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2619 Structural Calcs;t.do STRUCTURAL DESIGN FOR PLAN 2619 CITY OF YELM, WASHINGTON i 8TH PL W TELL, WA 98021 (~ 488 - 9&68 `~1 F I L 486 - 6715 FAX ~ NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if It Is a wet stamp. R V•--------------- llESIGN CRITERIA PER TIIE 2009 INTERNATIONAL BUILDING CODs EARTHQUAKE PER SECTION 1613 Dcsign Per ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure Base Shear: V = C~ * W Cs =Seismic Response Coefficient 1V ° Effective Seismic Weight Site /Project Specific Design Values: Ss = 1.25 per USES S, = 0.4U per l1SGS Site Class U (Uefaull) Seismic Dcsign Category D R = 6.S Gom Table 12.2-I IH - 1.00 Cs = 0.1282 per Section 12.8.1.1 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-OS Section 6.4 Design Wind Pressure: P5 = ~ * Iss * PS3a where: )v =Exposure Pacror KZT -Topographic factor Iw - Importance Factor PSw = Rasc Design Pressure Site/Project Specific Values: Basic Wind Speed - RS mph (Vj~) ). = 1.40 Exposure "C" (<30') K~r = L00 Iw - LOU PSG - xt ASCE 7.OS, Figure 6-2 STANDARD DESIGN INFORMATION The infomtation described below is to be used unless otherwise noted on the plans WOOD UESIGN per Sections 2301 & 2301.2.1 Allowable Strength Design when applicable; per 2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIRF.MF.NTS per Table 2304.9.1 ANCHOR ROL7"S: S/R" 0 x I O", A3U7 or better, w/ 7" min. Embedment V = 1328 >/ /bolt CONCRETE DESIGN per Chapter 19 & ACf 318-08 Concrete: f~ = 2500 psi Rcbar. f, - 40,000 psi 191C(_Lf.L;A ~^+FUI!S I1.~ARUPl.4R[ SHEAR WALL SCHEDULE (SL•'E 20U9 IBC table 2306.3 & Section 2306.3) All shear walls to be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is lix all panel edges. Space nails (n`. 12" o.c. along intermediate framing memlxrs. SW-6 v = 260 plf 7/l6" OSB, w/ 8d (0.113" 0) nails @ 6" o.c. Anchorage (interior walls only) to SINGLEjoist or blkg below: 16d (box) @ 6" o.c. SW-4 v ~ 350 plf 7'16" OSB, w/ 8d (0.113" 0) nails @ 4" o.c. Anchorage (interior walls only) to SINGLEjoist or blkg below: 16d (box) @ 4" o.c. SW-3 v = 490 plf 7! 16" US B, w/ 8d (0.1 13" O) nails @ 3" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) (a 3" o.c. (VOTE: use min 3" nominal studs ~~? adjoining panel glges The shear values above are based upon the use of Rd bax nails with a full head, a shank diameter of 0.113", and a minimum penetration of 1.37$". From Table 2306.3 use 15/32; 8d values with a 0.729 reduction for Hem-Fir & IA increase for wind. 16A ~ 16" O.C. SHEAR WALL EDGE NAILING RIM J015i i~ - LOCATE SHEATHING - JOINT ~ CUMMON MEMBER SHEAR TRANSFER C~ EXTERIOR WALL DETAIL SEISMIC & WIND ANALYSIS # 10-070 FOR PLAN 2619 SEISMIC: PER ASCE 7-OS SECTION 12.8 SEISMIC BASE SHEAR: V = 0.1282 W Dead Loads: Roof = 15 psf (horz. framing) 8 10 psf (partition) WR = 1476 SF @ (15 + 10) psf = 36,900 # Floor = 10 psf (horz. framing) & 10 psf (partition) WuF = 1876 SF @ (10 + 10) psf = 37,520 # Vertical Distribution Level Weight (w) Heiqht (h) w x h Roof 36,900 18 664,200 64% VR = 4,268 # Upper 37,520 10 375,200 36% VuF = 2,411 # Total 74,420 1,039,400 Total = 6,679 # 5idelside FR= 80 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 als: 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 psf = 1,058 # D <30 Total Roof f/b: 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 flb: FuF = 5,788 # Total f/b = 10,151 # 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 flb = 9.460 # SUMMARY: Wind controls both levels, both directions, except F/B C~ roof. UPPER FLOOR SHEAR WALLS sitlelsitle: VR = 6,030 # v = 144 plf LEFF = 42.0 ft Line LTR,e V Length Shear Shear Wail H / W Seismic Redundancy Height Mo, MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left I Front Right /Back REAR 18 2584 # a 6 115 plf SW-6 1.33 1.00 1.30 8 5513 #-ft 864 #-ft 758 # 4 4 b 7.5 115 pli SW-6 1.07 1.00 1.30 8 6892 #-ft 1350 #-ft 718 # 4 4 c 9 115 plf SW S 0.89 1.00 1.30 8 8270 #-ft 1944 #-ft 678 # 4 4 22.5 MID 21 3015 # a 19.5 155 plf SW-6 0.41 1.00 1.30 8 24120 #-ft 9126 #-ft 714 # 4 4 FMID 3 431 # a 5.33 40 plf SW-6 1.50 1.00 1.30 8 1723 #-ft 682 #-ft 180 # 1 Rdl b 5.33 40 pli SW-6 1.50 1,00 1,30 8 1723 #-ft 682 #-ft 180 # Rdl 1 TOTAL 42 6,030 # 10.66 front/ back: Vq = 5,548 # v = 146 plf L EFF = 38.0 ft Line L7R,B V Length Shear Shear Wall H ! W Seismic Redundancy Height Mor MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (TIC) Left /Front Right /Back LCEN 19 2774 # a 12.75 89 pif SW-6 0.83 1.00 1.30 8 9055 #-ft 3902 #-ft 368 # 1 Rdl b 18.5 89 plf SW-6 0.43 1.00 1.30 8 13138 #-ft 8214 #-ft 214 # Rdl 1 31.25 RIGHT 19 2774 # a 26 107 plf SW-6 0.31 1.00 1.30 8 22193 #-ft 16224 #-ft 157 # 1 Rdl b 11.5 107 plf SW-6 0.70 1.00 1.30 8 9816 #-ft 3174 #-R 545 # Rdl 1 N MAIN FLOOR SHEAR WALLS side/side: V uF = 6847 # v = 151 plf L EFF - 44.0 ft Line Lrq,B V Length Shear Shear Wall H / W Seismic Redundancy Height Mor Mq Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left /Front Right /Back REAR 12 4397 # a 5.5 205 plf SW-6 1.64 1.00 1 30 9 10124 #-ft 817 tFft 2433 # 5 5 b 6.5 205 plf SW-6 1.38 1.00 1.30 9 11964 #-ft 1141 #-ft 1645 # 5 5 c 4,75 205 plf SW-6 1.89 1.00 1.30 9 8743 #-ft 609 #-ft 1697 # 5 5 d 4.75 205 plf SW-6 1.89 1,00 1.30 9 8743 #-ft 609 #-ft 1697 # 5 5 21.5 MID 18 5734 # a 13 441 plf SW-3 0.69 1.00 1.30 9 51609 #-ft 4563 #-ft 3578 # 5 5 FMID 10 1941 # a 4 277 plf SW-4 2.25 0,89 1.30 9 9985 #-ft a32 #-ft 2376 # 5 5 b 3 277 plf SW-3 3.00 0.67 1.30 9 7488 #-ft 243 #-ft 2406 # 5 5 7 FRONT 4 604 # a 2 151 plf SW-6 3.50 0.57 1 30 7 2175 #-ft 84 #-ft 1011 # 