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2939 Structural Calcs
STRUCTURAL DESIGN FOR PLAN 2939 CITY OF YELM, WASHINGTON NOTE: This stamp applies to the members and assemblies described in those calculations only and is only valid if it is a wet stamp. ~ FI LE 98021 FAX -- ,.. B Y: -------------- DI?SIGN CI2ITCRIA PI;R THI; 2009 INTCRNATIONAL BUILllING COllE EARTAQ[JAKE PER SECTION 1613 Design Per ASCE 7-0S Section 12.8 Equivalent lateral Force Procedure Base Shear: V = Cs * W Cs ` Seismic Response Cceflicicnt W =Effective Seismic Weight Site /Project Specific Uesign Values: Ss = 1.25 pcr l1SGS Si = 0.40 per USES Site Class D (Defnult) Seismic Uesign Category D R - 6.S tiom Table 12.2-I I,~, = 1.00 Cs = 0.! 282 pcr Section 12.8.1.1 WIND DESIGN PF.R SECTION 1609 (Allowable Stress Design) Design per ASCE 7-OS Section 6.4 Design Wind Pressure: Ps = 2. * 1st * PSjt+ where b =Exposure Factor KIT =Topographic Factor Iw ° hnportancc Factor PS,~ -Base Design Pressure Site/Projecl Specific Values: Bazic Wind Speed = 85 mph (V;,) r, = 1.40 Exposure "C" (<30') KIT = 1.00 1 w. = 1.00 PS;* -see ASCE 7-OS, Figure (,-? STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise pored on the plans WODU UESIGN per Sections 2301 & 2301.2.1 Allowable Strength Design when applipble; per 2308 Conventional Light-Frame Construction MINIMUM NAl1,ING REQl11REMENTS per Table 2304.9.1 ANCHOR BOLTS: St8" ~ x JO". A307 or better, wJ 7" min. Embedment. V = 1328 n + bolt CONCRETE DESIGN pcr Chapter 19 & ACI 318-08 Concrete: f~ = 2500 psi Kebac fY = 40,000 psi MISCELLANEOUS HA RL)1V,1RE SIMPSON Stroua- I is Cunneclorti or equal r ~; SHEAR WALL SCHEDULE (SEk: 2009 IBC table 23063 & Section 2306.3) AI I shear walls to be shea[hed from top plate to bosom plate. Block all panel edges. Nail spacing is far all panel edges. Space nails @ 12" o.c. along intermediate framing members. S W-6 v = 260 plf 7116" OSB, w/ 8d (0.113" 0) nails Q 6" o.c Anchorage (interior walls only) to SING l.E joist or blkg below I Gd ('box) (a3 6" o.c. SW-4 v = J50 plf 7i 16" OSB, w.~ 8d (0 113" O) nails (n~ d" o.c. Anchorage (interior w:dls only) to SINGLG joist or blkg below: 16d (box) (t~ 4" o.c. SW-J v ~ 490 plf 7/I6" OSB, w: 8t1 (0.113" O) nails (~ 3" oc Anchorage (interior walls only) Io Ax (min.) BLAM or blkg bebw: 16d (box) (a~ 3" o.c NOTE.: use min 3" nominal studs L adjoining panel edges The shear values above arc based upon the use of 8d box nails with a full heed, a shank diameter of 0.113", and a minimmn penetration of L37S", From'Pahle 2306.3 use 13/32; 8d values with a 0.729 reduction for Hem-Fir & IA increase for wind. 160 w 16" O.C. SHEAR WALL EDGE NAILING ij RIM JOISt LOCATE SHEATHING JOINT AA COMMON MEMBER SHEAR TKANSFER C~ EXTERIOR WALL. DETAIL SEISMIC & WIND ANALYSIS # 10-071 FOR PLAN 2939 SEISMIC: PER ASCE 7-05 SECTION 12.8 SEISMIC BASE SHEAR: V = 0.1282 W Dead Loads: Roof = 15 psf (horz framing) 8 10 psf (partition) WR = 1619 SF @ (15 + 10) psf = 40,475 # Floor = 10 psf (horz. framing) 8 10 psf (parttion) WuF = 2074 SF @ (10 * 10) psf = 41,480 # Vertical Distribution Level Weight (w) Height (h) w x h Roof 40,475 18 728,550 64% VR = 4,687 # Upper 41,480 10 414,800 36% VuF = 2,668 # Total 81,955 1,143,350 Total= 7,355# WINO: PER ASCE 7-OS SECTION 6.4 sitle/side FR= BO SF @ 20,16 psf = 1,613 # A <30 0 SF @ 3.22 psf = 0 # B <30 290 SF @ 14.56 psf = 4,222 # C <30 58 SF @ 3.36 psf = 195 # D <30 Total Roof s/s: FR = 6,030 # FuF = 95 SF @ 20.16 psf = 1,915 # A <30 0 SF @ 3.22 psf = 0 # B <30 325 SF @ 14.56 psf = 4,732 # C <30 0 SF @ 3.36 psf = 0 # D <30 Total Upper Floor sls: FuF = 6,647 # Total sls = 12,677 # FronUback FR= 50 SF @ 20.16 psf = 1,008 # A <30 80 SF @ 3 22 psf = 258 # B <30 140 SF @ 14.56 psf = 2,038 # C <30 315 SF@ 3.36 psi= 1,058# D <30 Total Roof fib: FR = 4,362 # FuF = 95 SF @ 20.16 psf = 1,915 # A <30 0 SF @ 3.22 psf = 0 # B <30 266 SF @ 14.56 psf = 3,873 # C <30 0 SF @ 3.36 psf = 0 # D <30 Total Upper Floor f/b: FuF = 5,788 # Total f/b = 10,151 # SUMMARY: Wind controls both /eve/s both directions except aC~ roof WIND: PER ASCE 7-05 SECTION 6.4.2.1.1 428 SF @ 10.0 psf = 4,280 # 420 SF @ 10.0 psf = 4,200 # Total sls = 8,480 # 585 SF @ 10.0 psf = 5,850 # 361 SF @ 10.0 psf = 3,610 # Total f/b = 9,460 # UPPER FLOOR SHEAR WALLS sams~tle- Vp = 6,093 # v = 132 plf LEFF ° 48.0 k Line L,p,e V LengM Shea r Shear Walt H / W Seismic Redundancy Height Mor MR Uplift Resisting Element REAR 18 5 2450 # a 18 98 plf Type SW-6 Ratio 0.50 Ratio 1.00 Factor (p) 1.30 (k) 8 12545 #-k 6144 #-k (TIC) 355 # Lek /Front 1 Right /Back Rdl b 9 98 lf p SW$ 0 89 1.00 1 30 8 7057 #-ft 1944 #-k 543 # Rdl 1 25 MID 23 3046 # a 4 241 pli SW-4 2.00 1.00 1.30 B 7700 #-ft 384 #-k 1818 # 1 8 a 4 8 Rdl b 4 33 241 lf . p SW-4 1,85 1.OD 1.30 8 8335 #-k 450 #-k 1809 # 4 8 Rdl 4 8 Rdl c 4 33 241 tf , p SW-4 1.85 1.00 1.30 8 8335 #-k 450 #-k 1809 # 4 8 Rdi 2 8 4 12 66 . FMID 4 5 596 # a 5.75 52 pH SW1i i 39 1.00 1.30 8 2384 #-R 794 #-ft 261 # 1 RdI b 5 75 52 # T . p SW-6 1.39 1.00 1.30 8 2384 #-k 794 #-k 261 # Rtll 1 OTAL 46 6,093 # 11.5 front/ back, Ve = 6,093 # v = 156 plf LEFF = 39.0 ft Lme Lra~e V Length Shea r Shear Wall H / W Se~sm,c Redundancy Height Mor MQ Uplift Resisting Element LC.tN 19 5 3048 # a 7.33 104 plf Type SW 6 Ratio 1.09 Reuo 1.00 Factor (p) 1.30 (k) 8 6091 #~k 1289 #-k (T/C) 634 # Lek /Front 1 Rioht /Back 4 b 22 104 l/ SW 6 p - 0.36 1.00 1.30 8 18280 #-k 11616 #-ft 241 # Rdl 1 29.33 RIGHT 19.5 3048 # a 18 169 pif SW~ 0.44 t 00 1.30 8 24370 #-k 7776 #-k 872 # 4 4 b 10 5 169 lf SW~ 076 . p 1,00 130 8 ta216 #-k 2646 #-ft 1073 # 4 q c 7.5 169 plf SW-6 1.07 1.00 1.30 8 10154 #-k 1350 #-k 1153 # 4 4 TOTAL 39 6.093 # 3R N MAIN FLOOR SHEAR WALLS sidNslde: Vuc = 6,585 # v = 137 plf LEFF = 48.0 ft Line Lnr,e V Length Shear Shear Wall H / W Seismic Redundancy Height Mor Ma Uplift Resisting Element rccrec w 4~n e a a lY[ pir SW-b 1.50 1.00 1 30 9 10375 tFft 972 #-ft 1548 # 5 5 b 7 192 plf SW-6 1 29 1.00 1.30 9 