-., 0, +�■P,P,.e`i C np ss�... .D L+A.SO5 .61:I, n�ipas ie +1 100+ .11,,,...-:::47,-,,.....,..,11 ' ',4`c4 k •.}w.•b s Le +1 200 6 ^.50L . H'' PaelCaux 1 > 04+`1°585+ -; .- pac te•x+1.200 L.666I1H4 " ` . 'Yw 6 a ee,�+1"2OD r1G X61• 6 waits L £0r 0:1.4: d8S+1 •�6 ,.paste' +`'".4:tb-p @6,6 6'';r fi'60H 1;' ' �' t`t. s 201+'0"'- i50� "T6011 Pac Ca Pa`t. .,581'+1.545+ . pas{te•":+120 +. 8.. 1'60 F a.-pa e:+0 900 . Ail, .�■��Can, e + 1 +0 44 ;t'�`: +2, t' �� a ,,� IA � � +wr.� '� � . � , r , � t'� ��:N Vic'+ rr. ',if'' 2.80 'x ' 5.80 -,1,,,,-4.8#;.4,;,::,.;i1/4,,,,1 'n`. 14.80 5 3 ,,,c p;.e .8,„y as ra9M0 '6..,,#:-'4910:4, g � � � ��1 80 20.80„ ,^�23 80 $ y26 80 -, 7 .M �, t ! ^' r.1. l71 ante ft ' r ;�,, 2 i nc 7 r a. ?. t b z y a .` ,an• t 4,--$::.•-i. z :?2,3,. ,w h x -s+`'.. fi `.."` a' c: r" e ■P=lecam Pazitc i �P•;;Pas 4,-4 .a Ca:rst ucl Q.,. ■ ..,compos*, D *i. .,�Pastcam as Le D_ L # <r P,eelcaa,pas t"n:0+;1. L ; *, .,r■PaeCcamPae Le �,0++I+7S ,Pas,ca•,Pas,e 0+ + f�U Pastca•ipas te",t0+"L';' +Wj2 " 1,-,,A i . �. >.,Pas ica n,poe to D+L S'`+El-4 �' � ",,,F": t� r �n�., ,� § - � 42,..„,„,,2,,,- ..... ,... s.... sw ,.,..eo-_v.S.,.. .�,�.. t=. ,�e?.�. ,,..,,,..:r �ss� ..„.a.z.��'s„��fi,'=',�,,., ,r,. � _ .l�".� �*.c .-.,z,�;Vi., ?• i <y�,ii�<,n >a KEN OKAMOTO & ASSOCIATES, INC. SHEET ® STRUCTURAL ENGINEERS JOB ( (0 5 2 BY 12-TO 5 of PoI-T We 7 H cFp Ji F (0.4)(2�5�(0.772 1-o) .4_ am w w r " � W 3'S` FfnM " 19_36. (..n•772)Wr = D_Z36t„ap Fp - 0-'2/573(3404) = 4e-7,541"" 0-n-i (467.5.4)(1.5') - 1;114 D.2'`077Z)(34o 9(3) (006.{ _ $06-131 4. 1 3 11 I rico, C3-S�(Zwvs} �' l Roo 3 4 Roo ( ore- 6;6-1764t- .."7 _ 2 ' (kits-re-kir \P1000' 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 • (714) 444-2422 Project Title: Engineer: Project ID: 7 Project Descr: Printed:1 7 MAR 2016,8:13AM ,.,-7.aa�r z? cam a '71 f Y9 Q 01 ®, a- :waa.,»v.. .�mhM ..+s..Er`✓e`�."a,r�j nm w�«a,,�,w.� -aa �"" � ��s�� _ .e95 .u1o -• Lic.#: KW-06008220 Licensee: KEN OKAMOTO S,ASSOCIATES _ Description: (E)W16x26 beam check for support of RTUs ... 1 f $ S dW k t Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 _ Load Combination Set:ASCE 7-10 Analysis Method: Load Resistance Factor Design r 7.50 ft Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached s T_ Load Combination ASCE 7-10 Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi W16x26 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete fc 3.50 ksi Stud Diameter 3/4"in Effective Width 7.50 ft Concrete Density 150.0 pcf Qn:Stud Capacity 15.910k Metal Deck... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 7.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in D(0.17) E(0.05) D(0.12) E(0.04) D(0.1 L(1) NI6,2 '' W16x26 14 30.0 ft �) L® aService loads entered.Load Factors will be applied for calculations. Beam+Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.010, L=0.10 ksf, Tributary Width=10.0 ft Point Load: D=0.170, E=0.050k an,3.0 ft pEStVN CMZ. Point Load: D=0.120, E=0.040k(a)22.0ft gt-A1M HHittJA 1S'flN� CAM8e4• T•t#:;'-'3101)VONKORIe a � . .a.,,b ' �.