5 5 b 2 151 plf SW-6 3.50 0.57 1.30 7 2115 #-ft 84 #-ft 1011 # 5 5 TOTAL 44 12,677 # 4 front/ back: V uF = 4,802 # v = 92 plf L EFF = 50.0 ft Line Lrq,e V Length Shear Shear Wall H / W Seismic Redundancy Height Mor Mq Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left I Front Rioht /Back LEFT 6 552 # a 20 28 plf SW-6 0.45 1.00 1.30 9 4971 #-ft 10800 #-ft -354 # OK OK LCEN 25 5075 # a 19.5 260 plf SW-4 0.46 1 00 1 30 9 45678 #-ft 10267 #-ft 1755 # S 1 RIGHT t9 4523 # a 15.75 145 plf SW-6 0.57 1 00 1.30 9 20516 #-ft 6698 #-ft 828 # 1 5 b 15.5 145 plf SW-6 0,58 1.00 1.30 9 20191 #-ft 6487 #-ft 835 # 5 1 l/') HORIZONTAL DIAPHRAGM SHEARS /LOAD PATH ROOF DIAPHRAGM OK by inspection UPPER FLOOR DIAPHRAGM REAR: vnet = 12 x 151 / 38 = 48 plf OK MID:year=12x151 1 13=139p1f vfront=13x(441-139)117=231 plf v@T=231 -81 =150p1f Block upper floor sheathing panel edges to 7', Provide 10d @ 4" o.c. upper floor sheathing to blocking V = 13 x (441 - 150) = 3783 # ADD (9) A35 blocking to wall top plate FMID: v = 1941 / 18 = 108 plf OK LCEN: v net = 25.5 x 77 ! 26 = 76 plf OK ADD TS22 beam to wall top plate ANCHOR BOLTS USE 518" 0 Anchor Bolts @ 5' - 0" o.c. Unless Notes Otherwise (U.N.O.) v=1.6x860#ISa275p1f NOTE: If v > 350 plf Then V(bolt) = 1.6 x 860 / 2 = 688 # MID: V = 5734 # (9) 518" A.B. REO'D RESISTING ELEMENT Rp, Dead Load Reaction 1 Perpentlicular Exterior Wall T~ = VcoRrver+ = Hwai~ x ~MM 2 Perpendicular Wall (min) 5 - 16d nails = 5' x 109 plf =545 # 3 A 35 Framing Anchors = 450 # each 4 CS16 Strap = 1705 # 5 STHD10 or STHDIORJ @ 3730 # -~ _~ A TYP~- n ~.... I .,..... ~, . .,~ ~ ~ "® 'I a unurr~- BEDROOM ~ I BED ROOD 2 ~j ;~ ~~ -~ ~ '„~ "~ ~. I____r- _. r e ... WI'IV Or i u ` ~ ~• ICFT .. J_! 'ti ~ f O.. r - - '_~ r ~+ LS .... ~ II - % ~ ___. ~.4s.._.. m' 1 ~ _ __ _____ BOTH ~It = /~I"_ ice. _aa~ _.I I _._____ -_~'~\'~~"~ i~ __ I - _ - ice: i~/~ • Is + ~..tir- ---_ _ ' Q.. _ ~~ 0478 I w BEDROOM Q ~I. 0. ~ - . __~ - - .-_ ~TY ti ~1~.~ >r .r raw .... -. ~- 1- i.- I • ~ ` ... ~. •<fclxF.t ar.+i 'tVNE~' 4~ . I ~. - I -_ _-~e_u ..r ~~ O1 CS16 TO BEAM BEOW Q2 CS76 TO HEADER BELOW O3 CS16 TO WALL BELOW ® ADD CS16 ABOVE 8 BELOW OPENING, SEE DETAIL B NOTE: ALL EXTE12fOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS Wu' I - ~•. ~.~. i . v . I So. ~ 1 ~.. 5 ~ .~,. ... ` Jul r ., •, -'y` --___ I' ~ ~1~IN~ GRE4T NWN I NOOK JY->~ KrTC NEw (-~~' V` 5 ~ ~a~ ;,l 5T1-~hl OPT T`I? ..„ ...._. -.._ t n I -t 7 w J I B ~`~~ ,Il z ~w11AR00MW / 7 J`` _ -~~{I `^+ J~~` \ .r..-~ !~_- _ ww.~ Sua,q.q mM n. .,,p.n P., - 5" V _/ _ _ - ( _ ~ ` ~ L O ~~, •e~u~: a.m,+.rn 7 7 f , - `+.`- ~ LIVING R4 ORT GKR4GE f -~ w• ~°-••••~ zy ! o.:+ •ww.nmd~ :o~,.ur G4R4GE - ,.~:w.aSa~,ina:wW~ ( .. .r . ~.... i j ~ "_ ..I 1 TT~~ I _ `, ~~ ~W I; J - _ 3 ~ ~~ 8 ~ B 7 ncN 7 ~~ ~-~ - I ~ .e .., ~~` ti . ... .. Fa'dJT O1 BLOCK UPPER FLOOR SHEATHING PANEL EDGES THIS AREA (q.~ ~~ ,~ c? ~a eA~E, Q2 PROVIDE 10d @ 4" O.C. UPPER FLOOR SHEATHING TO BLOCKING Q3 ADD (9) A35 BLOCKING TO WALL TOP PLATE ® ADD TS22 BEAM TO WALL TOP PLATE Q5 ADD CSt6 ABOVE & BELOW OPENING, SEE DETAIL B © EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL C O7 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL D ® A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL E NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS - L~ :-, f~ ~~c ~ 1 .~ ~ l~l 'f ~ ~ - .- _ -_- ~ x - ' -- C ~1~ -6` M1G NI apt M~ ~ - -- , ~' >.!!. ~.! w. , .. w...,! r- I _. T ' ~ - _, STHJ10 ~-i'`P. 3 ~ 3 Y ~° ~A~E O1 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: USE 5/8" Q1 ANCHOR BOLTS W/ 3" x 3" x 1/4" WASHERS n 5'-0" O C U N O FOUNDATION PLAN W ~ WFLI ER CONSUL I1NG !OR NAME PLAN 2619_.-- CNGINEERS, P.C. JOR NUMRF.R IU-U7O PREPARED RY MW DATE 121 13 / 10 SHEET NQ ~b OF L_`'I 21925 8T11 PL W • ROTHF.LL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 671 S DETAIL A TRUSSES PER PLAN t0Q ~ 6" O.C. ROOF SHEATHING VENTED BLOCKING Hl KD 24" O.C. 3 r ~ J = Q Up _~ ~ J ~ ~ ~ ~ ~ F ~ W i lS1 ~ ~ i ~ ~? v w w = LL u. ~ w 3 w S N w U w w WINDOW /DOOR HEADER WINDOW !DOOR FRAMwG ADO 0516 6`RAP FULI WIDTH OF SHEAR WAL PLUS 16"END LENGfF NP. PROVIDE 2 x _ BLOCKING BEHIND CS76 51 RAP, TYP. DETAIL B W ~ WGLL(iR CONSULTING JOB NAMF PLAN 2G 19 F.NGINF,F.RS, P.C. JOB NUMBER 10-070 PREPARED BY M W DATF. 12 / 131 10 SHEET NO. l..q OF 1. ~( 21925 8TI I PL W • BO'I'HELL, WA 98021 PH. (42S) 488 - 98G8 • FAX (425) 48G - G71 S l7 w S J Q 4 w T. W V- lJ W LL k W DETAIL C WINDOW /DOOR f-RAMIN6 WINDOW /DOOR HEADER PROVIDE (2) ROWS OF 8d ~ 2" O.C. SNEAK WALL i0 HEADER a a o a DETAIL D ,ZJZk_HF #25TUD5 HTT'L2 HOEDOWN SSTBt6 RIM J0157 W/ SULID BLOCKING 511.E PLATE (2) 2 x _ HF Jt 2 5TUD5 HTT 22 HOEDOWN SSTBi6 P.T. SILL PLATE DETAIL E _ ~ _ vi .Jill-tI_I -~---~-.~ ~ ,~- ~t,. ~~- ~ - ~1, ~__.~ T 1± ~ I ( y 1,,~ ~Il '~ . i ~ ~ ~ ~_ I I I ,~ ; ,I ! l i ~ i ~I I ,: 1 ; ~. 1 I I I, 1 i i 1 II 1 ~ . ~I ~ i ~- 'I I' ' I l ~ ~ ,I 1 ! ~ I 11 ~ ~ I I _\ ~•~ ~ ' , I ~ '.. I ~ ~ c.. _ , 1 ,I ' ~i i ,I ~ ~ < , .I '~ ~ 1 I: j •~ ~ , ., ~ i f- ~ -- - ~-T=~-. ~.,~ -- - --- - ~~-, - 1 HI 1! - -- - ~ . _ .~ - - i - ~ 1 i =~Ht- -. --- -- -- Y' a. . DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST (a~ ALL H1P MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 4x12DF#2 H2: 4x12DF#2 COLUMNS: C1: (3)2x6HF#2 ROOF FRAMING PLAN (~I.GVATION A) - - /G2 h ~) 1 - ~,; .~ ~ -- - ;;j i ; _ ~ i ~~ - ~ -~. ~. ~ - ~. ~ - ,, ~~ ~ ' ~ ; ~ _ i~~ ~~- '--- -- fI H, ;. I HL ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST (a7 ALL HIP MASTERS .