12104 #-ft 1323 #-ft 1518 # 5 5 c 5 192 pll SW-6 1,80 1.00 1.30 9 8646 #-ft 675 #-k 1578 # 5 5 d 4,75 192 pll SW-6 1,89 1.00 1.30 9 8213 #-ft 609 #-ft 1586 # 5 5 22.75 MID 20 5790 # a 14 414 pu SW-3 0.64 t00 t30 9 52109 #-ft 5292 #-k 3300 # 5 5 FMID 10 1968 # a 4.5 246 pli SW-6 2.00 1.00 1.30 9 9962 #-ft Sal #-ft 2078 # 5 5 b 3.5 246 plf SW-4 2.57 0.78 1.30 9 7748 #-ft 331 #-fl 2108 # 5 5 8 FRONT 4 549 # a 2 137 plf SW-6 3.50 0.57 1.30 7 1921 #-ft 84 #-N 913 # 5 5 b 2 137 plf SW~ 3.50 0 57 1.30 7 1921 #-fl 84 #-fl 913 # 5 5 TOTAL 48 12,677 M 4 front/ back: V ur = 4,058 # v = 80 plf LE fr = 51.0 k Line Lraie V Length Shear Shear Wall H / W Seismic Redundancy Height Mor MR Uplift Resisting Element per i n air u a 10 Z4 pli SW-6 0.45 1.00 1.30 9 4297 tf-ft 10800 #-ft -388 LCEN 25.5 5075 # a 20.5 248 plf SW-4 0.44 1.00 1.30 9 45678 #-ft 11347 #-fl 1610 RIGHT 19.5 4598 # a 15.5 131 plf SW-6 0.58 1.00 1.30 9 18326 #-ft 6487 #-k 715 b 19.5 131 plf SW-6 0.46 1.00 1.30 9 23055 #-ft 10267 #-fl 594 ROOF DIAPHRAGM MID v = 3046 / 20 = 152 plf OK RIGHT. v = 3046 1 46 = 66 plf OK HOR/ZON7AL DIAPHRAGM SHEARS /LOAD PATH UPPER FLOOR DIAPHRAGM REAR. vnet = 14 x 137 / 39 = 49 p1f OK MIO vrear=14x137/14=137pltvfront=14x(414.137)/20=194p1f vaQS'=194-34=160p1f block upper floor sheathing panel edges to 5', Provide tOd @ 4" o c. upper floor sheathing to blocking V = 14 x (414 - 150) = 3696 # ADD (9) A35 blacking to wall top plate FMID: v = 1968 / 20 = 98 plf OK LCEN v net = 25.5 x 80 / 26 = 78 plf OK ANCHOR BOLTS USE 5/8" 0 Anchor Bolta ~ 5' - 0" o.c. Unless Notes Otherwise (U.N.O.} v~1.6x860#15~276p1f NOTE: If v > 350 plf Then V(bolt) = 1.6 x 860 / 2 = 688 # MID V = 5790 # (9) 5/8" A.B. REQ'D RESISTING ELEMENT Ro, Dead Load Reaction t Perpend~cWar Extenor Wall T~ = Vcpr„Ep = Hw,4~ x vM,,, 2 Perpendicular Wall (min) 5 - 16d nails = 5' x 109 plf =545 # 3 A 35 Framing Anchors = 450 # each 4 CSt6 Strap = 1705 # 5 STHD10 or STHDIORJ (~ 3730 # --~ 3 I A,~`t°. ~J O7 CS16 TO BEAM BEOW O CS16 TO HEADER BELOW O3 CS16 TO WALL BELOW ~ 5ti M c 1/ 0 AOD CS76 ABOVE 8 BELOW OPENING, SEE DETAIL B NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS - ,.,,~ i ..._ i ~, li M et DFOpr I ea iN ;~ • ~Dp~ .~ V-. ~'. ~.yylI ~ a ~I 'Y ~I '_ ~~ ~ ~ `Ir • t ' ~JI •WI~L ~IµI ~ w• ~ ~ .I _ aP ..... ,~ 2 I~ '2,1_ ~. ^' .ri i' • - - '~ -'- .~ ecoa-nw r, ~: -.. 5.,.....w:.~.:: it '~ __ ~i ..-, .. ~ ~~ i~ ----zj . ..~.., BE OaUOr Z _.~ ._ _ a ~ unu~r w, ~,~., _ e!- -_ ~~ ~ ...~ ,1- ~ i - ~.-... .. 11 ~..1--7~ 11\y,J, 4„ - ~ ~ BEDRDpw s .. / ~'~ Ls ~ ~_ M~~ Fr^2-.n ~- '{ T ~ ~ ~ - .~.. I __` _~ Lco a i ~-~ ; .~,,~~..'-~~ ~. 4 ..,... - . ,_,_ ~• ~. - ..,_. /MILT BODY .I I Nl~ - ^ i~~.w•) Ix-. KITCNEN ~••~.• _ ~! ~~: -_.._- -~/~ - y ...~ ..I ': sJ ~ I•JIl1 `I -~ ~W+N INT ~'BV ilE~l. _l __ ~ 3 _n,MICFeDONI~ ~ i DINING ~o - - -_ 5W.3 ry_ _._ MwV f ti I ~.. /~~/X r ..ee..I W.~..~ IIOV ~ ..._ EL •u ~. •o rwce..o. we `/ ... OwwMa; - ••~ ~ M ~~ n -~ _ l ~ u I N4 ,KK GSMt1 ' IENTRi f.,nu ane .ula +eaeen ~a..y an Tern r..rs .~ LVP R'[4MIM .vT ew KY fWf b5nennn ~ ~ ~ ~ ~r.it ki. IMn •B'Mw.eh KVOi Exeplm NW ' •c ' rqu.u n Iro .ow.a. • .Yed w . M..,elHr .~ qru. wv. 'i nP• oen.pc - _ 1 _ .. ~- - f ~~.~ :.INA(.E - 5Ad _ q 5 y.. ~ vORCN~ ~ ~ S ~ ~~v~~~JJJ ~ ~~~ O1 BLOCK UPPER FLOOR SHEATHING PANEL EDGES THIS AREA O2 PROVIDE 10d ~ 4" O.C. UPPER FLOOR SHEATHING TO BLOCKING O3 ADD (9) A35 BLOCKING TO WALL TOP PLATE O4 ADD CS16 ABOVE & BELOW OPENING, SEE DETAIL B O EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL C © A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL D O7 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL E NOTE: ALL EXTERIOR WALLS TO QE SW-6 U N O MA[N FLOOR SHEAR WALLS -~ ~ . -~ - L~ -' - _ _~, t rte. - --~ - '^` ~ -~ __ _ -r'-r ~p , ' i I ,. { I ~- ' - y ~-r • <`' T^ i \ `~' -~ I 1 T• ' I Y' 0 ~I ~ ~ Slr YYI ~6~.. 1 Z I ` A l z ~, •.k xa..,n v. ~u~ ~ ~ I I ~ ~ I I -I ~ ~ I ~ I v. m. ~bo. I.Y' unoew I II ' I __ ;;p _ ~ . ~ _ __ Qt CONCRETE STEM WALL TO BE 1'-0" ABOVE GARAGE SLAB Q2 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL D O3 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN. SEE DETAIL E NOTE: i1SF. 5/8" fd ANCHOR BOLTS W/3" x 3" x I/4" WASiiERS ~ 5'-0" O.C. U.N.O FOUNDATION PLAN WC N'LiLLLRCONSULfINCi F.NC,JNF.ERS, -.C. 21925 8-fFl PL W • RU'I'HF.Li., WA 98021 PI I. 1425} 48R - 98G8 • FAX (42S) 48G - 6715 DETAIL A 7RWL~[5 PER PLAN lOd (c~ G' U.C. RUOF SHFA7"RING '/~NTED BLOLKIN6 ' Ii1Ca24"UC. ~~'V >~5~ r ~ z = ~ O IJ Q J ~ J ~c j O F = {~ a r U w w = LL J w 3 d w JUl3 NA~4L JU[1 NUMCiER IU-071 _ PRCPARI:I) BY MW DATC 12 / 13 .' 10 SHGGT NU. L-~ OF L9 'JJ1ND0;'v' J [T'J'JF. ih'WVUVJ / DUUR GAMING +.DO csl~ ~Ter,P Fuu WIDTH OF SHCAR WALI PLUS 16"END LENGTH TYP. PROVIDE 2 x _ BLf.X'KING BEHIND 0516 STRAP, TYP, DETAIL B WC WLLLERCONSULIiNG IOBNM4F. PLAN 2939 ENG[NEERS. P.C. JOB NUMBER 10-071 PREPARED BY M\V DATF. 12 / 13 ~ 10 SHF.F,T NO. ``1 OF h9 21925 8T1I PL W • BOTHF.L1„ WA 98021 PH. (425) 488 - 9868 • F'AX 1425) 486 - 6715 RIM J0157 W/'SOLID FSLOLKING SILL PLATE DETAIL D (2) 2 X_ HF x 2 5 rubs HTT 22 HOEDOWN 557816 P.T. SILL PLATE I~-l~- (2) 'L x _ HF k "7. S7 UD`.i ~K +I HTT 2?_ HOLDON/N WOK ROYJP, OF `~f iL,~f: 'DLF: DETAIL E DETAIL C v ~ ~ I I ~ ! ~~ ~ ~ ~ ~ ~ ~ ) ~ ~ ~ ' I ; !~ _ , ! ;~ ~ ~_~~ ~ ~=~1 .~~ d I d ~~ i r r ii i ,~ ~ ~ ~ ---~ ~ ~ ~~ ' i ~ { 1 1 ~• LM I - ' ~ ~ ~- i HI - - ~ ----- ~-- i H3 - -- -~- r..