�'.._ _ Design N.G. Maximum Bending Stress Ratio = 0.863: 1 Maximum Shear Stress Ratio= 0.301 : 1 Section used for this span W16x26 Section used for this span W16x26 Percent Composite Action 59 % Vu:Applied 35.490 k Pre-Composite Composite Vn*Phi :Allowable 117.750 k Mu :Applied 82.845 265.392k-ft Load Combination span 1 Mn*Phi :Allowable 165.750 307.680k-ft Location of maximum on span 0.0ft Load Combination Post Composite:+1.20D+0.50Lr+1.60L+1.6011 Span#where maximum occurs Span#1 Location of maximum on span 15.0ft Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Pre-Composite 1.110in Max Downward Composite Deflection 2.060in Max Upward Pre-Composite 0.000in Max Upward Composite Deflection 0.000 in Pre-Composite Deflection Ratio 324<360 Composite Deflection Ratio 174<180 From Support 1 to 15.00 ft use 15 studs. From 15.00 ft to Support 2 use 15 studs. Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Mu-Applied MnTr•Phi Va Vn*Phi Pre Composite:1.40D Span L=30 ft 1 0.500 0.094 82.85 165.75 11.05 117.75 Pre Composite:1.20D+1.60Const L Span L=30 ft 1 0.428 0.080 71.01 165.75 9.47 117.75 Post Composite:+1.40D+1.60H Project Title: Engineer: Project ID: 0 Project Descr: Printed:1 7 MAR 2016,8:13AM 0 � ;;. ; � t '.'-r ww V ,�"�� a$imNC € -7,-,° xv' ¢ h �. w o ..4� -Vi- ® ._-, .sS :afie "".,.. :,.., ...cuL •n. ° F .A a d Lic.#: KW-06008220 Licensee: KEN OKAMOTO S�ASSOCIATES Description: (E)W16x26 beam check for support of RTUs Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Mu-Applied MnTr*Phi Va Vn*Phi - Span L=30 ft 1 0.324 0.114 99.62 307.68 13.41 117.75 Post Composite:+1.20D+0.50Lr+1.60 Span L=30 ft 1 0.863 0.301 265.39 307.68 35.49 117.75 Post Composite:+1.20D+1.60L+0.50S Span L=30 ft 1 0.863 0.301 265.39 307.68 35.49 117.75 Post Composite:+1.20D+1.60Lr+0.50 Span L=30 ft 1 0.460 0.161 141.64 307.68 18.99 117.75 Post Composite:+1.20D+1.60Lr+0.50 Span L=30 ft 1 0.278 0.098 85.39 307.68 11.49 117.75 Post Composite:+1.20D+0.50L+1.60S Span L=30 ft 1 0.460 0.161 141.64 307.68 18.99 117.75 Post Composite:+1.20D+1.605+0.50W Span L=30 ft 1 0.278 0.098 85.39 307.68 11.49 117.75 Post Composite:+1.20D+0.50Lr+0.50 Span L=30 ft 1 0.460 0.161 141.64 307.68 18.99 117.75 Post Composite:+1.20D+0.50L+0.50S Span L=30 ft 1 0.460 0.161 141.64 307.68 18.99 117.75 - Post Composite:+1.20D+0.50L+0.20S Span L=30 ft 1 0.461 0.162 141.88 307.68 19.05 117.75 Post Composite:+0.90D+W+0.90H Span L=30 ft 1 0.208 0.073 64.04 307.68 8.62 117.75 Post Composite:+0.90D+E+0.90H Span L=30 ft 1 0.209 0.074 64.28 307.68 8.67 117.75 fkb.frIcutiaif ixOtA * .r. 4 ® -®( Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 24.615 24.520 Precomposite Loads 7.890 7.890 Precomposite minus Construction 7.890 7.890 Postcomposite: D+Lr 9.575 9.495 Postcomposite: D+L 24.575 24.495 Postcomposite: D+Lr+L 24.575 24.495 Postcomposite: D+L+S 24.575 24.495 Postcomposite: D+L+W+S/2 24.575 24.495 Postcomposite: D+L+S+W/2 24.575 24.495 Postcomposite: D+L+S+E/1.4 24.615 24.520 #,'. +P"'vim0 i- f.70,:.,1 :Z.44..;41..4 ;fs' .,._...