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Report (13)
13PP2o/3 o0O5O• /2-Li • t--) Sherman Engineering, Inc. .: :• :.r4I0 A �Z vKearNe #5I7, Portland, OR 97209• • • • • • (503) 250-8876 Ph (503) 226-4745 Fax • •• • •• • •.. RECEIVED . . •• • .. •• .. • • . . . . •• • •• • • • •• ... •• •• •• •• • .:• ••S ... ••.• AUG I 26 2013 CITY OF TIGARD •' • .' '• BUILDING DIVISION •• • • • • ... ••• .. • • • 1 2460 SW Main Street Mezzanine Addition tip PROFes8 Tigard, OR ‘'IG 4s 3 February 22, 20I 3 Vr;1 I (Rev. 5- 15-13) ' `41' ✓�<Y10,{9�Q� Mr. Todd Sloan, Architect OAP SNER A 800 NW 6th, Ste. 203 EXPIRES: 6/30/ Portland, OR 97209 (503) 568-3%2 Subject: Sheet No. Foundation: FD I SDS Output: SDS Framing: Posts/Lateral P I , WP I Roof Beams RBI -R6�j Floor Joists FJ I Moor Beams FB I -FB6 Wall Beam(top plates) WB I • Details D I -D4 5I•/LRMAN LNG/NEERING, INC. FOOTING SCHEDULE 3/5/ Alf SandyBlvd. FDI JOB: Tigard Comm. BLDG. Portland, OR 97232 1/28/1 3 Client: Todd Sloan JDM I, soil = I ,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR Ibs/ft 1125 width (inch) depth (inch) C I Cont. 1 500 6,000 12 8 (I) #4 Cont C2 Contmous 1 750 7,000 14 8 (1) #4 Cont C3 Continous 2000 8,000 I6 10 (2) #4 Cont C4 Contmous 2250 9,000 18 10 (2) #4,Cont,••••. • • Number Type Pail ow A FTG Size • • ' .:.. • • kips ft2 b (inch) I (inch) d (inch) Bearing (psf) USE REBAR , • • • PI Pad 3,4 2.3 18. in 18. in I 10. in 1 500 M u = 1 .08 k-ft As = .4 in2 a = 0.52 M cap = I I .66 k-ft (2) #4� j.1yf\Y •• .• P2 Pad • 6.0 4.0 24 24 10 1 I • • • M u = 2.55 k-ft As = .4 in2 a = 0.39 M cap = I I .89 k-ft (2) #4 rA WAY • P3 Pad 9,4 6.3 30 I 30 I 10 1504 • • M u = 4.99 k-ft As = .4 in2 a = 0.31 M cap = 12.04 k-ft (3) #4 EA WAY • P4 Pad 13.5 9.0 36 I 36 I 12 1 500 •• •• • M u = 8.61 k-ft As = .6 in2 a = 0.39 M cap = 23.24 k-ft (3) #4 EA WAY P5 Pad 18,4 12.3 42 I 42 I 12 1502 M u = 1 3.69 k-ft As = .8 in2 a = 0.45 M cap = 30.79 k-ft (4) #4 EA WAY P6 Pad 24.0 16.0 48 I 48 I 12 I500 - M u = 20.4 k-ft As = .8 m2 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 52 I 12 1534 M u = 26.52 k-ft As = 1 . in2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 I 64 I 12 I406 M u = 45.33 k-ft As = I .2 m2 a = 0.44 M cap = 46.22 k-ft (6) #4 EA WAY P9 Pad 50.0 36.0 72 I 72 I I6 1389 M u = 63.75 k-ft As = I .55 in2 a = 0.5 I M cap = 87. 14 k-ft (5) #5 EA WAY P I O Pad 65.0 42.3 78 I 78 I 16 1538 M u = 89.78 k-ft As = 1 .86 in2 a = 0.56 M cap 104. I l k-ft p =_ (6) #5 EA WAY Footing Scheclui , - kr . - ,`' iffig • • .• •• • • Design Maps Summate RepoIt . User-Specified Input Report Title•,12460 Sdutlu&est ililain'Si:reet,Tigard, OR :Awl ai1uary 2a, 2013 22:38 !05 UTC • • • • • • • • • Building Code Reference Document AS�CE 7-10 Standard (which makes use of 2008 USGS hazard data) - ••• ••• • • •• •• Site Coordinates 1.5. 30ii:ft i 2i4 i7i.49°W Site Soil Classification 5itefelass Ct-• "stiff Soil" Risk Category I/II/III °' Aloha Aagnalia ''' -_ � , _ . 