- - _ _' DESIGN LOADS: HEADERS: 4 x 8 DF # 2 U.N.O. ROOF DL = 15 PSF NOTE: PROVIDE f 2 X TRIMMER LL = 25 PSF @ ALC HEADERS U.N-O H1: 4x12DF#2 ENGINEERED TRUSSES BY TRUSS MANUFACTURER H2: 4 x 12 DF # 2 NOTE: PROVIDE (2) 2 X POST (~D ALL HIP MASTERS H3: 4 x 10 DF # 2 & GIRDER TRUSSES U.N.O COLUMNS: C1: (3)2x6HF#2 ROOF FRAMING PLAN (ELEVAT'ION A) /~G L~ ~ f i --~ II~I_- ,l cz icr ---_ - ~- tea- --I ~r4- c( Vz _~- - ~. ~ __ 1 STS .. j _ ki DESIGN LOADS: HEADERS: 4 x 8 DF # 2 U N 0 ROOF DL = 15 PSF NOTE: PROVIDE (1) 2 X TRIMMER LL = 25 PSF @ ALL HEADERS U.N.O H1: 4x12DF#2 ENGINEERED TRUSSES BY TRUSS MANUFACTURER H2: 3 1/8 x 12 GLB (24F-V4) NOTE: PROVIDE (2) 2 X POST (c~ ALL H!P MASTERS H3: 3 118 x 9 GLB (24F-V4) & GIRDER TRUSSES U.N.O COLUMNS: C1: (3)2x6HF#2 C2: (2)2x6HF#2 ROOF FRAMING PLAN (CL~VATION B) DESrGN LoAOS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS:2x12HF#2(a~16"OC FJ1: 2x 12HF#2@12"O.C. NOTE: PROVIDE LUS28 HANGERS ALL FLUSH FRAMED ENDS HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRJMMER @ ALL HEADERS U.N.O H4: 3 1/8 x 9 GLB (24F-V4) (ELEV B) BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. B1: 3 1/8 x 10 1/2 GLB (24F-V4) 62: 6 314 x 18 GLB (24F-V4) (ELEV A) 6 3/4 x 19 1/2 GLB (24F-V4) (ELEV B) 63: 5 1/8 x 9 GLB (24F-V4) B4: 4x 10DF#2 B5: 3 1/8 x 10 1/2 GLB (24F-V4) 66: (2)2x12HF#2 COLUMNS C1: (3)2x6HF#2 C2; (2)2x6HF#2 C3: 4 z 4 P.T. W/ AC4 8: AB44 C4: 6 x 1Z DF # 2 W/ (2) TS22 C5: 6 x 8 DF # 2 W/ ECQ68 8 CBQ68 HANGERS: HGR1: HUC410 HGR2: LUS210-2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE GZ,~ ~- I f- -- --- -, _-- - ---- - - r------ 1 H ~- I I~ jh yi - I ~ ~r.:-~- ----.r.;s~ ~ ~ - ~. L ~ ~ !~- 'I r-~ ,~. ~' ~ ~ ' i `. - ~ i~ ~ ~q- G --i- I r. ~_ - -_ ~- - 'I G3~ I~~dzl _~` d - __ 61 aI G~~ UPPER FLOOR FRAMING PLAN of / CS .( :: _ .... 6 Z ~.. V3 -L.., ~ /~~ ~, ~ ,; . - d~'~`, 1 y \ ~/ ~: 1 _ w',12' sa.w ,o«e .rc... I ~ ~ i L ~ ~ I _.ro. r ~o a„e« • tva ,.. rod l.`!'.aoav -. ~ ~ ~. _ .r„ ~I ~.:. I _. ~.___ DESIGN LOADS: BEAMS: 4 x 12 DF # 2 U.N.O. FLOOR DL = 10 PSF NOTE: PROVIDE 4 x 4 POST LL = 40 PSF @ ALL BEAMS U.N.O. PROVIDE 4 x 6 POST JOISTS: 2 x 10 HF # 2 (a7 16" O.C. @ ALL BEAM SPLICES U.N.O. NOTE: PROVIDE CUS28 HANGERS ALt FLUSH FRAMED ENDS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMING PLAN QeamChek v20091icensed fo: WcllcrConsulfrng E"ngineers. PC. Reg # 52?4-65779 PLAN 2939 ROOF FRAMING GTt (FOR REACTIONS ONLY) Date; 12!14!10 y Selechfm 5-1ISx 16.112 GLB 24F-V4 DFlDF Lu = 0 0 Ft 1 Conditions NDS 2005 Min Bearing Area R7 = 11 4 in° R2= 11.4 in' (t 5) DL Defl= 0,39 in Recom Camber= 0.56 in Dafa Beam Span 79.0 ft Reaction t LL 4513 # Reaction 2 LL 4513 # ~ Beam Wt per ft 20.55 # Reaction 1 TL 7415 # Reacrion 2 TL 7415 # Bm Wt Included 390 # Maximum V 7415 # Max Moment 35222'# Max V (Reduced) 6342 # TL Max DeR L! 240 TLACtual Defl L / 286 i LL Max Defl L !360 LL Actual Uefl L / 566 - -- _ _- J AlVihufes Secfion 'in° SAear~in•) TL QeR (irtj LL DeR _ Actual 232.55 84.56 0 79 0.40 Critical 756.52 34.47 0.95 0.63 Status OK OK OK OK Rali0 67% 41% 83°10 64% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) _ !!slues ~' Reference Values 2400 240 t 8 650 Adjusted Values 2700 276 7 8 650 rlduslrnenls ~ Cv Volume 0.978 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Crn Wet Use__ L00 t00 f.00 _ 1_.r?Q I CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft I Loads Umform LL 475 Uniform TL: 760 = A Umform Load A vs R1 5 R2 = ,7475 SPAN = 19 FT Uniform artd partial uniform loads are Ibs per Irneal ft. ~~ BearnCnek v20091icensed lo: WellorConsultirtq Engineers. P. C- Reg # 5234-65779 PLAN 2939 RDUF FRAMING GT2 (FOR REAC TIUNS ONLY) Uate 12/tal10 Soleclion ! 3-tlSx 12 GLB 24F•V4 DFIDF Lu = 0.0 Ft Conditions NDS 2005 _ Min Bearing Area R7= 2.6 in' R2= 2.6 in' (1.5) OL Defl= 0.46 in Recom Camber= 0.69 in Data Beam Span 20.0 fl Reaction 1 Ll_ 1000 # Reaction 2 LL 7000 # Beam Wt per ft 9.11 # Reaction 1 TL 1691 # Reaction 2 TL 1691 # Bm Wt Included 182 # Maximum V 1691 # Max Moment 8456'# Max V (Reduced) 1522 # TL Maz Defl L ! 240 TL Actual De0 L / 266 LL MaxDefl Ll360 LLACtualDefl Ll541 AfMbufes Se_c_lion m' Shear in' TLDefl~n) LLDefl Actual 75.00 37.50 0 9G 0.44 Critical 36.76 8.27 100 0.67 Status OK UK OK OK Ratio 49% 22% 90% 67% Fb si Fv (pSi) E si x and Fc 1 si ~ -~ (P ) values Reference Values 2400 _ 2a0 1.8 650 Ad usled Value__s_ 2760 2.76 1.8 650 Adiusfinenfs ~ Cv Volume 7.000 Cd puration 7.15 115 ~ Cr Repetitive t.OU Ch Shear Stress NIA Cm Wet Use 7.00 _ 700 1.00 1.00 CI Stability 1-0000 R - b - 0 00 Le = 0.00 Fl Loads Uniform LL 100 Uniform TL: 160 =A ~__ Uniform Load A 0 - - ~~ Rt = 1697 R2 -1697 SPAN=20FT Uniform and partial uniform toatls are Ibs per lineal fl. BeamChek v20091icensed to.- Wr,IlcrConsuHing Fnginoors, RC. Rey # 5239-65779 PLAN 7.939 ROOF FRAMING GT3 (FOR REACTIONS ONLY) _ Date 12/14/10 Selection 5-1/Bx 19-112 GL B 24F-V4 OF/DF Lu = 0.0 FI Conditions NDS 2005 Min Bearing Area R7 = 5 4 in ' R2= 5.4 in' (1.5) D L UeFl= 1 04 in Recom Camber=1.56 in Oata ~ Beam Span 38 0 ft Reaction 1 LL 1900 # Reaction 2 LL 1900 # Beam Wt per ft 24.28 # Reaction 1 TL 3501 # Reaction 2 TL 3501 # em Wl Included 923 # Maximum V 3,50t # ~ Max Moment 33263'# Maz V (Reduced) 3202 # TL Max Deb L / 240 TL Actual Deft L / 245 L L Max DeFl L! 360 LL Actual Defl L ! 555 Attributes Section m° Shear in' TL Deb (in) LL Deb Actual 324.80 99.94 1.86 0.82 Critical 761.09 17.40 1.90 t.27 Stalus OK OK OK OK Ratio 50% 17% 98% 65% Fb (psi) Fv (psi) E (ps x mr ~ Fc ~ Spsi~ Vefuas i Reference Values Z40U 240 i 8 65(1 '. Adjusted Values _ 2478 276 1.B _ _ 650 AdLfmgnfs ~i Cv Volurne 0.898 __ Cd Duration t.15 t t5 Cr Repetitive 1.00 i Ch Shear Stress N!A i Cm Wet Use_ t.Op 7 00 7 00 1-00 CI Stability 1.0000 Rb = 0.00 Le = O.UU Ft Loads U nrform LL' 700 Uniform TL 160 =A V7 Uniform load A __ Q R1 = 3501 R2 = 3501 SPAN = 38 F7 Uniform and partial uniform loads are Ibs per kneal ft V8 - -QearnChek v20091i censed lo: Wellar Consulliny Engineors. PC. Rey # 5234-65779 --- PLAN 2939 ROOF FRAMING GT4 (FOR REACTfOM1lS ONLY] Qate i2/7.1/t0 Selection ~5-118x 18 GLB 24F-V4 DF/DF _ Lu = 0 0 FI Cgn~li(ions NDS 2005 - - Min Beariny Area R7= 14,1 in' R2= 9.7 in' (1.5) OL DeB= 0 55 in Recom Cambe r= 0.82 in Da(a Beam Span 19.0 tt Reaction 1 LL 4684 # feaction 2 LL 2541 # . Beam Wt per h 22.42 # Reaction 1 TL 9181 # Reaawn 2 TL 6306 # Bm Wt Included 426 # Maximum V 9181 # Max Moment 44718'# Max V (Reduced) 7767 # I TL Max Oefl L / 240 TL Actual Oe0 L. ! 277 LL Max Defl L ! 360 LL Actual pefl L / 831 A1Mbuies Section (in') Shear (in') TL Deb (in1 LL Defl Actual 276.75 92.25 0.82 0.27 _ _ _ ~ Critical 200.46 42.21 0.95 0-63 Status OK OK OK OK Ratio 72% 46% 87% 43% Fb (psi) Fv (pSi) E (psi x md) Fc ~ (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2677 276 1.8 650 Adiustmenls Cv Volume 0.970 _ Cd Duration 1.15 115 Cr Repetitive 1.00 ~ Ch Shear Stress N/A Cm Wet Use 1.00 1 OU 1.p0 1.00 CICI Stabi rl trl ty ~ 1.0000 R b = 0.00 Le = 0.0 0 Ft I - - - ~ Loads - - - ~ Point TL Dislanc_e Par Unif LL Par Unif TL Start End B = 3501 11 0 575 H = 92D 0 11.0 113 I = 180 11.0 19.0 _ ~.._- I H Pt IoadsQ - R 1 = 9181 R2 = 6306 SPAN=19Ff Uniform and partial uniform loads are Ibs per lineal (t. V9 __ f3eamChek v2009 licensed fo WellerConsulfing Engineers, RC. Rny # 5234.65779 PLAN 2939 ROOF FRAMING GT5 (FOR REACTIONS ONLY) Oate. 12!14!10 Selection 3-1/8x 12 GLB 24F•V4 DFlDF l.u = 0,0 Ft 1 CQQhl~iOllS NDS 2005 _ Min Bearing Area R7 = 2.6 in' R2= 2.6 in' (1.5) OL Det1= 0. 46 in Recom Camber= 0.69 in Dai? Beam Span 20.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # ' Beam Wt per ft 9.71 # 1eaction 1 T L 1651 # Reacton 2 TL 1691 # Brn Wl Included 182 # Maximum V 1691 # Max Moment 8456'# Max V (Reduced) 1522 # TL Max Dell L ! 240 TL Actual Oeil L ! 266 , LL Max Defl L f 360 LL Actual Deb L 1541 J Attdbufes Section (in0) Shear (in') TL Dell (n) LL DeFl Actual 75.00 37.50 0.90 0.44 Critical 36.76 8.27 1.00 O.G7 Status OK OK OK OK Ratio 49% 22'/0_ _ 9_p%_ 67% Fb (psr) Fv (psi) E {psi x mtl) Fc ~ (psi) Values Reference Values 2400 240 1 8 G50 ~ Ad'usted Values 2760 276 t 8 650 Adiustrnents ~ Cv Volume 7.000 ~ Cd Duration 1.15 1.75 Cr Repetitive 1.00 Ch Shear Strese N!A Cm Wet Use t 00 _ 1.00 t.Op 1.00 C! Stabitiry 1.0000 Rb = 0.00 La = 0.00 Ft Loads Uniform LL. 100 Uniform TL 160 = A I Uniform Load A 0 C Rt=1691 R2= SPAN = 20 FT Uniform antl partial uniform loads are Ibs per lineal ft. v~o E3CamChelc v20091k ensed to Weller Consultlny Enyineers, 1?C Rey # 5234-65779 PLAN 2939 ROUE FRAMING TYPICAL HEADER Oate i2/ta/t0 Selection 4x 8 DF-L tt2 _ Lu = 0.0 Ft Conditions NDS 2005 _ Min Bearing Area R7= 3.6 ins R2= 3.6 in' (7.5) DL DeB= 0.05 in Data Beam Span 5.5 ft Reaction 1 LL 1409 # Reaction 2 LL 1409 # Beam Wt per 8 6 17 # Reaction 1 TL 2272 # Reaction 2 TL 2272 # 'j Bm Wt Included 34 # Maximum V 2272 # Max Moment 3124'# Max V (Reduced) 1773 # TL Max Deb L / 240 TL Aclual bell 1. / 581 LL Max Uefl L / 360 LLACtual be8 L f >li)00 Attnhufes S_e_cUOn (in') Shear (ink TL Deb (in) LL Deb Actual 30,66 25.38 0.11 O.Ofi Critical 27.86 12.85 0.28 0.78 Status OK OK OK OK Ralio ~ 91% 57% 41% 32% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Vafues Reference Values 900 _ 780 1.6 625 _ Adjusted Values 1346 ,207_ 1.6 625 Adjustments CF Size Factor 7.300 __ _ Cd Duration 1.15 1.15 Cr Repebfive 1.00 Ct+ Shear Stress N/A Cm Wet Use 1.00 7.00_ 700 1.00_ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft loads U n+form LL' 51 3 Uniform TL 820 = A Uniform Load A -- -. R1 = 2272 R2 272 SPAN=5.5FT Unifomt and partial uniform loads are Ibs per lineal ft. vl ~ 8earnChek v2009 Licensed !o: WeAer Consul6ag Engineers. RC. Reg # 5234-65774 PLAN 2939 ROOF FRAMING TYPICAL HEADER Date: 12/74/10 Setoc ron 14x 8 DF-L #2 Lu = 0.0 FI ConQitians NDS 2003 Min Bearing Area R7= 1.5 in' R2= 6.0 inr (1.5) DL DeB= 0.72 m Data ~ Beam Span 5.5 fl Reaction 1 LL 180 # Reaction 2 LL 558 # ~ Beam Wt per ft 6.17 # Reacbon 1 TL 941 # Reaction 2 TL 3774 # I Brn WI Included 34 # Maximum V 3774 # Max Moment 3361 '# Max V (Reduced) 3275 # ~ TL Max Dee L ! 240 il. Actual Defl L 1522 I LI_MaxGefl L/360 LL ActualDeFl L/>1000 Attributes S_ecbon (in°) Shear (in') _ TL Defl (in) LL Deb Actual ' 30.66 25.38 0.13 0.01 Critrcat 29.97 23.73 0.28 0.78 Status 'i ON, OK OK OK Ratio i 98% 94% 46% 6% i Fb (psi) Fv (psi) _ E (psi x mil) Fc.~ (psi) Vatues Reference Values 900 780 t.6 625 Ad)usted Values 1346 207 _ t.6 625 Adjustments CF Size Factor 1,300 __ __ _ Cd Duration 7.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A ~Crn Wet Use _ _ 1.(>D 1 00 1.00 7.00_ __ _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Pt Loads '- '. Point TL Distance Par Unif_LL _Par Unit TL Start End B = 3501 4.5 50 H = 80 0 4.5 513 I=820 a5 55 t i_. li Pt loads i ~8, h Q R t = 9a t R2 = 3774 SPAN=55FT Unitomt and partial uniform loads are Ibs per lineal ft. - - ~/I L BeanrCbek v2009 fi~ensed to' Weller Consulting Engineers, P.C. Rey # 5234-65779 PLAN 2939 ROOF FRAMING H1 (ELEV A) Date. 12/14/10 Selection 4x 12 DF-L #2 _ _ ~ _ I_u = 0.0 Ft J Conditions NDS 2005 _ Min Bearing Area R1= 3.6 m' R2= 3.6 in' (1.5) OL Defl= 0. 08 in D?W I Beam Span 9.5 k _ Reaction 1 LL 7366 # Reaction 2 Ll t36Ei # Beam Wt per ft 9.57 # Reaction 1 TL 2230 # Reaction 2 TL 2230 # Bm Wt InGuded 9t # Maximum V 2230 # Max Moment 5297'# Max V (Reduced) 7 790 # i TL Max Defl L 1240 TLActual Oefi U 738 i LL Max Defl L1360 LLAdualDefl L!>t000 A1lribufes Section in') Shear {inq TL Defl (in) LL Defl Actual 73,83 39.38 0.15 0.08 _ Critical 55.83 12.97 0.48 0 32 Status OK OK OK OK Ratio 76% 33% 32% 25`% _ Fb~siZ Fv (psi) E (psi x mil) Fc ~ (psi) Values Reference Value; 900 180 L6 _ 625 Adjusted Values 1139 207 1.6 625 Adrusiments ' CF Size Factor 1 100 _ _ _ Cd Duration 1,15 1 15 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 7.00 1.40 7 00 . CI Stabifify tA000 K b = ORO Le = 0.00 f( Loads Uniform LL: 288 Undorrn TL 460 =A Uniform Load A I - - - - - - - ... ---- R 1 = 2230 R2 = 2230 SPAN=9.5FT Uniform and partial uniform loatls are Ibs per lineal (t. - ~/r3 BeamCbek v2O091icensed to. Weller Consuffiog Enyineers, PC. Reg # 5234-G5779 PLAN 2939 ROGF FRAMING Hi (ELEV B) Date: 72/74/1D Selection ~ 4x 12 DF-L #2 Lu = 0.0 Ft Condginns NDS 2005 Min Bearing Area R1= 7.6 in' R2= 4.0 inT (1.5) DL Defl= 0.12 in Dafa i Beam Span 9.5 h Reaction 1 LL 316 # Reaction 2 LL 753 # i Beam Wt per ft 9.57 # Reaction 1 TL 995 # Reaction 2 iL 24g6 # . Bm Wt InGuded 91 # Maximum V 2496 # i Max Moment 4791 '# Max V (Reduced) 2056 # ', TL Max Detl L /240 TL Actual Oeh L / 788 LL Max Oeh L! 360 LL Actual Defl L / >1000 Atfnbutes Section (in') Shear (in') TL Ue8 in LL Deh _ Actual I 73.83 39.38 0.14 0.03 Critic8l ~ 50.50 14.90 0.48 0.32 Status I OK OK OK OK Ratio ~ 68°t° 38% 30% 8% Fb_ (psi) Fv (psi) E (psi x miq Fc ~ (psik_ _ Values Reference Values 900 180 1.6 625 Ad'usted Values 1139 __ 20.7_ 1.6 625 _ Adiusfinen<s CF Size Factor 1.100 Cd Duration 1 15 L 15 Cr Repetitive 1.00 Ch Shear Stress NlA Cm Wet U_s_e 1.00 1.0.0 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Fl ~_ Loads _ _ _ Point TL Distance Par Unif LL Par Unit TL Start End __~ B= 1691 7 0 50 H= 80 0 7 0 288 I = 460 ZO 9.5 H ---- Pt Ipads~ J I Q Rt = 995 R2 = 2496 SPAN = 9.5 F i Uniform and partial uniform loads are lbs per lineal ft. BeamCbek v2009 bcensed !a W eller Carsulfmg Engineers, PC. Rey # 5234-65779 PLAN 2939 ROOF FRAMING N2(ELEVAI Date' 72/74;70 Selection 4x 12 DF-L #2 _ Lu = 0.0 Ft Confiitions NDS 2005 _ - - Min Beanng Area R7= 1 2 in' R2= 1 2 in' (1.5y DL Defl= 0.15 in Dale Ream Span 7G5 fl Reacbnn 1 LL 413 # Reaction 2 LL 413 Beam Wt per fl 9.57 # Reaction 1 TL 739 # Reaction 2 TL 73g # Bm Wt Included 158 # Maximum V 739 # Max Moment 3048'# Max V (Reduced) 655 # TL Max Ueil L ! 240 TI. Actual Deb L / 723 LL Max DeFl L / 360 LL Actual Deb L / > 7000 Attributes _ Section inT Shear in') TL Defl in) LL DeFl Aqual 7383 39.38 0.27 0.13 --~ Cribral 3213 4.75 0.83 0.55 Status OK OK OK OK Ratio 44% 12% 33% 23% Fb (psi) ' Fv Ip~~[ (psi x mil Fc 1 (psi) Values Reference values 900 180 - 1.6 625 I Adjusted Values 1139 _ 207 1.6 625 Adiuslments CF Size Factor 7,100 _ Cd Duration 1.15 715 ~, Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 r 1.00 1.00 1 OU _ Cl Stability 1.0000 Rb = U 00 Le = 0.00 Ft Loa51s Uniform LL 50 Uniform TL 80 = A , Uniform load A ~^~ R1 = 739 R2 = 739 SPAN=165FT Uniform and partial uniform loads are Ibs per lineal fl. -- - v~ _ __ ______ _ AeamChok v2r7091icensed fo. Weller Cor~sullinq Eny;neers. P.C. _ Rey N5234-65779 PLAN 2939 ROOF FRAMING H2 (ELEV B) _ Date: 72/14!10 Selection ~ 3-1/Sx 12 GLB 24F-va DFlDF Lu , p.p Ft Cond~lions NDS 2005 __ Min Bearing Area R1= 2.9 m' R2= 2,9 in' (1.5) DL Defl= 0 .28 in Recom Camber = 0.42 in DaM Beam Span 16.5 ft Reaction t Lt. tt3a # Reacbon 2 LL 1134 # Beam Wt per ft 9 71 # Reaction 1 TL t890 # Reaction 2 TL 7890 # Bm Wt Induded 150 # Maximum V 1890 # ' I Max Moment 7797'# Max V (Reduced) t66t # TL Max Defl L ! 240 TL Actual Deb L / 350 LL Max Deb L / 360 LL Actual Defl L 1701 Attributes Section_Sin') Shear (in°) TL Deb (in) LL Deb Actual 75.00 37.50 0.57 0.28 Critical 33.90 9.03 0.83 0.55 Status OK OK OK OK Ratio 45% 24% 68% St% Fb (psi) F~gi) E (psi x mil) Fc 1. (psi) Vafues Reference Values 2400 240 t 8 650 Adbsted Values 2760 _2_7.6_ _ 1 8 6_ 5 0 Adiustmenfs Cv Volume 1.000 _ _ _ _ ___ _ Cd Duration 1.15 115 Cr Repetitive 7.00 Ch Shcar Stress N1A Cm Wet Use _ _ 1,00 1.00 1.00 1.00 CI Stability 1.0000 Rh = 0.00 Le = 0 00 Ft ~~ ii Coads U nform LL: 138 Unform TL 220 = A Uniform Load A 0 -~ R1 = 1890 R2 = 1890 SPAN = t6.5 FT Uniform and padral uniform (pads are tbs per lineal ft. _ __ v(~ 8eaarChek v7OO4 Acrnsod for We/fer Consulfinq Engrheers, RC Keg # 5234-65TT4 PLAN 2939 RUOF FRAMING -- --- - H3 (ELEV A) Dale. 12/14110 oloCtion ~ 4x 10 OF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4.3 in° R2= 4.3 in' (1.5) OL Defl= 0.05 m Data Beam Span 6.5 ft Reaction 1 Ll. 1666 # Reaction 2 LL 1666 # Beam Wt per ft 7.87 # Reaction 1 TL 2691 # Reaction 2 TL 2697 # Bm Wt Inclutled 51 # Maximum V 2691 # Max Moment 4372'# Max V (Reduced) 2052 # 7L Max DeR L / 240 7L Actuat DeR L / 729 LL Max Defl L /360 LLAGUaI Detl L I >1000 J Attributes Section pn') Shear (in') TL Defl Qn) LL Defl Actual 49.91 32.38 0.11 0.06 Critical 42.2a 14.87 0.33 0.22 Status OK OK OK OK Ratio 85% 46°T° _ 33".0 26% ___ Fb (psi) F_v_(psi) E (psi x mil) FC I. (pSi) Values :Reference Values 900 180 1.6 625 Adiusled Values 1242 2.0.7 1.6 _G25 Adeusbnent~ ~ CF Size Factor 1.200 Cd Durafion 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use i.00_ 1.00 _ 1.U0 1.00_ _ _ _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL' 513 Uniform TL: 820 = A ~ Uniform Load A Rt -2691 R2 -2691 SPAN = 6.5 FT Uniform and paAial uniform loads are Ibs per lineal ft. v(~ BeamChek v2009 Irc errsed lo_ 84~c7ie~ Consu/lr~rg Erx~inee+~s. PC. Req N 5234-ff57 79 PLAN 2939 ROOF FRAMING H3 (ELEV B) _ Oale- 12/14/70 Selection L3-118x 9 GLB 24F-V4 DFfDF Lu = 0.0 Ft l Con~ifions NDS 2005 Min Bearing Area Rt = 5.t in' R2= 5 7 in' (1.5) DL DeO= 0. 18 in Rer,om Camber -- 0.28 rn Data Deam Span 6.5 k F;eacbon t LL 732 # Reaction 2 LL 1445 # Beam Wf per ft 6 83 # Reaction t TL 33x7 # Reaction 2 TL 3678 # Bm Wt InGuded as # Maxirnunt V 3678 # Maz Moment 8098'# Max V (Reduced) 3282 # 7L Max OeB L ! 240 7L Actual DeB L / 34 t LL Maz De0 L t 360 L.L Actual Oeft L ! > 1000 AtMhutes Section (in') Shear (in') _TL Deft (in) LL Oeft Actual 42.19 28.13 0.23 0.04 Critical 35.21 1784 0.33 022 Status OK OK OK OK Ratio 83% 63% 70% 21% ~ _ _ _Fb (psi) Fv (psi) E (psi x mil) Fc ~ (psi) Values Reference Values 2a00 2a0 _ 1.8 _ 650 ~_Adiusted Values 2760 _ 27__6 7.8 650 Ad/HStmeDfS CY VOJL/nC 1 t)!7~ _ __ Cd Duration 115 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A I Cm wet Use 1.00 1.00 1.00 1.00 ~ CI Stabildy ~ 1 0000 R b = 0.00 Le = 0 .00 Ft ~ Loads - - _ Poinl TL Distance Par Unif LL Par Und f L Slart _ End ' B= 3501 2 5 50 H= 80 _ 0 2,5 513 I=820 25 65 (--- a _ ..- Fi 1 Ptloadsr ~ B ~- -~ i - -- -- ~, R 1 = 3347 R2 = 3678 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. QeamChek v2009 Gcensod to. Weller Consulfiny Enyineors. A C- Rey # 5234-65779 PLAN 2939 UPPER FLOOR FRAMING TYPICAL JO IST Date- 12!14!10 Selection L 2x 12 HF #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use _ _ Min Bearing Area R7= 1 1 in' R2= 1.1 in' (1.5) OL Defl= 0.06 in Dafa ~ Beam Span 13.0 ft Reaction 1 LL 347 # Reaction 2 LL 347 # Beam Wt per ft 0 # Reaction 1 TL 433 # Reaction 2 TL 433 # ~ Bm Wt InGuded 0 # Maximum V 433 # ii Max Moment 1408'# flax V (Reduced) 371 # ~ ~ TL Max Deft ~ / 240 TL Actual Defl L / 767 LL Max Defl 1.!360 LL Actual Defl L!>1000 ~, A#nbutes Section (in°) Shear in') TL Defl (in) LL Defl Actual 3t 64 16.88 _ _ _ _ _ 0.20 0.15 Critical 17.29 3.71 D.65 0.43 Status OK OK OK OK Ratio 55% _ 22°/a 31% 34% Fb (psi) Fv (psi) E (psi x m il) Fa~psi) Vahws Reference Values 850 _ 150 t3 a05 Adjusted Values 978_ 150 1.3 _ 405 Adiusfm@nts CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 7 15 c;h Shear Stress NIA Cm Wet Use 1.00 _ 1.00 1.00 7 00 CI StabiUty 1 pp00 R _ b = O UO Le = 0.00 Ft Loads I Unitorrn LL' S3 Uniform TL' 67 = q J i Uniform Load A R1 -433 R2 = SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. V~9 ©eamChek v2009 licensed !o: Weller Consulting Enyineers. PC. Rey # 5234-65779 PLAN 2939 UPPER FLOOR FRAMING FJ7 _ Datc: 12114!10 Selection i 2x 12 HF #2 @ 12 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Data Beam Span 18.0 fl Reaction 1 LL I Beam Wt per fl 0 # Reaction 1 TL Rm Wt Inquded 0 # Maximum V Max Moment 2025'# Max V (Reduced) TL Max Defl L 1240 TL Actual Defl j LL Max Defl L! 360 LL Actual Deb Atlnbutes Actual Cntical Status Ratio VAIUCS AUiustments Loads 360 # Reaction 2 LL 360 # 450 # Reaction 2 TL 450 $ 450 # 403 # L/385 i L / 530 31.64 16.88 0.56 0.41 24.86 4,03 0.90 0.60 OK, OK OK OK 79% 2A% 62% 68% Fb (psi} Fv fps) _ E si x mil Fc I si Reference Values 850 150 1 3 405 Adjusted Values 978 150 1 3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress NIA Cm Wet Use 1.00 1.00_ 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform f L' 40 Unifontt TL. 50 = A Uniform Load A i --Q R 1 = 450 R2 = 450 SPAN = 18 FT Uniform and partial uniform loads are Ibs per lineal H v~ BeamChek v2009 Ocerrsed to: Weller Cunsulting Engineers, P. C. Rey ll 5234-65779 PLAN 2939 UPPER FLOOR FRAMING TYPICAL HEADER Uate: 12/14110 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.0 in' R2= 2.0 in° (1.5) OL DeA= 0.05 in Oata Beam Span 6.5 ft Reaction 1 Ll 772 # Reaction 2 LL 772 # Beam WI per R 6.17 # Reaction 1 TL 1255 # Reaction 2 TL 1255 # Bm Wt Included 40 # Maximum V 1255 # Max Moment 2039'# Max V (Reduced) 1022 # ~ 7L Max Deb L! 240 TL Actual De0 L! 751 Attributes _ _ Section (in') Shear (in') __TL Defl (in) LL De0 _ Actual 30.6G 25.38 0.10 0.05 Critical 20.92 8.51 0.33 0.22 Status OK OK OK OK Ratio 68% 34% 32% 25% Fb (psi) Fv (psi) E (psi x mil) Fc.L (psi) _ Values Reference Values 900 780 1.6 625 Ar dNSted Values 1170 780 _ 1.6 625 AdLslntents . CF Size Factor 1.300 i Cd Duration 7.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 7.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loatls Uniform LL 238 Uroform TL 380 = A Uniform Load R -------1 R7 = 1255 R2 = 1255 SPAN = 6.5 FT Unform and partial umform loads are Ibs per lineal ft. vZ( - BearnC/rek a~2OD91icedsad 10.' WC/le~ Cwisulling Engineers, I?C. Reg # 5234-65779 PLAN 2939 UPPER FLOOR FRAMING TYPICAI. HEADER Uate.- 12!14110 Selection ~ 4x 8 OF•L #2 _ Lu = 0.0 Ft I Conditions NDS 2005 Min Bearing Area R1= 4.3 in' R2= 4-3 in' (1.5) DL Defl= 0.04 in Data Beam Span 4.5 ft Reaction 1 LL 1693 # Reaction 2 LL 1693 # Beam Wt per ft 6.17 # Reaction 1 TL 2714 # Reaction 2 TL 271a # Bm Wt Included 28 # Maximum V 2714 # Max Moment 3053'# Max V (Reduced) 1985 # TL Maz Defl L / 240 iL Actual Defl L f 697 + LL A4ax Defl 1 / 360 LL Actual Defl L ! > 1000 - Attributes Section in' Shear (inq TL Defl (n) LL Oefl _ Actual 30.66 25.38 0,08 0.04 Critical 27.23 14.39 0.23 0.15 Status OK UK OK OK Ratio 89% 57% 34% 27% Fb (psi) Fv (psi?_ E (psi x mil) Fc I (psi Values I Reference Values 900 180 1.6 625 AdLsted Values 1346 207 _ __ 1.6 _ 625 Adirrstmanfs CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N1A Cm Wet Use 1.00 1,OU 1.0.0_ _ _ 1.ik1 _ I CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft I I Coads Uniform LL 240 Uniform TL. 300 =A ~ __ Par Unif LL Par Unif TL S_ tart End H=80-- 0 4.5 513 t = 820 0 4.5 i --- - ~ 1__ I _ ~ _ H I Uniform Load A R1=2714 R2= SPAN = 4.5 FT Uniform and partial umform loads are Ibs per lineal ft. vz BeamChnk v2009 licensed to: Waller Consulting Engineers, PC. Reg # 5234.65779 PLAN 2939 UPPER FLUOR FRAMING Flq Date- 12!14110 Selection 14x 12 DF-L #2 Lu = U.0 Ft Conditiars NDS 2005 Min Bearir Area R7 = 6.6 in' R2= 4.7 in' (1 5) OL Dea= 0.03 in data Beam Span 4.5 ft Reaction 1 LI 1372 # Reaction 2 LL 858 # Beam Wt per ft 9,57 # Reaction t TL a153 # Rcauion 2 T L 2941 # Bm Wt Included 43 # Maximum V 4153 # Max Momenl 5 2'# Max V (Reduced) 3019 # ' TL Max Dea L / 24 TL Actual Dea L / >1000 LL Max Dea L 1360 LActual Dea L I>1000 Aflribufes Section (in') _ Shear (in') Dea (in) _ LL Dea _ - Actual I 73.83 39,38 4 <0.01 critical ~ 62.00 21.87 0.23 0.1 (~ o? Status OK OK OK K Ratio ~ 84% 56% 17% 5% Fb (psi) Fv ( E (p _z rtlil Fc_ i __ _ values ~ Reference Values 900 0 t. 625 Adjusted Values 1139 207 1.6 _ 625 itdiustments CF Size Factor 1.100 Cd Duration 5 1.15 Cr Repetitive 1.00 Ch Shear S 's N/A Cm Wet USe 1.00 1.00 1.0_0_ 1.00 ~ CI Stability 1 0000 Rb = 0.00 Le = 0.00 Ft Loads _ U niform LL 240 Uniform TL 300 =A ---• Poim TL_ Distance Par Unif LL Par Unif TL Start End , 6=3501 20 _ H=80 0 4.5 573 1=820 0 20 50 J = 80 2.0 a 5 J ~- J r ---....-H---- -~ ll U_niform Load A Pl loads: 0 R1 = 4153 R2 = 2941 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. ~1L3 BearnChek v2009 licensed to' WolferConsut6ng Engineers, Ft C. Reg N 5234-65779 PLAN 2939 UPPER FLOOR FRAMfNG H4 (ELEV B) Date: 12J74/10 Selection ~ 3-1/8x 9 GL8 24F-V4 DFIDF Lu = 0.0 Fl Conditions NDS 2005 Min 8eariny grea R1= 6.4 in' R2= 4.5 in' (1.5) DL DeB= 0.06 in Recom Camber- 0.09 in Data ~ Beam Span 4.5 ft Reaction 1 LL 1372 # Reaction 2 LL 858 # Beam V•Jt per H 6.83 # Reaction 1 TL 4146 # Reaction 2 TL 2935 # Bm Wt Included 31 # Maximum V 4140 # ' Max Moment 5875'# Maz V (Reduced) 3241 # , TL Max Ono L / 240 TL Actual Defl - L 1 720 -~ LL Max De0 L / 360 LL Actual Deft L / > 1000 Atfrrbufes __ Section (in') Shear (ink _ TL_ DeFl (in} LL Defl _ Actual J a2.19 28.13 0.08 0.01 Critical I 25.59 17.62 0.23 0.15 Status OK OK OK OK Ratio 61°k 63% 33% 9% Fb (psi) Fv (psi) _ E fpsi x mil) _ Fc.L (psi) _ Values Reference Values 2400 240 1.8 650 Ad}usted Values 2760 _ 276 1.8 650 _ Adlusfinents Cv Volume 1 p00 Cd DuraGOn 7.15 1.15 Cr Repentive 1.00 Ch Shear Stress N!A Cm Wet Use_ 1.00 1.00 1.00 1.00 CI Stability 10000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 240 Uniform TL: 300 = R - - - - -- - ~ Point TL _ _Distante Par Und LL Par Unif TL _ S_ ta_ n End _j 6=35p1 20 H=80 0 a5 513 1 = 820 0 2.0 50 J=80 2.0 45 ~ J -~ _ _ ~ ~ C - -H _ - ._ _ Uni fo rm Load A ~~ _J Pt loads I _ ~~ ~~ L°~ _ _ R t = 4146 R2 = 2935 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs p er lineal ft. v~- 9earaChek v2OO91icenseA Jo. Weller Consulting Engineers. PC. Rey !t 5234-65774 PLAN 2939 UPPER FLOOR FRAMING B1 Oate 12/14/10 Selection ~~ 3.1/8x 10-112 GLB 24F•V4 DFIOF Lu = 0.0 Ft Corxtitions NDS 2005 Min Bearing Area R t ~ 4.4 in' R2= 4.4 in' (t.5) DL Defl= 0.32 in Recom Camber= 0 48 in 4ata Beam Span 12.5 ft Reaction t LL 1609 # Reaction 2 LL 16119 # Beam WI per ft 7.97 # Reaction 1 TL 2862 # Reaction 2 TL 2862 # ` Bm Wt Included 100 # Maximum V 2862 # Max Moment 8945'# Max V (Reduced) 2462 # TL Max Detl L / 240 TL Actual Deb L 125G LL Max Deft L / 360 LL Actual Defl L ! 559 Atlribulos Section in' Shear (in') _ TL Defl (in) LL Ue0 Actual 57.42 3281 0.59 0.27 Critical 38.89 13.38 0.63 0 a2 Status OK OK OK OK Ratio 68% 41% 94% 64% __ _I Fb (psi) Fv (psi) E (psi x mil Fc l_ (psi) __ Values i Reference Values 2400 240 1.8 650 Ad'usted Values 2760 2__76 _t 8 650 _ Adjustments Cv Volume 1 000 Cd Duration t 15 1.15 Cr Repetitive 1.00 '• Ch Sbear Stress N!A Cm Wet Use L00 1.00 1.00 1.00 CI Stability 1 0000 Rb = 0.00 Le = 0 .00 Fl Loads UnilonnLL - 12U Uniform TL: 150_=A ___ L - - Par Unif LL Par Unif TL Start Entl H=80 0 725 138 1 = 220 0 12.5 _ I I - - -H ~~ Uniform Load A _ J - ~ 0 R t = 2862 R2 = 2862 SPAN = 12.5 FT Uniform and partial uniform loads are Ibs per lineal tt. vzs F3eamChek v2DD91ice~u~edlo 1NellerCnnsulfiny Erryineers. $C. Rey # 5234-65779 PLAN 2939 UPPER FLOOR FRAMING 62 (ELEV A) _ Dale- 12!14!10 :Selection 6-314x 18 GLB 24F-V4 DFIDF Lu = 0.0 Ft r;onditions NDS 2005 ala Beam Span 20.0 ft Reaction 1 LL 8925 # Reaction 2 LL 6925 # Beam Wt per fi 29.52 # Reaction 1 1 L 17545 # Reaction 2 TL 115x5 # i Bm Wt Included 590 # Maximum V 11545 # Max Moment 57726'# Max V (Reduced) 9813 # TL Max Deb L / 240 TL Ac[ual Defl L / 272 LL Max Deb l 1380 LL Actual Deb L / 548 Attributes Section Vin') Shear (in') TL Deft (in) LL Deb _ Actual ~ 36x_50 121.50 _ 0.88 0.44 _ _ Critical 267.36 53.33 1.00 0.67 Status OK OK OK OK Ratio 73% 4a% 88% 66% Fb (psi) Fv (psi) E (psi x roil) Fc ~ (psi) Vafuos Reference VaIlIP.S 2400 240 1 8 650 _ Ad~usted Values 2591 276 1.8 650 Adiustrrrents Cv VoWme 0.939 Cd Duration 1.15 1.15 Cr Repehtive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1 00 L00 100 ' CI Stability 1 0000 Rb = 0.00 Le = 0 .00 Ft Loads U niform LL. Unifor 180 m i'L~ 225 =A ~~ __ _ _ Par Umf LL Par Urnf TL _ _ Start _ End . H = 80 0 20 0 513 I = 820 0 20.0 ~__ I -~ - - - ,°. H -~ r_-_ _ Uniform_Load A -~ C_ _ - 1 ~ n R1 = 11545 R2 = 11545 SPAN = 20 FT Uniform and panial uniform {Dads are Ibs per lined) ft. BeamCneR v2L109licenscvl to: Weller Consulting Engineers. NC Req # 5234.65779 PLAN 2939 UPPER FLOOR FRAMING R2 (ELEV B) _ Date. 12114!10 Splecfion 6-314x 19-112 GLB 24F-V4 DF1DF Lu = 0,0 Ft ~ Conditiars NDS 20(LS Data ~ Beam Span 20.0 ft Reaction 1 LL 3965 # Reaction 2 LL G185 # Beam Wt per ft ~ 31.98 # Reaction 1 TL 8934 # Reaction 2 TL 11786 # Bm Wt Included 640 # Maximum V 11786 # Max Moment 64034'# Max V (Reduced) 9906 # TL Max Deft L 1240 TL Actual Defl L! 329 LL Max Deb L / 360 LL Actual Defl L 1975 Attributes Section (in') Shear (in') TL Defl (in) _ LL Deb Actual 427,78 131.63 0.73 0.26 Critical 280.28 53.84 1.00 0,67 Status OK OK OK OK Rallo 66% 41% 73% 39% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) _ Values ~ Reference Values 2400 _ 240 1.8 _ 650 _ Adjusted Values 2570 276 1 8 650 Adiustmonts Cv Votumc 0.937 _ Cd Duration 1.15 1.15 Cr Repetitive 1.00 r Ch Shear Stress NIA CmWe~tUse _ 1.00_ 1.00 1.00 ____ _ 1.00 I CI Stabs ility 1.0000 Rb = 040 Le = 0 .00 Fl Loads U niform LL 1 80 Unifor m TL: 225 = A _ ~- Point TL _Dislance _ Par Umf LL Par Unif TL _ _ _ Start End ~ B = 3501 8.0 H = 80 0 20.0 SO I = 80 0 6.0 513 J = 820 84 20.0 i _ J _ ~I ~- - I - -~ ~ .-__ H Unrform_Load_A ~ Pt loatls. ~__ _ ~B_ __ R 1 = 893a R2 = 11786 SPAN = 20 F i Uniform and partial uniform loads are Ibs per lineal fl. vz~ 8ramCbek v2009 licensed to. Weller Consulting Engineers, f- :'. Rey k 5219-65779 PLAN 2939 UPPER FLOOR FRAMING 63 Uate: 1211 al t 0 Selection x.10 DF-L #2 _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2 9 in' R2= 2.9 in' (7.5) OL DeO= 0.09 in _ Data Beam Span 9.0 ft Reaction 1 LL 1125 # Reaction 2 LL 1125 # Beam Wt per ft 7.87 # Reaction t TL 1835 # Reaction 2 iL 1835 # em Wt Included 71 # Maximum V 1835 # flax Moment a130'# Max V (Reduced) 1521 # TL Max Defl L / 240 TL Actual Defl L (556 LL Max Defl L 1160 LLAcfual OetT L / > tOQQ J Att_ribufes Section Sin'Z_ Shear (ink TL Defl (in) LL Defl Actual ~ a9.91 32.38 0.19 0 70 Cnlical 39.90 11.02 0.45 0.30 Status OK OK OK OK Ralin 60% 34% 43% 33°!0 Fb nisi) Fv (psi) E (psi x rni0 Fc I (psi) Values ~2eference Values 900 180 1.6 625 ~ _Adjusted Valdes 1242 207 _ 1.6 625 _ AdJustments CF Size Factor 1.200 Cd Duration 715 1.75 Crftepetitive 1 00 Ch Shear Stress N!A Cm Wet Use 7.00 1.00_ 1.00 1.00 _ j CI Stabibty 1.0000 Rb = 0.00 Le = 0 00 F t i Loads U mform LL: 250 Uniform TL: 400 = A r Uniform Load A - _ R1 = 1835 R2 = 1835 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. v~ BeamChek v2UU9 kconsed lo: t~Veller'Consulfrny Errya~ers. NC. Reg M 5234-G.5779 PLAN 2939 UPPER FLOOR FRAMING Ba Date 721ta110 Selection 4x 10 DF-L #2 Lu = 0.0 Fl Conditions NDS 2005 ffrM~~~in Dearing Area R1= 32 in' R2= 32 in' (1.5) DL Deft= 0.02 in Data I ycam Span 6.5 ft Reaction 1 LL 7560 # Reaction 2 LL 1560 # Beam Wt per tt 7.87 # Reaction 1 T L 1976 # Reaction 2 TL 1976 # Brn Wl Indutled 51 # Maximum V 1976 # Max Moment 3270'# Max V (Reduced) 1507 # 7L Max aeR ! / 24D 7!. Actual DeA L I > 7000 LL Max Deft L / 360 LL Actual Deff L r > 7000 Aftn'bules Section in')_ Shear (ink TL DeFl (in)_ LL Deb __ } Actual 49.91 32.38 0 07 0.05 Critical 35.67 12.56 0.33 0.22 Status OK OK OK OK Ratio 71% 39% 22% 24"/0 Fb (psi) Fv (psi) E (psi x and Fc ~. psi Values Reference Values 900 780 1.6 625 A, dtusted Values 1080 _ 780 _ 1.6 _ 62.5 _ _ Adiuslmenls I CF Size Factor 4.200 Cd Duration 1.00 1.00 Cr Repetdive 1.00 i Ch Shear Stress N/A Cm YVet Use 1.00 } OU 1.00 1.00 CI StabBity 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 480 Uniform TL: 600 = A UnifpRn Load A 0 R1 = 1976 R2 = 1976 SPAN=65FT Uniform and partial uniform toads are Ibs per lineal ft. Ur _ BeamC/tek v2009 licensed fo: Weller Consulting Engineers, P. C. fteg # 5234-65779 PLAN 2939 UPPER FLOOR FRAMING gg Date: 12/14/10 Selection 3-1l8x 10-112 GLB 24F•V4 DFIDF Lu = 0.0 Ft Conditions NDS 2005 Min Searing Area R7= 3.8 in' R2= 4.9 in' (1 5) OL DeR= 0.09 in Recom Camber= 0.1a m Dafa ~ Beam Span 10.5 R Reaction 1 LL 1939 # Reaction 2 LL 2491 # i ~ Beam Wt per R 7.97 # Reaction 1 1 L 2465 # Reaction 2 TL 3156 # Bm Wt Included 84 # Maximum V 3156 # Max Moment 8106'# Max V (Reduced) 2646 # TL Max Deb L / 240 TL Actual DeR L / 390 ~ LL Max Detl L /360 LL Actual DeR L 1546 A#nbutos Section (in') Shear. in' TL DeR Ln) LL DeR Actual 57.42 32.81 0.32 0.23 Critical ~ 40.53 16.54 0.53 0.35 Status OK OK OK OK Ratio I 71% 50% 62% 66% Fb (psi)_ Fv (psi) _ E (psi x mil) Fc ~ _{psi) Values Reference Values 2400 240 1.8 650 Adjusted Va_I_ues 2400 __ 240 1.8 650 i Adius7mcvN.r Cv Volume 1.7?DO Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1 OU 1.00 1.00 7.00 CI Stability 7.0000 Rb = O.W Le = 0.00 Ft j Loads Uniform LL 260 Uniform TL: 325 = A , -___ _ _ Par Unif LL _ Par Unif TL Start End_~ 300 H = 375 4.0 8.0 200 I = 250 8.0 10-5 -_, ~H~ _ _ Unrt_orm Load A __ f __ 0 0 R7 = 2465 R2 = 3756 SPAN = 10.5 FT Uniform and partial uniform loads are Ibs per lineal H. v.~ BearnChek v2009 licensed to Weller Consulting Engineors, P. C. Reg # 5234-65779 PLAN 2939 UPPER FLOO12 FRAMING B6 Dale' 1'2114/10 Sofec#gn ~I (2) 2x 12 HF #2 Lu = 0.0 Ft 1 C_ o__n_diti_u_n_s NDS 2005 Min Bearing Area R 1= 3 9 in' R2= 3.9 in' (LS) DL DeB= <0.01 in. Data Beam Span a.5 B Reaction 1 LL 1260 # Reaction 2 LL 1260 # Beam Wt per ft 8.2 # Reaction 1 TL 1593 # Reaction 2 TL 1593 # ' em W! Included 37 # Maximum V 1593 # Max Momenl 1793 Yf Max V (Reduced) 930 # TL Max DeB L/240 TLActualDeB L/>1000 LL Max DeB L/360 LLACtuaIDeB L!>1000 Attributes _ Section (in') Shear (in') _ TL DeB (m) LL Oe8_ _ Actual 63.28 33.75 0.02 0.01 Cntical 25.31 9.30 023 0.15 Status OK OK OK OK Ratio 40'/0 28°k 7% 7% ~ Fb~si) Fv (psi} E (psi x miq Fc ~ (psi) Valuos__ Reference Values 850 150 1 3 a05 Adjusted_ Values _850_ 150 1.3 _ 405 Adjusfrnents CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wel Use_ 1.00 1.00 L00 1.0.0_ _ ___ _ _ _ CI Stability 1,0000 Rb = 0.00 Le = 000 Ft ~ - - - Loads Uniform LL 560 Unform TL. 700 = A Uniform Load A ___~ 0 R1 = 1593 R2 = 1593 SPAN=4.5FT Uniform and partial uniform loads are tbs per lineal B. Vat BeanlChek v2009 licensed So. We{{er Cunsuitrng Engineers. PC. REy ri 5234-65779 PLAN 2939 MAIN FLOOR FRAMING TYPICAL JO IST Date- 12/14/70 Selection Lx 10 HF #2 @ 16 in oc Lu = 0 0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area R1= 1.1 in' R2= 1.1 in' (1,5) DL DeB= 0. 10 in Data Beam Span 73.0 R Reaction 1 lL 347 # Reaction 2 LL 347 # Beam Wt per R 0 # Reaction t TL 433 # Reaction 2 TL a33 # f3m WI Included 0 # Maximum V 433 # Max Moment 1408'# Max V (Reduced) 382 # TL Max Deft L ! 24D TL Actual DeR L / a26 I ~ L4 Max Defl L 1360 LL Actual Defl L / 586 JI Attributes -Section lino) Shear (n') TL Deb (in) _ LL Defl Achral 21.39 13.88 0.37 027 Critical 15.72 3.82 065 0.43 Status OK OK ~ OK OK Ratio ~ 73% _ 28% 56% 61% Fb psi Fv (Lisi) E (psi x mil) FC ~. (psi Values _ Reference Values 850 _ 750 1.3 405 Adlsted Values 1075 _150 1 3 405 Adjustments CF S¢e Factor 1.100 Cd Duration 1.00 1.00 ' Cr Repetitive 1.15 Ch Shear Stress N1A CrnWetUse ___ 1.00 1.00_ 1.00 1_.00 i CI Stability 1.0000 i Rb = 0.00 Le = 0.00 Ft L Loads Uniform LL. 53 Uniform TL. 67 = A L _ Uniform Load A _ - '~ 0 0 Rt = 433 R2 = 433 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal R. ©earnChek v20091icensed to. Weller COnsulfiny Engineer's. HC Reg # 5234-65779 PLAN 2339 N1A1N FLOOR Ff2AMING TYPICAL BEAM Date: 12!14!10 Selection 4x 12 DF•L #2 _ Lu = 0.0 FI _ -- Conditions NDS 2005 Min Bearing Area R1= 5 6 in' R2= 5.6 in' (1.5) DL DeFl= 0.02 in Data f Beam Span 6 O it Reaction 1 LL 2760 # Reaction 2 LL 2760 # Beam Wt per ft 9.57 # Reaction 1 TL 3a79 # Reaction 2 TL 3479 # Bm Wt Included 57 # Maximum V 3479 # Max Moment 5218'# Max V (Reduced) 2392 # TL Max DeFl L 1240 TL Actual Defl L 7 > 1000 LL Max Defl L / 360 LL Actual Deb L + >1000 ~ Altri6utes Se_Ciion (in') Shear (in') TL_DaFl in LL Defl _ _ Actual i 73.83 39.38 _ 0.06 _ O Oa Cnlical 63.25 19.93 0.30 0.20 Status OK OK OK OK Ratio 66% fi1% 19% 20% Fb (psi) F_v (psi) E (psi x mil) Fc ~ (psi) _ Values Reference Values 900 180 1 6 625 Ad~usted Values 990 _ 180 1.6 625 _ Adiustrnents CF Size Factor 1.100 Cd Duration 100 1,00 Cr Repetitive 1 00 Ch Shear Stress NIA Cm Wet Use L_00 1.00 _ 1.00 1,00 CI Stability 1.0000 Rb = 0.00 Le = 0 00 Ft Loads U roforrn LL: 920 Unifor m TL t 150 = A Unform Load A R1 = 3479 R2 = 3479 SPAN = 6 FT Uniform and partial uniform toads are Ibs per lineal ft.