~ _ -~ ~ ~ I~ IL--_ ~ -- - ~-~I i ~- I ~! - ~ ~~ ~~=,, ~ ' ii ~ _ ~ ~- ~~ ~' ;~ ~~-- ~ GI GI --- ' ~______~`' _ _~ 8 GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O. COLUMNS: NOTE: PROVIDE (1) 2 X TRIMMER C1 3 : ( )2x6HF#2 @ ALL HEADERS U.N.O C2: (2) 2 x 6 HF # 2 H1: 4x12DF#2 H2: 3 1/8 x 12 GLB (24F-V4) NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1!2" SDS H3: 3 1/8 x 9 GLB (24F-V4) SCREWS @ 16" O.C. LEDGER TO RIM AT ALL TRUSS LEDGER CONNECTIONS ROOF FRAMING PLAN (IiLftVATION I3) ,~GL~ V3 __3,---. DESIGN LOADS: () H4 Nom}- F-l5 t FLOOR DL = 10 PSF I ', ~ LL = 40 PSF ~ }.. - w` I ~~'+..1 .1; sic ~ I JOISTS:2x12HF#2Ca)16"O.C. I ; FJ1: 2x12HF#2@12"O.C. ~ i NOTE: PROVIDE LUS28 HANGERS (a7 ).~ ~ z~...- ,.r_T ALL FLUSH FRAMED ENDS r ~ I ~ f ~ t{c,rZ3 : ) HEADERS: 4 x 8 DF # 2 U.N,O, I ~. NOTE: PROVIDE (1) 2 X TRIMMER ~ =-- a- ---, ,-_- , @ ALL HEADERS U.N.O ~ - ,; =- - ,: ~ I H4: 3 1!8 x 9 GLB (24F-V4) I ~ -~ ~~, ,._` „_ a• H5: 4x10DF#2 I~ F r j ' BEAMS: ~ ~ r-r-rr-.~,~~~.:' _~_ -..~. ,,~ ,~ 44 • ~ L NOTE: PROVIDE (2) 2 X POST ~ ,~~.I :"~ -~ •~~~~ u: 14'ti~ ~ @ ALL BEAMS U.N.O. ~ ~ ' ; 61: 3 1/8 x 10 1/2 GLB (24F-V4) ~ ~ i 62: 6 3!4 x 18 GLB (24F-V4) (ELEV A) ;' I C4 6 314 x 19 1/2 GLB (24F-V4) (ELEV B) ,.: n t w N~ ;.~ ,...- ~/ j; ~I ~ i 63: 5 1/8 x 9 GLB (24F-V4) ~' ~_ _ '.f 64: 4x10DF#2 I - -- B5: (2)2x12HF#2 ~ Hc~L'L ~ ~ QZ B6: 4 x 12 DF # 2 ~ C~ G3\ Hit ~ I ~ I I ` , COLUMNS: --_ -~' ~.,,, C1: (3) 2 x 6 HF # 2 I ~ - -- ^-I gl gl C2: (2)2x6HF#2 3~ c C3: 4 x 4 P.T. W/ AC4 & A644 C4: 6 x 12 OF # 2 W/ (2) TS22 C5: 6 x 8 DF # 2 W/ EC068 8 CBQ68 HANGERS: HGR1: HUC410 HGR2: HUC610 HGR3: LUS210-Z NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE UPPER FLOOR. FRAMING PLAN v~- ___ _ .-J_._ - .1.__ J. __.. _...-. _ - _. _ -. -r.. .- --- -- --' ~_ . _ ~ _ ~ ~ _ ,i i .: ~ _. i_ ~ ~ n R' •I _~ /i~~ 1 `f _ ~ ! v _ .. It ~Oe OYY~ / '. ryi I~~NCt ~ ~ 1 4 ..-, 1J12" ilaM S~IXf K4R5 ~ ~r / ilp:1 plJr~t[u ~ y ( ~ 4[t M/ ~pN J • dv.~l~ 1' ~_ ,~ I r -__ -- . .... ,..- i -w. ~ . , 4-~. - ~~ - ~_ DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS: 2 x 10 HF # 2 (~ 16" O.C. NOTE: PROVIDE LUS28 HANGERS (~D ALL FLUSH FRAMED ENDS BEAMS: 4 z 12 DF # 2 U.N.O. NOTE: PROVIDE 4 x 4 POST ALL BEAMS U.N.O. PROVIDE 4 x 6 POST ALL BEAM SPLICES U.N.O. NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMING PLAN vs BeamChek v2O09 licensed fo: Weller ConsuRrny Engineers. PC. Reg # 5234-65779 PLAN 2619 ROOF FRAMING PLAN GTt (FOR KEACTIUNS ONLY) Date: 1214110 Selection 5-118x 15 GLB 24F-V4 DFIDF _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 10.2 in' R2= 102 in' (t 5) DL DeFl= 0 .39 in Recom Camber- 0.59 in Data -- Beam Span - t 8.0 ft -- Reaction 1 LL 4050 # Reaction 2 LL 4050 # Beam WI per ft 18.68 # Reaction 1 TL 6648 # Reaction 2 TL 6648 fl Bm Wt Included 336 # Mawmum V 6648 # Max Moment 29917'# Max V (Reduced) 5725 # TL Max De0 ~ L ! 240 TL Actual Deb L / 269 ` LL Max De0 L / 360 LL Actual Defl L 1528 Attributes Section in') Shear (in°) TL Defl (in) LL Defl Actual 192.19 76.68 0.80 O.at _ _ __ _ _ Critical 130.97 31.11 0.90 0.60 Status OK OK OK OK Ratio 68% 40% 89% 68% r..._.... r.. i_...~ r i__... ..n r_ i i__.~ Values Adjustments Cd Duration 1.75 1.15 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 7.00 1.00 1.00 1.00 CI Stability 7.0000 Rb = 0.00 Le = 0.00 Ft 1 nods Uniform LL 450 Uniform TL 720 = A Uniform Load A R1 = 6648 R2 = 6648 SPAN = 18 FT Uniform and partial uniform loads are Ibs per lineal ft. v~ HeamChek v2009 bc ensed to Wo#cr Consu!ling Enyineers. PC Neg # 5234-65779 PLAN 2619 ROOF FRAMING PLAN GT2 (FOR REACTIONS ONLY) Dale. 12/14!10 SeJOClion (3-1f8x 12 GLB 24F-V4 DF1DF Lu = 0 0 Ft J Conditions NDS 2005 Min Bearing Area R7 = 2.6 in' R2= 2.6 in' (1.5) DL Defl= 0.46 in Recom Cambe r- 0.69 in a[a ~ Beam Span 20 0 h Reaction 1 LL 1000 # Reaction 2 Ll 7000 # ', Beam Wt per ft 9 11 # Reacton 1 TL 1691 N Reactron 2 TL 1691 # em Wt Included 182 # Maximum V 1691 # Max Moment 8456'# Max V (Reduced) 1522 # TL Max Defl L / 240 TL Acluat Defl L f 266 LL Max Defl L 1360 LL Actual De0 L !541 Affibufes Section (ink Shearing TL Defl in LL Detl Actual 75.00 37,50 0.90 0.44 Critical 36 76 8.27 1.00 0.67 Status OK OK OK OK Ratio ~ 4995 22°6 90°i° 67% Fb (psr) Fv (psi) E (psr x md) Fc ~ (psq - Values Reference Values 2400 240 1.8 650 ~ I Adjusted Values 2760 276_ t8 650 Arilustmenfs . Cv Volume 1.000 ~ Gd Durabon 1 15 1 15 Cr Repebbve 100 Ch Shear Stress N!A Cm Wet Use 1 W 1.00 7.00 1.0.0 _ '; Ct Stability 10000 Rb = 0.00 t c = 0-00 Ft Loads ~- Uniform LL. 100 Uniform 7L: 160 = A Umtorm Load A R1=1691 R2=1691 SPAN = 20 F T Unrbnn and partial undorm Toads arc ius per lineal h V7 BeamChek v20091icenseU to Weuar Consulting Engrnecrs. PC. Rey # 523.1-65779 PLAN 2619 ROOF FRAMING PLAN GT3 (FOR REACTIONS ONLY) Dale-. 12114!10 Selection ! 5.118x 19.112 GLB 24F-V4 DFIDF Lu = 0.0 Fl Conditions NDS 2005 Min Bearing Area R1= 5 1 in' R2= 5.1 in' (1 5) DL Defl= 0.84 in Reoom Camber= 1.26 in Data 1 Beam Span 36 0 tt Reaction 1 LL 1800 # Reaction 2 LL 1800 # Beam Wt per tt 2428 # Reaction 1 TL 3317 # Reacton 2 TL 3317 # Bm Wt Included 874 # Maximum V 3317 # Max Moment 29854'# Max V (Reduce d) 3018 # TL Max Defl L 1240 TL Actual Deb L 1288 LL Max Deb L !360 LL Actual Deb L 1653 ARnbutes Section (in°) Shear (ink TL Dell (in) LL Deb _ _ _ _ __ Actual 324 80 99.94 1 50 066 Critical 143.80 16.40 1.80 120 ~ Status OK OK OK OK Ratio 44% 16% 83% 55% Fb sr) Fv si E psi x mil Fc I si) _ Values Reference Values 2400 240 1.8 650 Ad'usted Values 2491 276 L8 650 _ Adjustments Cv Volume 0.903 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 1 00 1 00 1.00 ~ CI Stability i 1 0000 Rb = 0 00 Le = Q00 Ft ~ Loads U niform LL: 1 00 Uniform TL 160 = A Uniform Load A R 1 = 3317 RZ = 3317 SPAN=36 FT Uniform and partial uniform toads are Ibs per lineal tt. v8 BeamChek v2009 licensed to Weller Consulting Engineers. P. C Rey N 5234-65779 PLAN 2619 ROOF FRAMING PLAN GTa (FOR REACTIONS ONLY) Date 12n4n0 election ~ 5.118x 16-1l2 GLB 24F-V4 DFIDF Lu = 0.0 Ft onditions _ NDS 2005 J Mm Bearing Area R1= 122 m' R2= 7.9 in' (1 5) OL DeB= 0. 