1' X:. Estates Q - Beavei !on .,z,yei i T c 4:, -.7,-.„:„:.„,,:„.. Garden HDIY*1 k" _ .N r < 4 E4 �r •Raleigh HMO... 1 q :t)., '"t' sexton 1 Garden --, ir, ) {4.' X , �, Mme ' . c is <N4 Et co Mountain t -Whitkrd Scuthvarest .-it` 0 E�41;`, - ' li „y,.., x aimtVoe,WI' Cooper Mountain Neighbors ighbors; . tzger `Incorpo :avail*. Southgate -Aloha South ' z Twin teaks# Aitpark ��T i tfi''' s t Ferry�Qkr< .-,, . . ' 4 ~ 9411 • , ,� 'L r ._. Matte Metzger ,, ,,;? 2te �mat:: x: "*< pro. _- f�� ' aft I '. t - h �r CFeeRUa�nai'... t: T'u8iatt�'1'.; USGS-Provided Output SS = 0.972 g SMS = 1.080 g Sus = 0.720 g S1 = 0.423 g SM1 = 0.667 g Sol = 0.444 9 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 0.72 o 0.59 - 0.64 0.88 0.56 0.77 0.48 To 0.66 II A 0.5s I a 0.40 f v� 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period. T(sec) Period, T(sec) . . , • . , • • . : , ! , . . . , „ . . . . — • . ' — ' -------_-_,-- ! . ---_,•- . . • . ,.... , .................. ..............■ ■.,........ ,.....■........... :■... ......■.,...............,.....r....3■3■... .....7.33.................. ...............* i . . . • . . 1 •••••••••••••• :•■•• ••.....-3•-••••■• .,.... . . . . , E . r . . . r . t . : • . : : ' • , 7. • E-"'..-.... • . - • • i i 1 3 : . i f .• L■.. . r t . : r , . i t 3 . . : t • . r . . 4 . . t • . , . 1 . : i ..-■ . . . ; . . ■ . . . • . : . . , . . . . ■ 3 t : • ' ' , . . • : ; . . s . . : -;-•-•—:-3— . . . ' . . , . . . . . : . , . .,..---„..... • . ; 7 i . : ! --:--•;, . . . . . : , — . . , • : ' ., .• 7. - : . 7 . , • ! . • , . . . . i . , . ? .--__-, ------, — -- • • . . . el7 . . . . . • ..-- . . . ± . . . -*7 ) V•1.14-Zez, ---: _4_1-( 5y9Z 7- ez,Nli‘ ,---( -12 ill :' . . . . .. . : . _........___ 43>el-i /c(429177 46 . .- 14/17 9 (q24Y-J•''' Ill • ______ - 1iI ...____ 01--7 -074- j9,1---- __ • 1Prl- F--.07-41fi? 1,7 -----ALT--„74m _ • , sibl,c2, .0.• icin, 7 , _ . , ..,_ • _____ . : , . . • . • . _:...................._:. . , . , , 7 . , ...... . . ' j 1 1. 4, • °.;: . ; . . , — ,. , . i ;•Z‘roy ,‘,14:1 . ; . ; • . . , . . . . . . . i : .• . . . . . : I 7 ' . ! . • I i ; 7 i • ; . . . : 40 ......... : , : . . , ; - # ' ■ t . . • . i . . 1 , 4 . . . ■ ... ...1 ; ; • , ........---,.--.. • -z,‘, 20- j...Axij . : . : , . . —v- ,:,sr , 1 i i • : , , . ; :.1_:j i3 41 °'i If ; : V — t : t . . . . : . . . . ' .4 a 1_ IT-÷71-(g150-r gli Z214111 Al en:A-2014 - ...11.11JC___!..., • ' • ' 11/10 • • • • • • • • • • • 46 •• ••• ••• • • i i i., , • • • • • • • • ' A • T-Ir-11r-IF-Ir--•---•--- - - . ,. ' ,1( • •• • • ••• ••• ,.. _—_---_,_--__ — / —-- A ___a• •• • ••..c_21••• • •(I A •d • • • • ••• • --••- • • ..........._ . .. .. •• • • • • • . ••. • • • • • • . _.............,_ — , ___ . : . , 1...091 .... 4 ...,wx,e.4.__ -1-4- . ••s •• .• o :• e • • • • • • • • • • • • • • • • • • • . • --s- • ••• • • •• •• i•• • 117-ir-w ----e.