� .: ':2: ,�. Depth = 15.700 in I xx = 301.00 inA4 I yy = 9.590 in^4 Web Thick = 0.250 in S xx = 38.40 in"3 S yy = 3.490 in"3 Flange Width = 5.500 in R xx = 6.260 in R yy = 1.120 in Flange Thick = 0.345 in Zx = 44.200 inA3 Zy = 5.480 inA3 Area = 7.680 inA2 J = 0.262 inA4 Weight = 26.000 plf Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound Span 1 PNA in Slab 100.0 19.266 384.000 25 388.25 301.0 1,130.4 866.3 PNA in Flange 95.0 15.665 364.800 23 398.49 301.0 1,130.4 855.0 PNA in Flange 90.0 15.630 345.600 22 390.78 301.0 1,130.4 842.9 PNA in Flange 85.0 15.595 326.400 21 383.02 301.0 1,130.4 829.7 PNA in Flange 80.0 15.560 307.200 20 375.20 301.0 1,130.4 815.4 PNA in Flange 75.0 15.525 288.000 19 367.34 301.0 1,130.4 799.9 PNA in Flange 70.0 15.491 268.800 17 359.43 301.0 1,130.4 783.2 PNA in Flange 65.0 15.456 249.600 16 351.48 301.0 1,130.4 765.0 PNA in Flange 60.0 15.421 230.400 15 343.47 301.0 1,130.4 745.2 - PNA in Flange 55.0 15.386 211.200 14 335.42 301.0 1,130.4 723.8 PNA in Flange 50.0 15.351 192.000 13 327.33 301.0 1,130.4 700.5 PNA in Web 45.0 14.497 172.800 11 318.45 301.0 1,130.4 675.0 PNA in Web 40.0 13.729 153.600 10 308.35 301.0 1,130.4 647.3 PNA in Web 35.0 12.961 134.400 9 297.02 301.0 1,130.4 617.1 PNA in Web 30.0 12.193 115.200 8 284.46 301.0 1,130.4 583.9 PNA in Web 25.0 11.425 96.000 7 270.66 301.0 1,130.4 547.6 Project Title: p Engineer: Project ID: Project Descr: Printed:1 7 MAR 2016,013AM 'a " S% i� Pg i"tRR R z " 'a® -® �,� •s» x ' 3 ' a �«- a'a.e . Licensee::KEN OKAMOTO&ASSOCIATESLic.#: KW-06008220 • Description: (E)W16x26 beam check for support of RTUs b 'L"FtE # 2 , .e a s a t2�1 .. • ,-,`-... ,.k' :1Ffg la,.u•ri t'�. .i .. ,a`us� .a" .: .. � k 1, °1. x 203 - a ro ' ti ORI .i. Yds' RR 4�' 1 - _ _ _. w . BE -�7? ., us"w L X2.80' .,5.80"'`'n..t""`" '*8$0' is11 ',"1480r 7`:. S ." ,.8 s - ' 4 � t R sn a '"� t . 20$O�,. 80 "s 26.80 24 80' mP..::.* "u+:Y.n a s ;;; , .'''y` T§' 's-'�' '� - P15tdr1Ct:g j T < tr: s.. [ $ W" ,... ,;•v pcs tq 1 4.66 t _, �tk,Pzz,, aU$Pm ��pas_,�te ,125E +=1 6DCahzL L,,, _ 'a UF'PasLCom paste +#1 1?+'1ia.511 ;,, ,: ,_r,,.,: s •PaslCa�neaz Le t+S .ZQ„D+.5 36 1"66L+�,1.66N �,U,P*asLCampas a +1 ZDD+1 6DL.+ND SDS t..6i5 U Pas(Cannpas Le + .1DD "1.66 L',+D'.S:.bL”+166 '= *,�` -" ../Past Cam'Paz Le+1'ZIS, D "'% 1 a '.5 4. H., • , ,� _ D '�'' ,i+D 5•L W 66:6;+,1 U PasIACampa' Le:+120;6+6 561.+:;1 665.h1'Pfi. £ U Pas(Ca�pasrle:'+1.I D fiDL • 155+5 B 65 . =>U Pa LCa�n;Qs Le + DD+W+5. 6 5-�L=FW+1 66 ■Pe Ktglitas.Rte:+0.2DD+6.5U1:+;[ SDS+ Y bDH "RaslCa pas lea+3,' 6,1},+b S'6L'1'� 26'-:S+E+f:60H '., t�#a L Ca�npds le D*4 DD+W+D,'9D �, ` .�Pasl Cant as.te +D 9D�D+E+�4;DM r ,` � �- s 71, �:'�' � , s. r '4 •_-;1447.04.i..„..,.K r , .,, e;.., - k,. s*is - 'r. # a'r,. �tl c s:» :' `' ELBER �r}' •— 3 � `� '° ¢ 2 80 RS 80 P r� .. # asks . �,'?'� "' s>,..�€ -:+s sv`iw ..a23. •t fl „s a 8.80' 11 � 1;k4,k14 80 20 80 �c�'L3F8� 6gi• . k X 3 a "a .--4 " b anagVfai,*fir *' 1 • -xis ,. -`t 4,,N,,vgkiy'6, sy; £ x ""S' t } l paiCnmpes,le 196D,,.,,v;e-.• w�, rt ;.i,,,## U P.eCa-.pas Le.1 7.DD+"1 6DCa sL L, ` :,, �o,8(e,.npas to '+1ADD :�•DH .eM. . :p - ,t, •.Pa LFCanpas Le- +"1L7DD+!._,, is 1:'•`6L+1,65H ■,Pas;L, a.., nay(e:+1.Z6;D+1 6DL+Q 565;,-,.65 4 Pcsi.Ca, paa to +1 15., _`5 6 Sp +1 6DH:' ' 3LCanipas Le -+1 ZDD'+, •DL D'S'DW+1t.65H )iU PasLCam a. e° 1EZDD+D SDL+1,665 + 0 x "'.S , ,. ��t Za � L • e<'1«, '.5 .. .L : s a s.,..a ,t., i ,4PasLCan,pa3ie ,ill;Zs into+ = `DS D.Zc.S+1 6 5D a l'Gam'pas L�.'�'"3*2DD�tD:'.;.6t+D,* 6L+W+,LR66H ��.Pas-„Ca�p�as_1,c�+12DD+D 56,L;#:.O,S6S+, +1:66' -��Paat�Camipas lc`�+1� •• t ” ff,Ld_ZDS+E+1.�b6H s '"' .r ..,".P i CamPas&1e 6.4D�D>+W' D:•- .H �a„�.m?z.. U,Paa`tCa pas.Le:+686D+E+6 6H t'r e z . .,...�. . . .'`s„f'.' s 3,.,,, ts s,�.;, •�; s z: ms 's .• lid - - s, Al a k 0.1 •� NfcmassLe0x a. a `51 'c �CL;E1d 8D0istance(f1ts4)c8a-0 �, �., 5 80a , 20"1 Passtcamm,PP:aa D+ .Atis qg 5 Z 9804g , t2 -,� 823800-�s r,26 80 2 .1. 0 80 eY 1 bx � 4is ,L 280 8 ' � y* ri : b � t to ■ mpai e D+Li '\PtaaLe0+Lam+ +WJb al:: s � k ■Pecamp0,: ,m zozb ` ■0ii: iin as D F.L S2 aNi"�5BeaeaLt_,..s tPasLcampan:tiLt0 +5ls t; , •'Pasapaie D+L:+5+5/ 4 y i ' ■Pascampto .. Page 27 of 45 Project: Project Type: MJ2 Location: Tigard Futsal Folder: Folder Date: 5/2/16 10:26 AM RedSpecTM by RedBuiltTM Designer: v7.1.2 Comment: 24" Red-HTM @ 24" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 50% 0.285 0.575 L/967 L/480 PASS Span Total 28% 0.320 1.150 L/864 L/240 PASS FloorChoice'"Rating: 9.1 Performance rating is based on: 23/32",3/4"Panels,glued and nailed, no ceiling,no topping,simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction(Ib)(DOL%) 2990(100) 2990(100) Dead Reaction(Ib) 359 359 Total Reaction(lb)(DOL%) 3348(100) 3348(100) Bearing Top Chord Top Chord Support Ledger Ledger Bearing Clip (Red-H)Z-Clip (Red-H)Z-Clip Approx.Clip Height 5.75" 5.75" Approx.Clip Width 8" 8" Assumed Bearing Width 5.5" 5.5" SPANS AND LOADS Dimensions represent horizontal clear span, 23'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 125 15 0 24" Glued Floor Joist NOTES •Building code and design methodology: 2012 IBC ASD(US). •Repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. •Deflection analysis is based on composite action with single layer of 24 oc(23/32",3/4")span-rated sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pridng Load(plf)=280 •Pricing Index(plf) =280 P:\2015\15-T201 (Tigard Futsal)\Engineering\Calculations\Mezzanine Joists.red 5/2/2016 10:26:08 AM Project: Folder:MJ2 Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec",Red-I"",Red-I45",Red-I45L",Red-I58",Red-I65",Red-I65T",Red-I90",Red-I90H",Red-I90HS",Red-L",Red-LT",Red- W",Red-STM,Red-M",Red-H"",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2015 RedBuilt LLC.All rights reserved.