54 in Recom Camber = 0.61 m Data Beam Span 16.0 n Reaction 1 LL 3925 # Reaction 2 LL 1925 # Beam Wl per n 20 55 # Reaction 1 TL 7939 # Reaction 2 TL 5108 # Bm Wt Included 370 # Maximum V 7939 # Max Moment 36622'# Max V (Reduced) 6756 # TL Max DeB L 1240 TL Actual Deb L ! 276 LL Max DeB L 1360 LL Actual De0 L /863 J A7rrDutes Section (in') Shear m~ T L Oe8 m) LL OeB Actual _ _ 232 55 84.56 0.78 0.24 _ Critical 16186 36,72 090 0.60 Status OK OK OK OK Ratio 70% 4395 87% 419'° Fb si fv (psq E (psi x m_dZ Fc1(psi) Values Reference Values 2400 240 1.8 650 Ad~usted Values 2715 276 1.8 650 __ Adjustments Cv Volume 0.964 Cd Duration 1.15 115 Gr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 _ 1_00 _ _ / 00 1,_00 C! Stability 1.0000 Rb = 0 00 Le = 0 .00 Ft Loads ~_ Point il_ Distance Par Und LI. Par Umf TL SIaA End B = 3317 10 0 525 H = 840 0 10.0 75 I = 120 10 0 18.0 _ _ C -~ C H ~_ Pt loads .8 i _, R1 = 7939 R2 = 5108 SPAN=IB FT Uraform and partial uniform loads are ros per lineal n. BeamChek v2009 Lcensed (o: Weller Consultrng Engineers Ft C. Reg # 5234-65779 PLAN 2619 ROOF FRAMING PLAN TYPICAL HEADER Date 12!14!10 $olecBOn 4x 8 DF-L #2 _ Lu = 0.0 FI Conditions NDS 2005 Min Bearing Area R1= 3.5 in' R2= 3 5 in' (1.5) DL DeR= 0,05 in Data Beam Span 5.5 R Reaction 1 LL 1341 # Reaction 2 LL 1341 # Beam Wt per R 6.17 # Reaction 1 TL 2162 # Reaction 2 TL 2162 # 8m Wt Included 34 # Maximum V 2162 # Max Moment 2973'# Max V (Reduced) 1687 # TL Max Defl U 240 TL Actual DeR L! 610 LL Max DeR L !360 LL Actual DeR L / >1000 Attnbu(os Section in' Shear~nT) TL Defl (in1__ _ LL DeR Actual 30.66 25.38 0.11 0.06 Critical 26.57 1222 0.28 0.18 Status OK OK OK OK Ratio 86% 48% 39% 31% _ Fb si Fv (psi) E (psi x mil) Fc ~ (si Vafues Reference Values 900 180 1.6 625 Ad'usted Values 1_346 207 1.6 625 Adiustmenfs CF Size Factor 1.300 Cd Duration 1,15 1.15 Cr Repetitive 1.00 Ch ShearS«ess N!A Cm Wet Use 1.00 1.00 1.00 _ _ _ 1.00 _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Fl Loads U ndorm LL'. 488 Uniform TL: 780 = A v~ Uniform Load A 0 Rt=2162 R2=2162 SPAN = 5.5 FT Undorm and partial uniform loads are 1bs per lineal R. v~o BeamChek v2009 Dcensnd ro.- WeUer Consul(ing Engineers, RC. Neg # 5234-65779 PLAN 2619 ROOF FRAMING PLAN TYPICAL HEADER Date 12/14!10 Selection 4x 8 OF•L #2 Lu = 0.0 Ft Conditions NOS 2005 Min Bearing Area R1= 7.3 in' R2= 1.3 in' (1.5 ) DL DeB= 0.07 in Data I Beam Span 8.5 ft Reaction 1 LL 478 # Reaction 2 LL 478 # ~ Beam Wt per h 6.17 # Reaction 1 TL 791 # Reaction 2 iL 791 # Bm Wt Included 52 # Maximum V 791 # Max Moment 1681 '# Max V (Reduced) 679 # TL Max Deb L / 240 TL Actual Deft L 1694 LL Max Deb L 1360 LLACtual De0 L!>1000 Attributes Section (in') Shear (ink TL Defl (in) LL Deb Actual 30 66 25.38 0.75 0 07 Critical 14.99 4.92 0.43 0.28 Status OK OK OK OK Ratio 49% 19% 35% 26% Fb si F_ v (psi) E~si x mil) Fc I (psi) Values Reference Values 900 780 t.6 625 Adjusted values 1346 207 __ _ _ 1.6 625 AdLslmonts CF Size Factor 1 300 Cd Duration 115 1.15 Cr Repetitive 1.00 Ch Shear Stress NIA Cm VJeI Use 7.00 1 00_ 1.00 1.00 CI Stabdrty 1.0000 Rb = 0.00 Le = 0.00 Ft i Loads U niform LL: tt3 Uniform TL 180 = A -_ Uniform Load A ~~ R 1 = 791 R2 = 791 SPAN = 8 5 FT Uniform and partial uniform loads are Ibs per lineal fl. V(I BeamChek v2009 licensrd fo Weller Consulhny f nyineers. PC Hog # 5234-65779 PLAN 2819 ROOF FRAMING PLAN TYPICAL HE ADER Date 12!14/10 Sel~y~rr ~ 4x 8 OF•L N2 Lu = 0 0 Fl _~ Condlions NDS 2005 Min Bearing Area R1= 3.2 in' R2= 4.0 in' (1.5) OL Defl= 0 03 m D{r14 Bearn Span 3.0 ft Reaction 1 LL 225 # Reaction 2 LL 525 # Beam Wt per ft 6.17 # Reaction 1 TL 2028 N Reaction 2 TL 2508 N Bm Wt Included 18 N Maximum V 2508 # Max Moment 2945'N Max V (Reduced) 2069 # TL Max Dell L/240 TLAdualDefl L/>t000 LL Max Deb L /380 LL AcNal De0 L I > 1000 Attributes Section (in') Shear (in') TL Defl in LL Defl _ __ Adual ! 30 6(i 25.38 0.03 <0.01 ~ Cntical I 28 28 14.99 0.15 0.10 Status I OK I OK OK OK Ratio I _ 86°h 59~k 21°k 39'° F_b si Fv si E (psi x mil) _ Fc I si) Valuos ReferenceVelues 900 t60 16 625 Ad~usted Values 1348 207 t.6 625 Adrustman(s CF S¢c Fador 1.300 ' Cd Duration 1 15 1 15 Cr RepehBVe 100 ~ Ch Shear Stress N;A cm wet use t.oo t o0 100 100 _ _ CI Stabdily 1.0000 Rb = 0.00 l.c = 0 .00 Ft Loads ~_ Point TL Distance Par Unil LL Par Umf TL_ _ Start End f3 = 3317 1 ; 50 H = 80 0 1.5 4Ci0 I = 720 1.5 30 1 H PtloadsQ _ _ _ ~B~ R t = 2028 R2 = 2508 SPAN = 3 FT Untlorm and partial uniform loads are Ibs per lineal ft. v(Z BeamChek v2009 licensed (o. Weller Consufbng Engineers. PC Rey tt 5234-65779 PLAN 2619 ROOF FRAMING PLAN R7 (EL[V A) Date' 12114!10 Selection 4x 12 DF•L #2 Lu = 0.0 Fl ~ Conditions NDS 2005 _ Min Bearing Area R1= 3.6 in' R2= 3.6 in' (1.5) DL Defl= 0.08 in Data Beam Span 9.5 fl Reaction 1 LL 1366 # Reaction 2 LL 1366 # Bearn Wt per fl 9 57 # Reaction 1 TL 2230 # ReaGion 2 TL 2230 # Bm Wl InGuded 91 # Maximum V 2230 # Max Moment 5297'# Max V (Reduced) 1790 # TL Max Dell L 1240 TL Actual Oefl L 1738 LL Max Defl ---- - -._ L 1 360 LL Actual Deb L I > 1000 Attributes Section_Qn') Shear (ink TL Defl (in) LL_DeB _ _ _ Actual 73.83 39.38 0.15 0.08 Critical ~ 55.83 12.97 0.48 0.32 Status i OK OK OK OK Ratio t 76% 33% _ 32% 25% Fb (psi) Fv si _ E (psi x mip Fc ~. (psi) Values Reference Values 900 180 1 6 625 Ad'usted Values 7139 207 t 6 625 ~usfmonts CF Size Factor 1.100 Cd Duration 715 115 Cr Repetitive 1.OU Ch Shear Stress N/A Cm Wet Use 1.00 1.00_ _ 1.00 1.00 CI Stability 7.0000 RD = 0 00 Le = 0.00 Ft _ __ Loads U niform LL. 288 Uniform TL' 460 = A ~ Uniform Load A -1 0 0 R 1 = 2230 R2 = 2230 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal N. V~3 BoamChek v2009 liconsnd lo: Weller ConsufiSng Engineers. PC. Reg fi 5234-65779 PLAN 2619 ROOF FRAMING PLAN Ht (ELEV B) Date. 72/14!10 Sgtacyron f 4x 12 OF1 ir2 Lu = 0 0 FI ' r ditions NDS 2005 Min Bearing Area R1= 1 6 in' R2= 4 0 in' (1.5) DL Defl= 0.12 in Data Beam Span 9.5 ft Readtion 1 LL 316 # Reaction 2 LL 753 tt Beam Wt per ft 9.57 # Reaction t TL 995 # Reagan 2 TL 2496 # Bm Wt Induded 91 # Maximum V 2496 A Max Moment 4791 '!r Max V (Reduced) 2056 # il. Max Oefl L / 240 TL Actual Oefl L J 788 LL Max Defl L J 360 LL Actual Defl L / >1000 A rrbutes Sedron (in') Shear (ink TL Defl (in) LL Defl Actual 73.83 39.38 0 14 _ __ _ 0 03 I Critical 50.50 14.90 0 48 0.32 Status OK OK OK OK j Ratio 68% 38% 30% 8°/u _ JI _ Fb (psi) Fv (psi) E (DSi x_m_il) Fc ~ (psi) Values Reference Values 900 180 1.6 625 ~ A ~usted Values 1139 207 1 6 _ 625 I _ A¢~ushnerrts CF S¢e factor 7 100 _ ~ Cd Duration 7.15 1.15 Cr Repetitive 1.00 Ch Shear Stress NJA Cm Wet Use 1.00 1.00 1.00 1.00 Ct Stability ~ 1.0000 RD • 0.00 Le = 0 00 Ft oads - - - Point TL 0i_s[ance_ Par Unif LL Par Unif TL _ S_ tart End -- 8=t69t 70 50 H=80 0 70 288 I =480 ZO 9.5 ~_~ H Pt bads ~ -_ R 1 = 995 R2 = 2496 SPAN=9SFT Uniform artd parDat umrorm bads are Ibs per Mneat fl. _ v~ l3eamChok x2009 licensod lo. Wofler Corrsulhny Engineers. PC. Rog # 5234-65779 PLAN 2619 ROOF FRAMING PLAN H2 (ELEV A) Oate. 12l14I10 Selection 4x 12 DF-L #2 Lu = 0.0 Ft Cond>nons NDS 2005 Min Bearing Area R t= 12 in' R2= 1.2 in' (1 5) DL Den= 0.15 m QBlir Beam Span 16.5 It Reaction 1 LL a13 # Reaction 2 LL 413 # Beam Wt per fl 9.57 # Reaction 1 TL 739 # Reaction 2 TL 739 # Bm Wt Include0 158 # Maximum V 739 # Mar Momen( 3046'# Max V (Reduced) 655 # TL Max Deft L / 240 TL Actual Den L / 723 LL Max Den L !380 LL Actual Den L! >ti)DO Affri~(rtes Section pd) Shear (ink TL Den in _ LL Den Actual I 73.83 39 38 - 027 0. t 3 Cnhcal I 32.13 4.75 0.83 0 55 I Status OK OK OK OK Ratro ~ !4% 124'0 33% 23% Fb (psr) Fv (p5Q E (psi x md) Fc ~ (psi) Values 'Reference Values 900 180 1 6 625 Ad'ustod Values _ _1139 20_7 1_.6_ _ 625 ~usfrments CF Sae Factor 1.100 Cd Duration t 15 1 t5 Cr Repetitive 100 ~ Ch Shear Stress N!A Cm Wet Use _ 1.00 1-00 _ 1.00 1.00 CI Stability 1 OODU Rb = 0.00 Le = 0.00 Ft l s Umlorrm LL 50 Uniform TL- 80 = A Umlorm Load A R1 = 739 R2 = 739 SPAN = 16.5 FT Uniform and partial uniform bads are Ibs per lineal R. v-S BeamCbek v2009 licensed to Wrllcr Consulting (?ngureers, PC 17ag a 5234-65779 PLAN 2619 RUOF FRAMING PLAN H2 (ELEV B) Date. 12na10 $elec~i ~ 3-1/8x 12 GLB 24F-V4 OF/OF Lu = 0 0 Fl Conddions NDS 2005 Min Bearing Area R1= 2.9 m' R2= 2.9 in' (1. 5) DL Defl= 0.28 m Recom Camber = 0 42 in Dafa Beam Span 16.5 h Reaction 1 LL 1134 # Reaction 2 LL 1134 a Beam Wt per h 9.11 # Reaction t TL 1890 # Readron 2 TL 1890 # Bm Wt InGuded 150 a Maximum V 1890 # ~ Max Moment 7797'# Max V (Reduced) 1667 a TL Max Defl L ! 240 iL Adual Deft L / 350 LL Max Defl L /360 LL Actual Defl L / 701 J Attributes Section {rn°) Shear (in') TL_Defl in _ LL Defl ~ Actual 75.00 37.5(1 0.57 0.28 Critical 33.90 9.03 0.83 0 55 Status OK OK OK OK Ratio 4596 24°/ 68% 51% Fb (psi) Fv si E (psi x mil Fc ~ si _ Valuos Reference Values 2400 240 t.8 650 ~ Adjusted Values 2760 _276 1.8 650 ~ ~ - Adrustmertfs Cr v Volume 1000 Cd Duration t t5 1 t5 Cr Repelihve t.00 Gh Shear Stress N/A Cm Wet Use t00 7.00 t.00 1.00 _ CI Stability 10000 Rb = 0.00 Le = 0.00 Ft Loads U niform LL 138 Unifo rm tl 220 =A Umform Load A -- ~~ R1 = 1890 R2 = 1890 SPAN = 16.5 FT Urnlorm and partial undorm bads are Ibs per lineal fl v~~ BcamGhek v20041icensed fo: WellerConsulbng Enymeers. P. C. Rog # 5234-65779 PLAN 2619 ROOF FRAMING PLAN H3 (ELEV B) Date 12/14110 >?~ 3-1f8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Condrtrons NDS 2005 Min Beanng Area R 1= 5.5 m' R2= 4.3 in' (1 5) DL Oefl= 0. 09 in Recom Camber= 014 m Beam Span 5.5 fl Reaction t LL 719 # Reaction 2 LL 1156 # Beam WI per ft 6 83 # Reaction 1 TL 3582 # Reaction 2 TL 2773 # Bm Wt Inducted 38 # Maximum V 3582 # Max Moment 5292'# Max V (Reduced) 3517 # TL Max Defl L ! 2a0 TL Actual Defl L ! 575 LL Max Deb L ! 360 LL Actual Defl L I >1000 ri ute . Section (in') Shear pn') TL Defl m) LL Defl Actual 42.19 2813 0.11 0.02 Cri0cal 23.01 79,11 0.28 0.18 Status OK OK OK OK Rata 55 ~= _ ~ 68% 42% 13% ~ Fb~sQ _ Fv (Psi) E (Psi x mil) Fc! (psi) V@lues ~Relerence Values 2400 240 1.8 650 `Adjusted Valves 2760 276 1.8 650 Adjustments Cv Volume 1 000 Cd Duration 115 115 ~ Cr Repehtrve 100 Ch Shear Stress WA Cm Wet Use 1.00 __ 1.00 1.00 1.00 ~ CI Stability 1.0000 Rb = 0.00 Lc = 0 .00 Ft Pant TL IAStancc Par Urn/ LL Par Urot TL _ Start End__ B• 3317 1 5 50 H= 80 0 t 5 a50 I= 720 t 5 5 5 ~__ I PI loads: ~ B, _ R1 = 3582 R2 = 2773 SPAN = 5.5 FT Urrtorm and partial uniform bads are Ibs per trneal R vn E3eamCnek v2009liconsed%Weller Consulting Engineers. FC. Rery # 5234-657 79 I PLAN 2619 UPPER FLOOR FRAMING TYPICAL JO IST Date: 72/14!10 Selection 2x 12 NF #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) DL Defl= 0.06 in Data Bearn 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 # ~, ~~ 6m Wt Included 0 # Maximum V 433 # Max Moment 1408'# Max V (Reduced) 371 # TL Max Uefl L 1240 LL Max Defl L! 360 TL Actual Defl LL Actual Defl I_ ! 