-.--•-e-•-•--e--e-• •• • • • • • •• •• •• • . • •• •• •• • • • • •• 11,v . • • • • • • • • • • • • • • • • •. •. • • • • • • ,. -, ] ... • •• ••• •. • •• • i 17. • • • • • • • . . . I I • • • • • • . •. BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-664/3 TIGARD COMM BLDG ... ••• •: •WALL PAST": WP I : : ..: • : :'repareil bye JpM Date: 2/22/13 Selection 6x 6 DF-L#2 • '• "' "' "' • Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R=•= 0;3 ir12 2i 4;1Ri :I•.b) DL Deft= 0.90 in Data Beam Span : 17 )ft••• :•: •• • •• • Beam Wt per ft • 7.55•# • ReacCort 1•TL• 178# Reaction 2 TL 224 # Bm Wt Included 125 # Maximum V 224 # Max Moment 1367'# Max V(Reduced) N/A TL Max Defl L/ 180 TL Actual Defl L/ 225 Attributes Section (ins) Shear(m2) TL Defl (in) Actual 27.73 30.25 0.90 Critical 19.01 1.72 I.1 3 Status OK OK OK Ratio 69% 090 80% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 750 170 I .3 625 Adjusted Values 863 196 I.3 625 Adjustments CF Size Factor I.000 Cd Duration I .15 I. 15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 I .00 1 .00 Cl Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: I = A Point TL Distance l b = 260 10.0 Y 17°• b V 4 Uniform Load A i Pt loads: , B RI = 178 R2 = 224 SPAN = 17 FT Uniform and partial uniform loads are lbs per lineal ft. 1h'gW 1000)1' • I./41 ° -ig----60,41) .11 Z • .. .. •. • • • • • • • • • • • • • •• .. • • • • • • ki •.. • • •. • • • • • • • • • • • • • • BeamChek v2Ob71 censeil to:Wrman Engmeenny7 Inc. Reg#7992-66413 TIGARD COMM BLDG MEZZ. BEAM • • RBI : : • : • •: •(repjre4 by: . M Date: 8/01/13 ' Se%tion 5-1/8x 12 GLB •�c�F-01 • • • Lu = 0.0 Ft . .. .. ... ••• • Conditions NDS 2005 Min Bearing Area R I = 7.1 m2 R2= 7. 1 m2 (1 .5) DL Defl= 0.37 in Recom Camber=0.56 in • Data Beam Span : 1 6.Q: e'ttipn:I I.L: : 2800# Reaction 2 LL 2800# Beam Wt per ft :4.94# :.1.e.:cetion:r 41: : 4600# Reaction 2 TL 4600# Bm Wt Included • 2M S# •Maximum V. •• 4600# Max Moment 1 8398'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/ 252 LL Max Defl L/360 LL Actual Defl L/495 Attributes Section (ins) Shear (m2) TL Defl (in) LL Defl Actual 123.00 61 .50 0.76 0.39 Critical 79.99 25.00 0.80 0.53 Status OK OK OK OK Ratio 65% 4 I% 95% 73% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2760 276 I .8 650 Adjustments Cv Volume I .000 Cd Duration I .I5 1 . 15 i Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 350 Uniform IL: 560 = A Uniform Load A R I = 4600 R2 = 4600 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. • 1----9,,,, i • . • BeamChek v2Oblrcensed to:Sherman Engineering, Inc. Reg#7992-66413 TIGARD COMM BLDG ROOF BEAM • RB2-R n • : • •: •lrreperg by: VIM Date: 5/15/13 ' Selection 6x 12 ti F#1 . » •• • • • Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI = 9.I m2R2= 9.1 in2 (I.5) DL Defl= 0.19 in -- -- .. Data Beam Span 12.Q ft; Rettipn:l iL: : 2250# Reaction 2 LL 2250# Beam Wt per ft 15.3?#:'Qeac}aon:r -L: : 3692 # Reaction 2 TL 3692 # Bm Wt Included ' I/Wit Maximum V• •• 3692 # Max Moment I I077'# Max V (Reduced) N/A TL Max Defl L/240 TL Actual Defl L/381 LL Max Defl L/ 240 LL Actual Defl L/747 Attributes Section (Ins) Shear(in2) TL Defl (in) Li Defl . Actual 121 .23 63.25 0.38 0. 19 Critical 1 10.08 34.40 0.60 0.60 Status OK OK OK OK Ratio 91% 54% 63% 32% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 1050 140 I.3 405 Adjusted Values 1 208 16I I .3 405 Adjustments CF Size Factor 1.000 Cd Duration 1 .15 I .15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 1 .00 I .00 1 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 375 Uniform TL: 600 = A Uniform Load A 1 R I = 3692 R2 = 3692 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. • •• •• •• • • • • •• ••• • • ••• ••• • • •• • • • [ fat i • •• •••• ••• • •• • •• • •• •.. ••• • •• • •• •• •• • • • • •••• • •• •• •• 8eamChek v2dQ /rcenseif to:Stierman Engineering, Inc. Reg#7992-66413 TIGARD COMM BLDG MEZZ JOISTS • • FJ I = : • • • •: • • ••• • re r by: M Date: 5/15/13 : � Fib � .l D Se%ton 2x 8 DF-L#I 4 1.2 �•n.. •� • •c • • • • Lu = 0.0 Ft I . • • -•• ••• ••• ••• • I Conditions NDS 2005, Repetitive Use Min Bearing Area RI = 0.8 m2 R2= 0.8 in2 (1 .5) DL Defl= 0.1 1 in • • Data Beam Span : 1 I.: ft;• • ReZct3or:I : 403 # Reaction 2 LL 403 # Beam Wt per ft ; 2.6 #:•Re:ctson 1•T1: : 487# Reaction 2 TL 487# Bm Wt Included • Vb•# •MazimumV. •. 457# Max Moment 1 399'# Max V (Reduced) N/A TL Max Defl L/240 TL Actual Defl L/309 LL Max Deft L/360 LL Actual Defl L/406 Attributes Section (m3) Shear(in2) IL Defl (in) LL Defl Actual 13.14 1 0.88 0.45 0.34 Critical 12.17 4.06 0.58 0.38 Status OK OK OK OK Ratio 93% 37% 78% 89% Fb(psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 1 000 180 I.7 625 Adjusted Values 1380 I 80 I.7 625 Adjustments CF Size Factor I.200 Cd Duration I.00 I .00 Cr Repetitive I .15 Ch Shear Stress N/A Cm Wet Use I .00 1.00 I.00 f.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 70 Uniform TL: 82 = A Uniform Load A /\ - R I = 487 R2 = 487 SPAN = II .5 FT Uniform and partial uniform loads are Ibs per lineal ft. • •S. •• •• • • • • •• • • • • ••• • •• • • r�, }• •••• • •• •• • •• • • • • • • ••• • •• •• • • BeamChck v2 O lrcense•d to:Sherman Engmeermg Inc. Reg#7992-664/3 TIGARD COMM BLDG MEZZ. BEAM FBI • •• •• • •• •• •P ta Y • • •re r • b ••DM Date: 8/01/13 • • . • • Selection 7x I I-7/8 2.011 Fagllam 49. f'L : • : Lu = 0.0 Ft Lu @011 = 0.0 Ft Conditions NDS 2005, Overhang Min Beanng Area RI = I I .9 irR2= 14.0 m2 (1 .5) DL Defl= 0.26 in. Data Beam Span •;4.2; ft; Re:ct+orL I:_L:.: 5 152 # Reaction 2 LL 6284 # Beam Wt per ft X5.9$#:.teicbioriT.TL: : 7715 # Reaction 2 TL 91 I4 # Bm Wt Included • 4r55# •MaximumV� •� 7924 # Overhang Length 2.5 ft Max Moment 27132'# Max V(Reduced) 6838# Total Beam Length 1 6.75 ft TL Max Defl L/240 TL