767 L / >1000 Attdbutes Section (in') Shear (in') T_L_Getl (in) LL Dell Actual 31.64 16.88 0.20 0.15 Critical 17.29 3.71 0,65 O.a3 Status OK OK OK OK Ratio 55% 22% 31% 34% _ Fb (psi) - Fv (psi) E (psi x mil) Fc ~ (psi) -~ Vafues r Reference lrafues 85Q 150 P.3 405 ~ Adjusted Values_ 978 1.50 _ _ t 3 4U5 _ Adiusfinents CF Size Factor 1.000 Cd Ouralion 100 1.00 Cr Repetitive 1 15 Ch Shear Stress N!A Cm_ Wet Use 7.00 1.00 1.00 1.00 CI Stability 1 OOOU Rb = 0.00 Le = 0 .00 FI Loads Uniform LL. 53 Unifor m TL: 67 = A Uniform Load A R1 = 433 R2 = 433 SPAN = 13 FT Uniform and partial uniform loatls are Ibs per lineal ft. v+~ _ -- - BoamChok v20091icensed to: WellerConsuthny Enybteers, PC. Reg # 5234-65779 PLAN 2619 UPPER FLOOR FRAMING FJ1 Date: 72!14110 Selaction 2x 12 HF #2 @ 12 in oc Lu = 0_0 Ft ~~ Conditions NDS 2005, Repetitive Use Min Bearing Area R1= 1.1 in' R2= 7.1 in' (1.5) OL DeR= 0.17 in Oata Beam Span 18.5 R ReacGOn 1 LL 370 # Reaction 2 LL 370 # Beam 47/t park 0 # Reaaron 7 TL 46J # Reaction 2 7L 463 # Bm Wt Inctutled 0 # Maximum V a63 # ! Max Moment 2139'# Max V (Reduced) 416 # TL Max DeR L / 240 TL Actual Defl L 1355 LL Max Defl L 1360 LL Actual De0 L / 488 Attribu es Section (in') Shear (in') TL OeR (in) LL DeR __ _ Actual ~ 31.64 16.88 0.63 0.45 Critical i 26.26 4.16 U.93 0.62 Status I OK OK OK OK Ratio ~ 83°!0 25% b'239o Td°/a _ _ Fb (psi) __ Fv si E (psi x m_ il) Fc ~ (psi) _ Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 _ _ Adiustmen~ CF Size Factor 1.!100 Cd Duration 1.00 1 UD Cr Repetitive 1.15 Ch Shear Stress NIA Cm Wet Use 7.00 1.00 7.0.0_ 1 0U _ CI Stability 1.0000 Rb = 0.00 LE = 0.00 FI L~ Uniform LL' 40 Uniform TL: SU =A Uniform Load A R1 = 463 R2 = 463 SPAN = 78.5 FT Uniform and partial uniform loads are Ibs per lineal R. v(~ BeamChek v2009 licensed to: WeNe~Consulbny Engineers, PC tteg # 5234-65779 PLAN 2619 UPPER FLOOR FRAMING TYPICAL HEADER Dale: 12/1a/10 Seteclion ~ 4x 8 DF-L #2 Lu = 0.0 FI Conditions NDS 2005 Min Bearing Area R7= 2 5 in' R2= 2.5 in' (1.5) DL DeFl= 0.03 in Dafa Beam Span 6.5 k Reaction 1 LL 723!i # Reaction 2 LL 1235 # Beam Wt per ft 6.17 # Reaction 1 TL 1564 # Reaction 2 TL 156a # Bm Wt Included q0 # Maximum V 1564 # Max Moment 2541 '# Max V (Reduced) 1273 # TL Max DeFl L / 240 TL Actual Oe8 L r 851 LL Max Deb L / 360 LL Actual Deb L! 910 AKrrGutes Section (in') SAe3r (ink 7L Detl (in) LL DeFl Actual 30.66 25.38 0.12 0.09 Critical 26.06 10.61 0.33 0.22 Status OK OK OK OK, I Rab0 ~ 85% 42% 37°!0 40% _ _ _-J _ Fb (psi) Fv (psi) E (psi x mil) _ Fc1(psi) Values Reference Values 900 180 1.5 625 Adjusted Values 7170 _ 180 7.5 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1,00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1 GU _1.00 Ij CI Stability 7.0000 Rb = 0.00 Le = 0 (YJ 1=t L - ' Loads Uniform LL 380 Uniform TL'. 475 = A (~ Uniform Load A _) L~ _ _ - R1 = 1564 R2 = 1564 SPAN = 6.5 FT Uniform antl partial uniform loads are Ibs per lineal ft. ___ _ BeamCnek v2O09 licensed fn: Weller Consulting Engineers. RC Reg # 5234-65779 PLAN 261y UPPER FLOOR FRAMING H4 Date: 12i 14i i0 Selection ~ 3-118x 9 GLB 24 F-V4 DFIDF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R7= 6.7 in° R2= 6.7 in° (1.5) DL Oefl= 0.09 in Rewm Camber = 0.13 in Data .Beam Span 6.5 fl Reaction t LL 7479 # Reaction 2 LL 1479 # Deam wt per tt 6.83 # Reaction 1 TL a378 # Reaction 2 TL a378 # ~~ Bm Wt Included 44 # Maximum V 4378 # Max Moment 4146'# Maz V (Reduced) 2846 # TL Max Defl L! 240 TLACtual pe8 L1581 LL Max Deb L /360 LL Actual pefl U >t 000 ' Attributes Section (in') Shear (ink TL Deb (in) _ _ LL Defl __ Actual 42.79 28.73 0.13 0.05 Critical 20.73 17.79 0.33 0.22 Status OK OK OK OK Ratio I 49% 63% 41% 22% J Values Reference Values 2400 240 1 8 Adjusted Values 2400 240 1.8 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N!A Cm wet Use 1.00 1,00 _ tOC j CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft 8=2162 0.5 H=80 0 6.5 C = 2162 6.0 488 I = 760 0 U, 5 408 J = 780 6.0 8 5 III L _ ~ H -- - -- --_ _ _ _ I _ Uniform Load A Pt loads: _8] -- _ _? ~ 0 0 R 1 = 4378 R2 = 4378 SPAN = 6.5 FT Unform and partial uniform loads are Ibs per lineal ft. Vzi _ _ BeamClrok v20091icensed to' Wetlor Con_su77ing Engineers, P. C. Reg # 5234-65779 PLAN 2619 UPPER FLOOR FRAMING HS (ECEV A} Date: 12114!10 Selection 4x 10 OF-L #2 Lu = 0.0 Ft Condili_on_s_ NDS 2005 Min Bearing Area Rt= 4.3 in' R2= 4.3 in' (1.5) DL Dell= 0.02 in Data Beam Span 4 5 ft Reaction 1 LL 1682 # Reaction 2 LL 1682 # Beam Wt per (t 7.87 # Reactioh 1 TL 2684 # ReaUion 2 TL '2684 # Bm Wt Included 35 # Maximum V 2684 # Max Moment 3019'# Max V (Reduced) 1764 # TL Max Defl L / 240 TL Actual De0 L f > 1000 LL Max Defl L / 360 LL Actual DeFl L! > t 000 Aftrib_u_fes Section (in') Shear (ink TL Deg {in) LL DeFl Actual 49.91 32.38 0.04 0.02 Cmical 33.55 14.70 0.23 0.15 Status OK UK OK OK Ratio 67% 45°!° 18% 13% Fb psi) Fv (psi) E (psi x rail) _ Fc ~ (Psi) Values Reference Values 900 180 1 6 625 Ad'usted Values 1060 18.0_ 1 6 _ 625 Ad us menfs CF Srze Factor 1.200 Cd Duration 1.00 t p0 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1 00 _1.00 _ CI Stablity 1.0000 Rb = 0.00 Le = 0 00 Ft _Loa s U niform LL. 260 _ Uniform TL 325 = A _ ---~ . Par Unif LL_ _ Par Unif TL Start End J H=80 0 45 486 1 = 780 0 4 5 I -~ H ~- Unform Load A _~ 0 R t = 2684 R2 = 2684 SPAN = 4.5 FT Uniform and partial undorm loads are Ibs per lineal ft vz BearnCAek v2004 licensed to: Weller Consulting Engineers. PC Rev # 5234-65774 PLAN 2619 UPPER FLOOR FRARAfNG H5 (ELEV 8) Date- t2/14lt0 Selection ' 4x 10 DF-L #2 Lu = 0.0 Fl Conditions NDS 2005 Min 6earincJ Area R7= 6.9 in' R2= 3.1 in' (1.5) DL Defl= 0.04 in a Data Beam Span a.5 ft Reaction l LL 7086 # Reaction 2 LL 7a6 # Beam Wt per tt 7.87 # Reaction 1 TL 4311 # Reaction 2 TL 1924 # Bm WI InGuded 35 # Maximum V 4317 # Max Moment 3718'# Max v (Reduced) 3392 # TL Max Defl L / 240 TL Actual Deb L / >1000 LL MaxOefl Ll360 LL ActualDeO L/>1000 Aflrtbutes Section Qn') Shear (in') TL Deb Ln) LL Defl Actual 49.91 32.38 DOS <0.01 Critical 41_37 28,26 0.23 0-15 Status OK OK OK OK Ratio 83% 87% 21% 6% Fb (psi) Fv (psi) E (psi x mil) Fc ~ (psi) _ Values Reference Values 900 180 1.6 625 Ad~usted Values _ _ 1080 180 7.6 _ _ 625 Adiustmenls CF Size Factor 1.200 Cd Duration 1.00 100 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 700 1.00 1.00 _ CI Stability i 1.0000 Rb = O.UO Le = 0.00 Ft Loads ~ U ifo niform CC 26Q Urt rm TL: 325 = A - _ -_ _ _ _ _ Point TL Distance _ _ P_a_r Unif LL _ _ _Par Unif TL _ Start E~_ B= 337 7 1.0 H= 8U 0 4-5 488 I = 780 0 1-0 50 J= 80 1 0 4 5 J ~ -i L-__ -- _ H Uniform Load A - -- - Pt loatls: ~ - ~g ---_ . - 0 R t = 43t t R2 = 7924 SPAN = 4-5 FT Uniform and partial uniform loads are Ibs per lineal ft. vz3 BeamChnk v20091icensed to: Weller Consulting Engineers, P. C. Reg tk 5234-65779 -- - _ PLAN 2619 UPPER FLOOR FRAA4lNG Bt _ Date: 12/14/10 Selection 13-118x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Cortdifions NOS 2005 Min Bearing Area R1= 3,7 in ' R2= 3.7 in' (1.$) DL Oefl= 0.21 to Recom Camber = 0.32 in Data Beam Span 11.5 ft Reacion 1 LL 1337 # Reaction 2 LL 1337 Beam Wt per f1 7.97 # Reaction 1 TL 2403 # Reaction 2 TL 2403 # Brn Wt Included 92 # Maximum V 2403 # Max Moment 6970'# Max V (Reduced) 2038 # ! TL Max Deft L / 240 TL Aclual Deb L ! 359 . LL Max Defl L! 360 LL Actual Oefl L / 797 Attributes Section in'~ Sh_ear (in') TI_ Defl (in) LL De0 _ ____ Actual 57 42 32.81 0.38 0.17 ~ Critical 30.04 11.07 0.58 0.38 Status OK OK OK OK Ratio 52% 34% 67% 45% I Fb si) F_v (psi) _ _ E (psi x m_ il) Fc ~ {psi~_ Values Reference Values 2400 240 1.8 650 Ad usted Values 2760 276_ 1.8 6 50 Adjustments Cv Volume 1.000 __ _ _ Cd Duration 1.15 1.15 Cr Repetitive 7.00 Ch .Shear StreSS NIA Cm vvet Use 1.00 1.00_ 1.00 1-00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads U niform LL: 120 Uniform Tl.. 150 = A ~ ~- __ Par Umf LL Par Unif TL Start End 113 H = 180 0 11.5 1=80 0 11.5 L- I _ _) ~ Fi 1 Uniform L__oad A I 0 f21 = 2403 R2 = 2403 SPAN = 11.5 Fl' Uniform and partial uniform loads are Ibs per lineal ft. v~- ReamCbeK v2009 licensod fo: Welfer Consulliny Engineers, PC. Reg # 5234-65779 PLAN 2619 UPPER FLOOR FRAMING 62 (ELEV A) Date. 12/14!10 Selection 6-3/4x 18 GLB 24F•V4 OF/DF Lu = 0.0 Ft Conditions NOS 2005 Min Bearing Area R7= 18.3 in' R2= 18.3 in' (1.5) DL Defl= 0.44 in Recom Camber= 0.66 in Dafa Beam Span 20.0 ft Reaction 1 LL 7275 # Reaction 2 LL 7275 # Beam Wt per k 29.52 # Reaction 1 TL 11895 tt Reaction 2 TL 11895 # Bm Wt Included 590 # Maximum V 11895 # Max Moment 59476'# Max V (Reduced) 10111 # TL Max Defl L ! 240 TL Actual DeFl L f 266 LL Max Defl L f 360 LL Actual Defl L / 522 Adnbufog Section (in') Sfiear (in') - TL Defl (m) ll Defl _ Actual ~ 364.50 127.50 0.90 0.46 Critical 275.47 54.95 1.00 0.67 Status OK OK OK OK Ratio 76% 45% 90% 69% _ Fb (psi) Fv (psi) E (psi x mil) Fc ~ (psi) Vahres Reference Values 2400 240 1.8 650 Ad~usted Values__ 2591 276 t.g 650 Adiusfinen[s Cv Volume 0.939 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.0.0 1,00 ~CI Stability 1.0000 R b = 0.00 L¢ = 0.00 Ft loads _ U niform LL: 240_ Uniform TL: 300 =A _ Par Unif LL_ _ Par Unif TL Slart End _ ~ a88 FI = 760 0 20.0 I = 80 0 20.0 I H 4 Uniform load A R1 = 17895 R2 = 77895 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. Uzs BeamChek v2009licensed to Weller Coruulting Engineers, P.C. Reg # 52345779 PLAM 2619 UPPER FLGOR FRAMING 82 (ELEV B) Date: 12/14!10 Selection 6-3I4x 79-112 GLB 24F-V4 OFlDF Lu = 0.0 Ft 1 Conditions NDS 2005 Min Bearing Area R7= 17.0 in' R2= 21.1 in' (1.5) OL DeFl= 0.51 in Recom Cambe r- U 76 in Data Beam Span 20.0 ft Reaction 7 LL 5475 # Reaction 2 LL ~~~III 7575 # ~ Beam Wt per ft 31.98 a Reaction 1 7L 11030 # Reaction 2 TL 73727 # Bm Wt Included 640 # Maximum V 13727 # . Max Moment 69682'# Max V (Reduced) 11530 # TL Max Dell L! 240 TLACtual Defl L! 286 L L Max OeFl L /360 LL Actual De0 L 1720 Attributes Section (in'y Shear (inT) TL Deb (in) LL Deb Actual 42278 737.63 0.84 _ 0.33 Critical 325.33 62.66 7 00 0.67 i Status OK OK OK OK , Ratio 76% 48% 84% 50% Fb (psi) Fv (Qsi) E si x mi_IZ_ Fc ~ ( psQ Values Reference Values 2400 240 1.8 650 AdUSted Vafues 2570 276 7.8 6.50 Adiustine»fs Cv Volume 0-931 Cd Duration 1.15 1.75 Cr Repetitive ~ 1.00 ~ Ch Shear Stress WA Cm Wet Use_ _ 1 00 7.00 _ 7.00 _ 1.00 CI Stability 1.0000 Rb = 0.00 Le = O.OO Ft L oeds U niform LL: 240 Unifo rm TL_3t>D =A _ -- _ NOmt 1 L _ Distance _ Par Unif LL~ Par Unif TL .__ SIaA _ End _ B = 3317 8.0 100 H = 160 0 20.0 I = 80 0 20.0 50 J = 80 0 8.0 488 K = 780 8 0 20.0 K _~ ~___ _ ~ I H ---1 Undorm Load A ~~ Plloads: ~ - _~B~_ - Rt = 11030 R2 = 13727 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. vz~ BeamChek v20091icensed to: Welfer Consulting Engineers, RC Reg # 5234-65779 PLAN 2619 UPPER FLOOR FRAMING 64 Date: 12!14110 Seiccbgn (4x 10 DF-L #2 Lu = OA Fl Candrbons NDS 2005 Mm Beanng Area R 1= 3.4 in' R2= 3 4 m' (1.5) DL Delp 0.03 m Data Beam Span 7.0 ft Reacton 1 LL 1680 # Reaction 2 LL 1680 # Beam Wt per ft 7.87 # Reaction 1 TL 2128 # Reaction 2 TL 2128 # em Wt Included 55 # Maximum V 2128 # Max Moment 3723'# Max V (Reduced) 1659 # TL Max Defl L ! 240 TL Actual Deb L 1856 L L Max [)efl L !360 LL Actual Deb L / > 1000 Atfn4utes SeU~on m' Shear (ink TL Defl (m) LL Dell _ Actual 49.91 32.38 0.10 0.07 Cnt~cal 35,97 72.02 0,35 0.23 Status OK OK OK OK Ratio 72% 37°/a 28% 30% Fb (DSi) Fv (Psi) _ _E (psi_z mi0 Fc! (Psi) Values Reference values 900 180 1 8 625 Adjusted Values 1242 207 1 6 625 Adluslments ~ CF Size Factor 1.200 Cd Duration 115 115 Cr Repetitive 1 00 Ch Shear Stress NIA Cm Wet Use _ 1.00 100_ 1.0_0 100 GI SlabGty 10000 Rb = 0.00 Le = 0.00 Ft Low Unform LL: 480 Uniform TL 600 = A Uniform Load A -~ R1=2128 R2=2128 SPAN = 7 FT Unrfam a nd par4al uniform bads are Ibs per lineal fl vL~ BeamChok v20091icensed to. Weller ConsuRinq Engineers, PC. Req # 5234-65779 PLAN 2819 UPPER FLOOR FRAMING BS Date 12/14/10 r n (2) 2x 12 HF t-2 Lu = 0 0 Ft Cardrg~n NDS 2005 Min Bearing Area R7= 3 8 m' R2= 3 8 m' (LS) DL Defl= •_0 O1 m Data Beam Span 5.0 It Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 8 2 # Reaction 1 TL 1527 # Reaction 2 TL 1521 # Bm Wt InGuded 47 tl Maximum V 1527 # ~ Max Moment 1901 'tl Max V (Reduced) 950 # ~ TL Max Dell L! 240 TL Actual Dell L 1 >1000 LL Max Deft L ! 360 LL Actual Deb L ! >1000 AlMb r Section (ink Shear {rn') TL Defl (in) LL_De8 _ Actual 63.28 33.75 002 O.Ot Critical 23.33 8.26 025 0.17 Status I OK OK OK OK Ratro ', 37% 24% 8% 9% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Values Reference Values 850 150 t.3 405 i Adjusted Values 978 173 _ 1.3 _ 405 _ _ AWuslmeMS CF Size Fada+ 1.000 Cd Duration 7 15 1 t 5 Cr Repetitive t 00 Ch Shear Stress NIA Cm Wot Use 1.00 1.00 1.00 _ t Op i CI Stability 1.0000 Rb = 0 00 Le = 0.00 Ft Loads Umtorm LL 480 Undorm TL. 600 = A ~~- Umlonn Loatl A %~ - - -~ Rt1=1521 R2 = 1521 $PAN = 5 FT Unilorm and pamal um(wm Toads are Ibs per lineal ft v~ BoamChek v2009 liconsed fo: Weller Consulting Engineers, PC Rey # 52J4-65779 _ PLAN 2819 UPPER FLOOR FRAMING B6 Date 12!14!10 Selection ~ 4x 12 DF-L #2 Lu = 0.0 Ft Condrbons NDS 2!105 Min Bearing Area R1= 4.0 irr' R2= 4.0 in' (1 5) DL Deft= 0 03 in Data Beam Span 8 5 ft Reaction i LL 1955 # Reaction 2 LL 1955 # j Beam Wl per fl 9.57 # Reaction 1 TL 2484 # Reaction 2 TL 2484 # Bm Wt Included 81 # Maximum V 2464 # Max Moment 5279 Yi Max V (Reduced) 1936 # TL Max Defl L / 240 TL AUUaI Defl L 1894 LL Max Defl L r 360 `- LL Actual Dell L / >1000 Attributes S_ edion (m') Shear (n~ TL Defl (in) LL Dell Actual 73.83 39.38 0.11 0 08 Critical ~ 55.65 14.03 0.43 0.28 Status OK OK OK OK Ratio I 75% 36% 27°k 299x° Fb (psi) Fv (psi) E (psr x mi0 Fc ~ (p&) Values Reference Values 900 160 1 6 625 Adjusted Values 1139 207 t 6 625 _ Ad~usfman(s CF Size Factor 1 100 Cd Duration 1.15 115 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wel Use 1.00 t 00 100 _1_.00 CI Sty ability 1 OOOp R b = 000 Le = 0.00 Ft Loads I Undorm LLL460 Undorm TL575 • A UNform load A R1 = 2484 R2 = 2484 SPAN = 8.5 FT Undorm and par4at uniform bads are Ibs per bneal fl BearnChek v2009 licensed fo: Weller Consulting Engineers, P.C. ileg # 5234-65779 PLAN 2619 MAIN FLOOR FRAMING TYPICAL JOI ST Date. 12/14!10 Selecfiwr ~ 2x 10 HF #2 @ 16 in oc Lu = 0 0 Pt Conditions NDS 2005, Repeti tive Use Min Bearing Area R7= 1.1 in' R2= t 1 in' (1.5) DL DeB= 0.10 m Data j Beam Span 13.0 tt Reaction 1 LL 347 # Reaction 2 LL 347 # Beam Wt per ft 0 # Reaction 1 TL 433 # Reaction 2 TL 433 # Bm WI Included 0 # Maximum V 433 # ' Max Moment 1408'# Max V (Reduced] 382 # TL Max Deft L / 24U !L Actual Deft L / 426 ~ LL Max Defl L /360 LL Actual DeFl L / 586 Attributes Section (in') Shear Ln~ TL Defl (n) -- LL Defl --- -- - -- Actual 21.39 13.88 0.37 0.27 Critical 15.72 3.82 0.65 0.43 Status OK OK OK OK Ratio 73% 28% 56°6 61% Fb psi) Fv~s~ E (psi x mil) Fc ~ (psi) _ _ Values Reference Values 650 150 1.3 405 AdLsted Values 1075 150 1,3 aU5 _ Adiuslmenls CF Size Factor 1,100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress NIA Cm VVet Use 1.00 t 00 1.00 1.00 CI Stability t000(1 Rb = _ _ 0.00 to = 0.00 Ft _ I I Loads U nd~~nnLL.53 UnifcrrnTL.67 =A ~/3 0 Uniform Load A ---~ = a33 R2 = a33 SPAN = t3 FT Undorm and partial unrform loads are Ibs per lineal tt. Vii BoamChek v20091icensed to' Weller ConsWting Engineers, PC. Reg # 5234-65779 PLAN 2619 MAIN FLOOR FRAMING TYPICAL BEAM Date: 12114!10 Selerhon .. 4x 12 DF-L #2 Lu = 0.0 Ft I Condition__s NDS 2005 Min Bearing Area R1= 5.8 in ' R2= 5.8 m' (1.5) DL Deft= 0. 02 in Data Beam Span 6.0 ft Reaction t LL 2880 # Reaction 2 LL 2880 # Beam Wt per fl 9.57 # Reaction 1 TL 3629 # Reaction 2 TL 3629 # Bm Wt Included 57 # Maximum V 3629 # Max Monienl 5443'# Max V (Reduced) 2495 # TL Max Deft L! 240 TL Actual Deb L r >1000 LL Max Defl L / 360 LL Actual Defl L I > 1000 Attributes Section in' _ S_h_ ear (ink f_L_ Defl [ni) LL Defl Actual 73.83 39.38 0.06 0.04 Critical 65,98 20.79 0.30 0.20 Status OK OK OK OK Ratio 89% 53% 79% 21% Fb (~i~ Fv (psi) E (DSi x mil) Fc t (psi) Vafues Reference Values 900 _ 180 1.6 _ 625 _Adjusted Values 990 _ 180 1.6 625 Adiustnrents CF Size Factor 1 t00 Ctl Ouralion 100 1.00 Cr Repetitive 1 00 Ch Shear Stress N!A Cm Wet Use - 1.00 _ 1.00 t.00 1.00 CI Stability ~ t A000 Rb = 0.00 Le = 0.00 Ft LoaJs U niform LLB 960 Uniform TL: 1200 =A __ Urnform_LOad A -- - -- R7 = 3629 R2 = 3629 SPAN = 6 FT Uniform and pamal uniform loads are tbs per lineal ft