Actual Defl L/281 011 TL Actual Defl L/ 180 LL Max Defl L/240 LL Actual Defl L/496 Oh LL Actual Defl L/313 Attributes Section (m3) Shear(m2) TL Defl (in) LL Defl Oh TL Defl Ott LL Deft Actual 164.52 83.13 0.61 0.34 -0.33 -0,19 Critical 112.14 35.37 0.71 0.71 0.25 0.25 Status OK OK OK OK Fail OK Ratio 68% 43% 85% 48% 134% 77% Fb (psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2903 290 2.0 G50 Adjustments CF Size Factor 1.001 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1 .00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft CI Stability @ 0111 .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 385 Uniform TL: 468 = A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 11 = 64 0 14.25 350 I = 540 0 14.25 385 K = 450 (Oh) 0 2.5 I 11 Uniform Load A K RI -Z\ R2 77I5 /\ = 9114 BACKSPAN = 14.25 FT Ott = 2.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. r • • •• .• •. • • • • •• W� I • • • • • • ••• • • •• • • • • • •• ••• • • • • • • • I� ••• • • •• • •• • • • • • • • • • • • • • • • • • • • S.•• BeamChek v20O7 licensed to:Sherman Engineering, Inc. Reg#7952-66413 TIGARD COMM BLDG ••• ••• •: •:WALLaf MOgIZONTAL WB I • • ••• • • •Prepar&d by: iDM Date: 2/22/13 Selection (2) 2x G DF-L#2 •• ••• ••• ••• •• S Lu = O.0 Ft Conditions NDS 2005 Min Beanng Area 0/10=•45 yf72ep-:1`12 :1I.5) DL Defl= 0.64 in Data Beam Span • I3.0 fr•• ••• •• • •OOOOOO •Beam Wt per ft • 4.0. • #••R>•amtict f lt' 286 # Reaction 2 TL 286 # Bm Wt Included 52 # Maximum V 286# Max Moment 930'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/ 245 Attributes Section (,n3) Shear(in2) TL Defl (in) Actual 15.13 1 6.50 0.64 Critical 8.29 2.07 0.65 Status OK OK OK Ratio 55% 13% 98% Fb (psi) Fv(psi) E (psi x mil) Fc±(psi) Values .Reference Values 900 180 I I . 625 Adjusted Values 1 346 207 1.6 625 Adjustments CF Size Factor I .300 Cd Duration I . 15 I . 15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1.00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 40 = A Uniform Load A RI = 286 R2 = 286 SPAN = I3FT Uniform and partial uniform loads are lbs per lineal ft. • .. •.. .. .. • • • • • • • • • • • • • . ��• •• •• •• • •• •• • •• • ••• • •• ••• •• •• •• •• • • • • • • . BeamChek v200Tlictnsed to:.Sherman Ei2pneerrn4,•Inc. Reg#7992-664/3 TIGAR.D COMM BLDG BEAM FB3-R ••• ••• •; •!reparac;by•,MM Date: 5/15/13 . • • . • • • • • • 5e%tion (3) 2x 8 HF#2 • • ••; ; W = 0.0 Ft••Cond/tlon5 NDS 2005, Repetitive ifse ••• ••• ••• • Min Searing Area RI = I .9 in2 R2= I .9 in2 (1 .5) DL Deft= 0.22 in • Data Beam Span •:1 ,I;•ft•*Reaction:r!L:•• 4 I I # Reaction 2 LL 41 1 # Beam Wt per ft • • # ••Reariban•h TL• • 764 # Reaction 2 TL 764#•Bm Wt Included • •e•# ••MalmErn '• ••• 764 # Max Moment 2244'# Max V(Reduced) N/A TL Max Defl L/340 TL Actual Defl L/373 L/ 296 LL Max Defl L/360 LL Actual Deft L/874 Attributes Section (ins) Shear (in2) TL Defl (in) LL Defl Actual 39.42 32.63 0.38 0. 16 Critical 22.95 7.64 0.4 I 0.39 Status OK OK OK OK Ratio 58% 23% 91% 41% Pb (psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 I.3 405 Adjusted Values 1 173 150 I.3 405 Adjustments CF Size Factor 1 .200 Cd Duration 1.00 1 .00 Cr Repetitive I .15 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 1 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft _Loads Uniform LL: 70 Uniform IL: 82 = A Par Unif TL Start End h = 48 0 1 1.75 h Uniform Load A /\ RI = 764 R2 = 764 SPAN = I I .75 FT Uniform and partial uniform loads are lbs per lineal ft. • •• •• •.. •.•• • •. •. ••• •• •• •• . •• • •.• •. •. •.. • •. •. •. • • • • ••• • • • • BeamChek v20t?7liclense'd to:thcrman Engineenny7 Inc. Reg#7992-06413 TIGARD COMM BLDG MEZZ. BEAM • • • • • ••• FB4 : : • : • •: •freppreca by: 43M Date: 8/01/13 ' 5election 5-1/4x I I-7/8 .(ZE'li'j 'arallain W.S�`o. PSL : • : Lu = 0.0 Ft • •• ••• op.. •••• • Conditions NDS 2005 Min Bearing Area RI= 51 m2 R2= 5.1 in2 (1 .5) DL Defl= 0. 13 in • d a t a Beam Span •:5.7•: ft:•Retctipn,I IL: ; 26!8# Reaction 2 LL 2618 # Beam Wt per ft :9.4:#;•:e'1ct on;r.TL: : 3333 # Reaction 2 TL 3333 # Bm Wt Included • 3OY# 'Maximum V• '6. 3333 # Max Moment 13124'# Max V(Reduced) 2914# TL Max Deft L/240 TL Actual Defl L/428 LL Max Defl L/360 LL Actual Deft L/603 Attributes Section (m3) Shear(in2) TL Deft (in) LL Defl Actual 123.39 62.34 0.44 0.31 Critical 54.24 15.07 0.79 0.53 Status OK OK OK OK Ratio 44% 24% 56% 60% Fb (psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2903 290 2.0 650 Adjustments CF Size Factor 1.00 I Cd Duration 1 .00 1.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 1.00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 333 Uniform TL: 404 = A . Uniform Load A • RI = 3333 R2 = 3333 SPAN = 15.75 FT Uniform and partial uniform loads are lbs per lineal ft. . y2,� • •• ••• ••. •• •• • •• •• f�7• • •• •• •. • •• • •• • ••• •• •• ••• •• •• •• • • • • • • • • • BeamChek v20bt license to:.�herman Erryneermg'Mc. Reg#73.92-66413 TIGARD COMM BLDG MEZZ. BEAM • • • • • ••• FB5 • • • • •• •Rre ire4 by: ADM Date: 8/01/13 .5election . . ••• •• • • • •• Lu = 0.0 Ft • •• M• •• M• • Conditions NDS 2005 Mm Bearing Area R I = 4.0 m2 R2= 4.0 m2 (1.5) DL Defl= 0.04 in • • • Data Beam Span : 7 : ft; Re,tQ n:I i-: : 1 313 # Reaction 2 LL I 3 I 3 # Beam Wt per ft :0.02#:i e pn:r JL: : 1631 # Reaction 2 TL 163 I # Bm Wt Included S i5.# •Maximum.V• •• 1631 # Max Moment 3059'# Max V(Reduced) 1 359 # TL Max Defl L/240 TL Actual Defl L/667 LL Max Deft L/360 LL Actual Defl L/909 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual 51 .56 41 .25 0.14 0. 10 Critical 37.65 14.57 0.38 0.25 Status OK OK OK OK Ratio 73% 35% 36% 40% Fb(psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 975 140 I .3 405 Adjusted Values 975 140 I .3 405 Adjustments CF Size Factor 1.000 Cd Duration I.00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 1 .00 CI Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 350 Uniform TL: 425 = A Uniform Load A Z . R I = 1 631 R2 = 163 I SPAN = 7.5 FT Uniform and partial uniform loads are 1195 per lineal ft. r y� • •• •• •• •• •• • •• •• �yy� • •• •• • •• • •• • •• • •• • •• • 1 �F✓✓�VJ • •• • •• • •• •• • •• • • • • ••• • • •• •• •• •• •• • • • • • • • • • • DeamChek v20b711c'ensed to:. Kerman Erigineermg Inc. Reg#79.92-66'413 TIGARD COMM BLDG MEZZ. BEAM FB6 ••• ••• • •• •Prepparet by: Date: 8/01/13 • 5election 5-I/4x I I-1/4 2.0E•I J parallarn W.I. PSL : • : Lu = 0.0 Ft • . .•- ••• ••• ••• • Conchtions NDS 2005 Min Bearing Area RI = 5.5 m2 R2= 3. 1 in2 (1 .5) DL Defl= 0. 13 in • ••• ••• • .. Data Beam Span : 15.Q ft: IteIrttn:I :L; : 2830# Reaction 2 Li 1 559 # Beam Wt per ft =8.4#: eacta°n:r.TL: : 3596 # Reaction 2 TL 2046 # Bm Wt Included • 2,,.# •Mazimum•V• •. 3596 # Max Moment 13 1 1 I '# Max V(Reduced) 3154# TL Max Defl L/240 TL Actual Defl L/42 I LL Max Defl L/360 LL Actual Defl L/598 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 110.74 59.06 0.43 0.30 Critical 53.87 16.32 0.75 0.50 Status OK OK OK OK Ratio 49% 28% 57% 60% Pb (psi) Fv(psi) E (psi x mil) Fc l (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2921 290 2.0 650 Adjustments CP Size Factor I .007 Cd Duration I.00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1 .00 1 .00 CI Stability 1.0000 Kb = 0.00 Le = 0.00 Ft Loads Uniform LL: 93 Uniform TL: 113 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 13 1 3 B = 1 630 6.0 280 H = 340 0 6.0 I-1 Uniform Load A Pt loads: lb] ' R I = 3596 R.2 = 2046 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. • .. .. .. .. 'r!, • •. •. • • • • • •• • • • • •• •• • • • • • • • • •• • BeamChek v2007 l/L�ensed to:Sherman Engineering Inc. Reg#7.9.92-66'413 TIGARD COMM BLDG MEZZ. BEAM • • • • • ••• F52 • •• •• • •• •Yrep�nr81 by:jDM Date: 8/01/13 ' Selection 4x 8 hF#2 • . ". . . • • • Lu = 0.0 Ft • •• ..• .-• ••• • Conditions NDS 2005 Min Bearing Area RI = 5.5 in2R2= 5.5 in2 (1 .5) DL Defl= 0.02 in• Span •:• •• .• �• : . 1838# Reaction 2 LL 1838# Data Seam S an • 5.D ft' Re�cttpn;I '�L' : Beam Wt per ft : 6. I j#:'te:Mor`T.TL: : 2247# Reaction 2 TL 2247# Bm Wt Included ' 31'# .Maximum V. •. 2247# Max Moment 2808'# Max V(Reduced) 1 704 # TL Max Deft L/240 TL Actual Defl L/630 L/ 180 LL Max Defl L/360 LL Actual Defl L/840 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.10 0.07 Critical 30.50 17.04 0.25 0.17 Status OK OK OK OK Ratio 99% 67% 38% 43% Fb (psi) Fv(psi) E (psi x mil) Fc L (psi) Values Reference Values 850 150 1 .3 405 Adjusted Values 1 105 150 I.3 405 Adjustments CF Size Factor I .300 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1.00 I.00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 735 Uniform TL: 893 = A Uniform Load A /\ /\ - R I = 2247 R2 = 2247 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft.