Loading...
HomeMy WebLinkAbout2103 Structural CalcsSTRUCTURAL DESIGN FOR PLAN 2103 OLYMPIA, WASHINGTON NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. ~~e`of w~~'~cTo • t ~~ A 40910 a J__ ~ r ~~orsrts.~v ~,s~ G ~^ /ONAI, trG r.. ,...~ II // /~ E7~iRE3 04/25/(/ ~PT7'Gf' k//'Q~~v,-vl-~ t~o--~ o2B Q ~ ~/,~,'~ PL W DATE WA 98021 PREPARED BY 9868 6715 FAX I] ~ ~~~ij ~i LU iI V B Y- -------------------- DESIGN CRITERIA PER THE 2006 INTERNATIONAL BUILDING CODE EARTFIQUAKF: PER SECTION Iti14 Design Per ASCE 7-0S Section 12.8 Equivalent Lateral Force Procedure Base Shear: V = Cs * W Cs=Seismic Response Coclficicnt W =Effective Seismic Weight Site /Project Specific Design Values: Ss = 1.25 per USGS Si = 0.40 per USGS Site Class D (Default) Seismic Design Category D R=6.S from'Pablc 12.2-I Iw- 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.q Design Wind Pressure: Ps = x' Iw, • PS30 where: l =Exposure Factor Kn =Topographic Factor Iw-Importance Factor PSG =Base Design Pressure Site/I'roject Specific Values: Basic Wind Speed = 8S mph (Vj~ x = 1.40 Exposure "C'• (<30') Krr' L00 [w = L00 PSG =see ASCE 7-OS, Figure 6.2 STANDARD DESIGN INFORMATION The infortnation described below is to be used unless otherwise noted on the plans WOOD DESIGN per Sections 2301 & 2301,2.1 Allowable Strength Design when applicable; per 2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9. I ANCHOR BOLTS: SB" fl1 x ! 0", A307 or better, w/ 7" min. Embedment. V = 1328 # / boh CONCRETE DESIGN per Chapter 19 & ACI 318-05 Concrete: P~ = 2500 psi Rebar: f, = 40,000 psi MISCELLANEOUS HARDWARE. S[MYSON Stronc Tie Connectors or equal SHEAR WALL SCHEDULE (SEE 2006 IBC table 2306.4.1 & Section 2306.4.1) All shear walls [o be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is for all panel edges. Space nails @ I2" o.c. along intermediate framing members. SW-6 v = 260 plf 7/16" OSB, w/ 8d (0.1 I3" 0) nails @ 6" o.c. Anchorage (interior walls only) to SINGLEjoist or blkg below: IGd (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 SINGLE joist or blkg below: 16d (box) @ 4" o.c. SW-3 v = 490 pif 7/16" OSB, w/8d (0.1 l3" fd) nails @ 3" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 3" o.c. NOTE: use min 3" nominal studs L adjoining panel edges The shear values about sre based upon the use of 8d box nails with a Cull bead, a shank diameter of 0.113", and a minimum penetration of 1.375". From Table 2306.4.1 use 15!32; Sd values with a 0.729 reduction for Hem-Fir & 1.4 increase for wind. S W-2C v = 830 plf 7/16" OSB, w/ 8d (0.131 " 0) COMMON nails @ 2" o.c. (staggered) Anchorage (interior walls only) to 4x (min.) BGAM or blkg below: 16d (box) @ 2" o.c. NOTE: use min 3" nominal studs (a adjoining panel Mges The shear values above are based upon the use of 8d common nails with a full head, a shank diameter of 0.131", and a minimum penetration of L5". From Table 2306.4.1 use 15/32; Rd values with a 0.93 reduction for Hem-Fir & 1.4 increase for wind. SHEAR TRANSFER C~ EXTERIOR WALL DETAIL SEISMIC & WIND ANALYSIS # 10-024 FOR PLAN 2103 SEISMIC: PER ASCE 7-05 SECTION 12.8 SEISMIC BASE SHEAR: V = 0.1282 W Dead Loads: Roof = 15 psf (horn. framing) 8 10 psf (partition) WR = 1300 SF @ (15 + 10) psf = 32,500 # Floor = 10 psf (horz. framing) ~ 10 psf (partition) WuF = 1608 SF @ (10 + 10) psf = 32,160 # VeRlcal Distr/buUon Level Weight (w) Heiqht (h) w x h Roof 32,500 18 585,000 85% VR = 3,744 # Upper 32,160 10 321,600 35% VuF= 2,058# Total 64,660 906,600 Total = 5,803 # WIND: PER ASCE 7-05 SECTION 6.4 side/side FR= 52 SF@ 20.16 psf= 1,048# A <30 0 SF @ 3.22 psf = 0 # B <30 193 SF @ 14.56 psf = 2,810 # C <30 67 SF @ 3.36 psf = 225 # D <30 Total Roof s/s: FR= 4,084 # FuF = 76 SF @ 20.16 psf = 1,532 # A <30 0 SF @ 3.22 psf = 0 # B <30 295 SF @ 14.56 psf = 4,295 # C <30 0 SF @ 3.36 psf = 0 # D <30 Total Upper Floor s/s: FuF = 5,827 # Total s/s = 9,911 # frontlback FR= 48 SF @ 20.16 psf= 968 # A <30 36 SF @ 3.22 psf = 116 # B <30 160 SF @ 14.56 psf = 2,330 # C <30 163 SF @ 3.36 psf = 548 # D <30 Total Rooff/b: Fa= 3,961# FuF = 76 SF @ 20.16 psf = 1,532 # A <30 0 SF @ 3.22 psf = 0 # B <30 326 SF @ 14.56 psf = 4,747 # C <30 29 SF @ 3.36 psf = 97 # D <30 Total Upper Floor f/b: FuF = 6,378 # Total f!b = 10,337 # SUMMARY: Wind controls both levels, both directions, except ~ roof. WIND: PER ASCE i 312 SF @ 10.0 371 SF @ 10.0 Total s/s = 407 SF @ 10.0 431 SF @ 10.0 Total f/b = -05 SECTION 6.4.2.1.1 psf = 3,120 # psf = 3,710 # 6,830 # psf = 4,070 # psf = 4,310 # 8,380 # r C UPPER FLOOR SHEAR WALLS side/side: VR = 4,868 # v = 135 plf LEFF = 36.0 ft Line Lra~s V Length Shear Shear Wall H / W Seismic Redundancy Height Mor Ma Uplik Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left /Front Right /Back REAR 18 2434 # a 7 119 plf SW-6 1.14 1.00 1.30 8 6649 #-ft 1176 #-ft 762 # 4 4 b 13.5 119 plf SW-6 0.59 1.00 1.30 8 12822 #-ft 4374 #-ft 588 # 4 4 20.5 FRONT 18 2434 # a 3.5 201 plf SW~4 2.29 0.88 1.30 8 5641 #-ft 294 #-ft 1518 # 4 4 b 3.5 201 plf SW-4 2.29 0.88 1.30 8 5641 #-ft 294 #-ft 1518 # 4 4 c 2.33 201 plf SW-3 3.43 0.58 1.30 8 3756 ~ft 130 #-ft 1549 # 4 4 d 2.75 201 pli SW-3 2.91 0.69 1.30 8 4432 iPft 182 #-ft 1538 # 4 4 TOTAL 36 4,868 # 12.08 fronU bads: Va = 4,868 # v = 128 plf L EFF = 38.0 ft Line LTRIB V Length Shear Shear Wall H / W Seismic Redundancy Height Mor MR Uplift Resisting Element Type Ratio Ratio Factor (p) (R) (T/C) Left /Front Right /Back LCEN 19 2434 # a 36 68 ptf SW-6 0.22 1.00 1.30 8 19471 #-ft 31104 #-ft X24 # OK OK RIGHT 19 2434 # a 8.75 150 pH SW-6 0.91 1.00 1.30 8 10484 #-ft 1838 #-ft 964 # 4 4 b 7.5 150 plf SW-6 1.07 1.00 1.30 8 10110 #-R 1519 #-ft 1122 # 4 4 N MAIN FLOOR SHEAR WALLS sidelside: Vu v = 6,043 # v = 126 plf L ~F = 40.0 ft Line L~~s V Length Shear Shear Wall H / W Seismic Redundancy Height Mor Ma Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left /Front Right /Back REAR 10 3695 # a 7 197 plf SW~ 1.29 1.00 1.30 9 12414 #-ft 1323 #-ft 2326 # 5 5 b 6.75 197 plf SW-6 1.33 1.00 1.30 9 11971 #-ft 1230 #-ft 1570 # 5 5 c 5 197 plf SW-6 1.80 1.00 1.30 9 8867 #-ft 675 #-ft 1623 # 5 5 18.75 MID 14 1765 # a 6 147 plf SW-6 1.50 1.00 1.30 9 7943 #-ft 972 #-ft 1143 # 5 5 b 6 147 plf SW-6 1.50 1.00 1.30 9 7943 #-ft 972 #-ft 1143 # 5 5 12 FMID 10 1261 # a 2.67 236 plf SW-3 3.37 0.59 1.30 9 5674 #-ft 192 #-ft 2044 # 5 5 b 2.67 236 plf SW-3 3.37 0.59 1.30 9 5674 #-ft 192 #-ft 2044 # 5 1 5.34 FRONT 6 3190 # a 3 532 plf SW-2C 2.67 0.75 1.30 8 14356 #-ft 243 #-ft 4695 # 6 6 b 3 532 plf SW-2C 2.67 0.75 1.30 8 14356 #-ft 243 #-ft 4695 # 6 6 TOTAL 40 9,911 # 6 front/ back: Vu F = 5,469 # v = 114 plf L EFF ° 46.0 ft Line L,Ris V Length Shear Shear Wall H / W Seismic Redundancy Height MoT MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left /Front Right /Back LEFT 5 570 # a 20 28 plf SW-6 0.45 1.00 1.30 9 5128 #-ft 10800 #-ft -347 # OK OK LCEN 16 4257 # a 14 304 plf SW-a 0.64 1.00 1.30 9 38313 #-ft 5292 #-ft 2315 # 5 5 RCEN 19 2165 # a 12 180 plf SW-6 0.75 1.00 1.30 9 19485 #-ft 3888 #-ft 1262 # 1 5 RIGHT 8 3345 # a 14.75 227 plf SW-6 0.61 1.00 1.30 9 30109 #-ft 5874 #-ft 2560 # 5 5 t~J HORIZONTAL DIAPHRAGM SHEARS /LOAD PATH ROOF DIAPHRAGM FRONT: @ 3' walls; v = 6 x 201 / 12 = 101 plf OK @2.33'&2.75'walls;v=5.08x201/10=102p1f OK UPPER FLOOR DIAPHRAGM REAR' vnet = 12 x 126 / 40 = 95 plf OK FMID: v = 1261 / 16 = 79 plf OK FRONT: v = 3190 / 22 = 145 plf OK LCEN: T = 21.5 x 68 = 1462 # ADD CS16 rlm to rim, ADD (4) A35 rim to wall top plate RCEN: v = 2165123.5 = 92 plt OK Locate joist over wall, ADD (2) A35 joist to wall top plate ANCHOR BOLTS USE 518" 0 Anchor Bolts @ 5' - 0" o.c. Unless Notes Otherwise (U.N.O.) v=1.6x860#/5=275p1f NOTE: If v > 350 plf Then V(bok) ~ 1.6 x 860 ! 2 =688 # FRONT: @ 3' walls; V ~ 3 x 532 =1596 # (3) 518" A.B. REO'D LCEN: V = 4257 # (4) 5/8" A.B. OK RESISTING ELEMENT Ra Dead Load Reaction 1 Perpendicular Exterior Wall Tex = VCORNER = Hwnu x vnuN 2 Perpendicular Wall (min) 5 - 16d Halls = 5' x 109 plf =545 # 3 A 35 Framing Anchors = 450 # each 4 CS16 Strap = 1705 # 5 STHD10 or STHDIORJ @ 3730 # 6 STHD14 or STHDI4RJ @ 5025 # ~. a L5 RIB, Q1 CS16 TO WALL BELOW O2 CS16 TO HEADER BELOW O3 CSt6 TO RIM BELOW ® CS16 TO BEAM BEOW NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS DE coMeusnoN aR ~ GAS FIRED GAPAGE ~ NCES PFR M1702d M1701 ~~ 01~~1 ~ C5~ _ ~ ~ GREAT RN. ;~ ~ ,~'~ N ,rX ~ >~ ~ `tii~ L I~ II GARAGE OVT. GAR nGE _ _ ~ _C oT S~s1-0w bJ I _- - - _ L-D nu b= ~ - ~~i . ~~`TOf p) IAYkR Y8~ LYYF.~( _ O _ T eve A~CNC gut wnau~ w,t<TS nrm 11 _ , I11 UVFJt AT RG PI:A VTR A'CUw JTI IbIG~I I~ REWIRED (N+nLL .vwt~s SUVIVgTIN, A SECOIq SLMY =F4 ibc S[C R.'b9.1 (4)Rl~Calt~ ~ ~ ~SW.zc. ~ s~~Z ~R -~_~-" ~, n,r..d .. I ~/` OER :~~ T ~ I QPf. S ~. o ~~M Ki -.. JJ I.oso.n i ' -' L - _ _ .. ~_ S7H~io, CL1 ~r'.Jr_a:e C`-' ~:'~2ftiL-~ FK.cNT O1 ADD CS16 RIM TO RIM O2 ADD (4) A35 RIM TO WALL TOP PLATE Q3 LOCATE JOIST OVER WALL, ADD (2) A36 JOIST TO WALL TOP PLATE ® EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL B O5 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL C © A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL D O7 A HD08 HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN, SEE DETAIL E NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS -.-~ Q CONCRETE STEM WALL TO BE 1'-0" A80VE GARAGE SLAB Q2 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD1pRJ HOEDOWN, SEE DETAIL C Q3 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL D ® A HD08 HOEDOWN MAY BE USED IN LIEU OF THE STHDt4 HOEDOWN, SEE DETAIL E NOTE: USE 5/S" 0 ANCHOR BOLTS W/ 3" x 3" a 1/4" WASHERS na 5'-0" O C U N O OA (3) 5/8" AB. REO'D FOUNDATION PLAN W ~ WLLLER CONSULTING JUB NAME PLAN 2103 ENGMEERS, P.C. 106 NUMRF,R 10-024 PREPARED BY M W UA7'L' 3 / 22 ! 10 SHEET NO. ~-~ OF L`I 21925 8TH PL W • BUTHF.LI„ WA 98021 PI 1. (425) 488 - 9868 • F'AX (425) 486 - 6715 DETAIL A TRUSSES PER PLAN tOd Lm 6" O.C. ROOF SHEATHING VENTED BIACKING Hi ~ 24" O.C. DOOR DOOR 2j ROWS OF lC. SHEAR iEADER DETAIL B W ~ WF.LLER CONSULTING ENGINEERS, P.C. 21925 8-f}I PL W • BOTHELL, WA 98021 PFL (425) 488 - 9868 • FAX (425) 486 - 6915 x HF # 2 6TUD5 22 HOLC~Ow'N RIM JOIST W/ 50LI0 BLOCKING SILL PLATE JOR NAMR JOB NUMBER IO-024 PREPARED BY MW DATE 3122 / 10 SHF,ET NO. (--9 OF (-4 (2) 2 x _ HF # 2 STUDS HIT 22 HOLVOWN 557816 P.t. SILL PLATE a ~ .i [, ~ 7 ° `c a DETAIL D DETAIL C DETAIL E v~ DESIGN LOADS: BEAMS: ROOF DL = 15 PSF NOTE: PROVIDE (Z) 2 X POST LL = 25 PSF @ ALL BEAMS U.N.O. B1: 4x80F#2 ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE f2) 2 X POST (~ ALL HIP MASTERS COLUMNS: & GIRDER TRUSSES U.N.O C1: (3) 2 x 6 HF # 2 HEADERS: 4 x 8 DF # 2 U.N.O NOTE: PROVIDE (i) 2 X TRIMMER ALL HEADERS U.N.O H1: 4x12DF#2 H2: 4x12DF#2 H3: 4x10DF#2 ROOF FRAMING PLAN (ELEVATION A) vz DESIGN LOADS: ROOF DL =15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (21 2 X POST ~ ALL HIP MASTERS 8 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 H3: 4x10DF#2 BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. Bf. 4x8DF#2 COLUMNS: C1: (3)2x6HF#2 HANGERS: HGR1: HUC48 ROOF FRAMING PLAN (ELEVATION B) CZ_l I dl J c~ Fb2 ~ 6'Z ~ ~ -_____ I~ ~~ ~~ ~~ Q ~~ ~~ I I ~ _~ - DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF ~.G2~ r _ -0-r.1.~_,.. Q3 ~ ~-~ _ - - -~_.~ ~- - - <«~,~, i -_ - - - JOISTS: 2.x 12HF#2(cD16"O.C NOTE: PROVIDE LUS28 HANGERS (c~ ALL FLUSH FRAMED ENDS HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (7) 2 X TRIMMER ALL HEADERS U.N.O H4: 4x10DF#2 H5: 3 1/8 x 9 GLB (24F-V4) H6: 3 1/8 x 9 GLB (24F-V4) BEAMS: NOTE: PROVIDE (2) 2 X POST ALL BEAMS U.N.O. 62: (2)2x12HF#2 63: 6 314 x 18 GLB (24F-V4) 64: 51/8 x 161!2 GLB (24F-V4) B5: 5 118 x 72 GLB (24F-V4) COLUMNS: C2: (2)2x6HF#2 C3: (4)2x6HF#2 C4: 6x8DF#2 C5: NOT USED cs: axsoF#zwrACa NOTE: PROVIDE (2) ROWS OF 114" x 4112" SDS SCREWS @ 16" O.C. LEDGER TO RIM AT ALL TRUSS LEDGER CONNECTIONS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE UPPER FLOOR FRAMING PLAN v~- DESIGN LOADS: FLOOR DL =10 PSF LL = 40 PSF JOISTS: 2 x 10 HF # 2 (c~ 16" O.C. NOTE: PROVIDE LUS28 HANGERS C~ ALL FLUSH FRAMED ENDS BEAMS: 4 x 8 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. COLUMNS: C7: 4x6DF#2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMING PLAN . vs BeamChek v20091icensed to: Weller Consufbng Engineers, P.C. Reg # 523465779 PLAN 2103 ROOF FRAMING GT1 (FOR R EACTIONS ONLI~ Date: 3/19/10 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.0 in' R2= 2.0 in' (1.5) D L Defl= 0. 36 in Recom Cambe r-0.54 in Data Beam Span 20.0 fl Reaction 1 LL 750 # Reaction 2 LL 750 # Beam Wt per fl 9.11 # Readion 1 TL 1291 # Readion 2 TL 1291 # Bm Wt Included 182 # Maximum V 1291 # Max Moment 6456'# Max V (Reduced) 1162 # TL Max Defl L / 240 TL Actual Deb L /346 LL Max Defl L ! 360 LL Actual Defl L / 721 Attributes Section in' Shear (Ind TL Defl (n) LL Defl Actual 75.00 37.50 0.69 _ 0.33 CrRical 28.07 6.32 1.00 0.67 Status OK OK OK OK Ratio 379'0 179'0 69°k 50% Fb (psi) Fv (psp E (psi x mip _ _FC I (si Values eference Values 2400 240 1.8 650 ~ A~usted Values 2760 276 1.8 650 Adiustmen[s Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use _ _ 1.00 1.00 CI Slabiiity 1.0000 Rb = 0.00 Loads Uniform LL 75 Uniform TL 120 = A Uniform Load A 0 0 R1 = 1291 R2 = 1291 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. V~ BeamChek v2009 liconsed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING GT2 (FOR REACTIONS ONLI~ Date: 3/19/10 Selection ~3-1l8x 19-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 9.7 in' R2= 9.7 inz (1.5) DL Den= 0.51 in Recom Camber- 0.77 in Aftdbutes Adual Critical Status Ratio Values Adiusfinents Beam Span 22.0 R Readion 1 LL 3850 # Reaction 2 LL 3850 # Beam Wt per ft 14.81 # Reaction 1 TL 6323 # Reaction 2 TL 6323 # Bm Wt Induded 326 # Maximum V 6323 # Max Moment 34776 Yt Max V (Reduced) 5389 # TL Max Defl L / 240 TL Acfual Defl L / 254 LL Max Den L / 360 LL Adual Defl L / 498 Sedion in' Shear (ink TL Defl ~n)__ LL Defl 198.05 60.94 1.04 0.53 151.77 29.29 1.10 0.73 OK OK OK OK 77% 48% 95% 72% -- _ - -~ -- Fb (ps) Fv (psq E (psi x mil) __Fc I (psi Reference Values 2400 240 1.8 650 Ad'usted Values 2750 276 _ __1.8__ 650 Cv Volume 0.996 Cd Du2tion 1.15 1.15 Cr Repetitive 1.00 Ch ShearSUess N/A Cm Wet Use 1.00 _ _ 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 350 Uniform TL: 560 = A Uniform Load A 0 0 R1 =8323 R2 = 6323 SPAN = 22 FT Uniform and partial unHonn loads are Ibs par lineal ft. v-~ _ BeamChek v2009 licensed fo:_Wellor Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING GT3 (FOR REACTIONS ONLY) _ _ _ Date: 3J18/10 e i n (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Data Beam Span 12.0 R Reaction 1 LL 450 # Reaction 2 LL 450 # Beam Wt per ft 5.29 # Reaction 1 TL 752 # Reaction 2 TL 752 # Bm Wt InGuded 63 # Maximum V 752 # Max Moment 2255'# Max V (Reduced) 676 # TL Max Defl L ! 240 TL Actual Defl L ! 255 LL Max Oefl L /360 LL Actual Defl L / 510 ltnbutes Section in' Shear in~_ __TL Defl (in) LL De' Actual 26.28 21.75 0.57 0.28 Critical 23.07 5.88 0.60 0.40 Status OK OK OK OK Ratio 88% 27% 949'° 71% _ Fb (psi) Fv (psi) E six e Values Reference Values 850 150 1.3 Ad usted Values 1173_ 173 1.3__ Adiustmants CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Loads Uniform LL: 75 Uniform Load A 0 0 Rt = 752 R2 = 752 SPAN = 12 FT Un'rfonn and partial uniform loads are Ibs per lineal R. v~ BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING GT4 (FOR REACTIONS ONL1~ Date: 3/19/10 Se/ec7ion 3-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.8 in' R2= 2.8 in' (1.5) DL Defl= 0.74 in Recom Camber=1.11 in o@Sfl Beam Span 28.0 ft Reaction 1 LL 1050 # Reaction 2 LL 1050 # Beam Wt per ft 11.39 # Reaction 1 TL 1839 # Reaction 2 TL 1839 # Bm Wt Included 319 # Maximum V 1839 # Max Moment 12876 YI Max V (Reduced) 1675 # TL Max Defl L / 240 TL Actual Defl L / 241 LL Max Defl L / 360 LL Actual Dafl L / 513 'butes Section m Shear in TL Defl t Actual 117.19 46.88 1.39 Critical 56.07 9.10 1.40 Status OK OK OK Ralio 48% 19% 99% Valuos Reference Values 2400 240 Ad'usted Values 2756 276 Adiushnents Cv Volume 0.998 Cd Duration 1.15 1.15 Cr Repetitive Ch Shear Stress 1.00 N/A 0.65 0.93 OK 70% psi x mil) Fc I (psi) 1.8 650 CI Stability 1.0000 Rb = 0.00 Le = 0.00 F! loads Uniform LL: 75 Uniform TL: Uniform Load A 0 Rt = 1839 R2 = 1839 SPAN = 28 FT Unfform and partial undone loads are Ibs per lineal ft. O BeamChek v2009 licensed to: Welter Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING GTS (FOR REACTIONS ONLI~ Date: 3/19/10 Selection 3-1/8x 21 GLB 24F-V4 DFfDF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.0 in' R2= 9.8 in' (1.5) DL Defl= 0.58 in Recom Camber- 0.84 in ~~ AKributes Adual Critical Status Ratio Vaiues Adjustments Beam Span 22.0 ft Readion 1 LL 2295 # Readion 2 LL 3605 # Beam Wt per ft 15.95 # Readion 1 TL 5186 # Readion 2 TL 6444 # Bm Wt Induded 351 # Maximum V 6444 # Max Moment 36052 '# Max V (Reduced) 5436 # TL Maz Defl L / 240 TL Adual Defl L / 281 LL Max Defl L / 360 LL Adual Defl L 1697 Sedion (in') Shear ink TL Defl (in) LL Oefl 229.69 65.63 0.94 0.38 _ 158.51 29.55 1.10 0.73 OK OK OK OK 69% 45% 85% 52% Fb siZ_ Fv (psi) E (psl x mid Fc ~ (PSi)__ Reference Values 2400 240 1.8 650 Adjusted Values 2729 278 1.8 _ 650 Cv Volume 0.989 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shoar Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft I Loads _ ___ ~_Point TL Distance Par Unif LL Par Unif TL _ _ Start End B = 1839 6.0 50 H = 80 0 8.0 350 I =560 6.0 22.0 I O Pt loads: B 0 R1 = 5186 R2 =6444 SPAN = 22 FT Uniform and partial uniform loads are Ibs per lineal R v(o _BeamChek v2009 licensed to: Weller Consumng Engineers, P.C. Reg # 523465779 PLAN 2103 ROOF FRAMING TYPICAL HEADER Dete: 3/19!10 Selection 4x 8 DF-L #2 _ _ Lu = 0.0 Ft -~ Conditions NDS 2005 Min Bearing Area R7= 2.8 inT R2= 2.8 in' (1.5) DL Defl= 0.04 in Dala Attributes Actual Critical Status Ratio Values Adiustmenls Beam Span 5.5 ft Reaction 1 LL 1066 # Reaction 2 LL 1066 # Beam Wt per fl 6. t 7 # Reaction 1 TL 1722 # Reaction 2 TL 1722 # Bm Wt Included 34 # Maximum V 1722 # Max Momenl 2368'# Max V (Reduced) 1344 # TL Max Defl L / 240 TL Actual Defl L / 766 LL Max DeFl L / 360 LL Actual DeFl L / >1000 Section in Shear in TL Defl in LL DeFl 30.66 25.38 0.09 0.04 21.12 9.74 0.28 0.18 OK OK OK OK 69% 38% 31% 24% Fb psi) Fv (psp E (psi x mii) Fc ~ si Reference Values 900 160 1.6 625 Adjusted Values 1346 207 1.6 625 CF Size Factor 1.300 ___ 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 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 388 Uniform TL: 620 = A Uniform Load A 0 R1 = 1722 R2 = 1722 SPAN = 5.5 FT Unform and partial uniform loads are Ibs per lineal ft. v. ~ BeamChek v2009 licensed to: Weller ConsWUng Engineers, P.C. Reg # 523465779 PLAN 2103 ROOF FRAMING TYPICAL HEADER Date: 3/19/10 Selection 4x 8 DF-L #2 Lu = 0.0 Ft ditions NDS 2005 Data Beam Span 5.5 R Readion 1 LL 207 # Readion 2 LL Beam Wt per ft 6.17 # Readion 1 TL 649 # Readion 2 TL Bm Wt Included 34 # Maximum V 2274 # Max Moment 2705'# Max V (Reduced) 1896 # • TL Max Defl L / 240 TL Adual Defl L / 660 LL Max Defl L / 360 LL Adual Defl L / > 1000 'bates Section in' Shear (ink TL Defl (in) LL Defl Actual 30.66 25.38 0.10 __ _ 0.01 Critical 24.12 13.74 0.28 0.18 Status OK OK OK OK Ratio L 79% 54% 36% 7% Fb (psi) Fv (psi) _E (psi x mip Fc1( psi) _ Values Reference Values 900 180 1.6 625 Ad usted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 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 1.0000 Rb = 0.00 Le = 0.00 Ft Loads - ~ Poir>t TL Distance _ _ _Par Uni( LL Par Unif TL _ Start End B = 1839 4.0 50 H = 80 0 4.0 388 I = 620 4.0 5.5 0 H Pt loads: B Rt =849 R2 =2274 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v-2 BeamChek v_20091icensed fo: Welter Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING H 1 Date: 3119/10 Selection 4x 12 DF-L #2 _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.2 in° R2= 3.6 in° (1.5) DL Defl= 0.09 in Dafa Attributes Adual Critical Status Ratio Values Adjustments Beam Span 8.5 ft Readion 1 LL 436 # Readion 2 LL 939 # Beam Wt per ft 9.57 # Reaction 1 TL 1346 # Reaction 2 TL 2226 # Bm Wt Induded 81 # Maximum V 2226 # Max Moment 5148'# Max V (Reduced) 1788 # TL Max Defl L / 240 TL Adual Defl L ! 832 LL Max Defl L /360 LL Adual Defl L ! >1000 Sedion (in') Shear (ink TL Defl Vin) LL Defl 73.83 39.38 0.12 0.03 54.26 12.94 0.43 0.28 OK OK OK OK 73% 33% _ 29% 10% Fb (psi) Fv (psi) E (psi x mif) Fc ~ (psi) Reference Values 900 180 1.6 625 Ad'usted Values 1139 207 _ 1.6 _ _ 625 _ CF Size Fador 1.100 _ Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 1.00 1.00 1.0.0___ CI Stability 1.0000 Rb = 0.00 Le = 0 .00 Ft ~ I L d Point TL Di_s_ta_nce Par Unif LL ____ Par Und TL Start _ End 8=1291 4.5 50 H=80 0 4.5 288 1=460 4.5 8.5 I H Pt loads: B R7 =1348 RZ = 2226 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v(.~ BeamChek v2009licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING Ft2 Date: 3/19/10 Selection 4x 12 DF-L #2 _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.1 in' R2= 2.3 in' (1.5) DL Defl= 0.27 in D~ Beam Span 16.5 R Reaction 1 LL 762 # Reaction 2 LL 863 # Beam Wt per ft 9.57 # Reaction 1 TL 1298 # Reaction 2 TL 1460 # Bm Wt Included 158 # Maximum V 1460 # Max Moment 5630'# Max V (Reduced) 1283 # TL Max Deb L 1240 TL Actual Defl L / 375 LL Max Defl L / 360 LL Actual Defl L / 764 Attributes Section in') Shear (ink TL Defl Qn) LL Defl Actuat 73.83 39.38 0.53 0.26 _ _ Cdtical 59.34 9.29 0.83 0.55 Status OK OK OK OK Ratio 80% 24% _ 64% 47°k _ Fb (psi) ___Fv_ (psi) E (psi x mil) Fc I (si Values Reference Values 900 160 1.6 625 Ad'usted Values 1139 207 1.6 625 4diustments 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 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Par Un'rf LL Par Unif TL Start End 88 H = 140 0 9.25 113 I = 180 9.25 16.5 H R7 = 1298 R2 = 1460 SPAN = 16.5 FT Uniform and partial unitonn loads are tbs per lineal R. v~a- _ BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 523¢65779 PtfW 2103 ROOF FRAMING H3 (ELEV A) Date: 3/19/10 election 4x 10 DF-L #2 Lu = 0.0 Ff -~ Conditlons NDS 2005 Min Bearing Area R1= 3.3 in' R2= 3.3 in' (1.5) DL Defl= 0.04 in Data Attributes Actual critical Status Ratio Values Adnrstrnen(s Beam Span 6.5 R Reaction 1 LL 1259 # Reaction 2 LL 1259 # Beam Wl per R 7.87 # Read(on 1 TL 2041 # Reaction 2 TL 2041 # Bm Wt Included 51 # Maximum V 2041 # Max Moment 3316'# Max V (Reduced) 1557 # TL Max Defl L / 240 TL Actual Defl L !960 LL Max Defl L / 360 LL Actual Defl L!>1000 Section (in') Shear (ink TL Defl (in) LL Defl 49.91 32.38 0.08 0.04 32.04 11.28 0.33 0.22 OK OK OK OK 64% _ 35% 25% 19% Fb s~ Fv (ps) E (psi x mip Fc ~ (psi) Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 _ _ CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 388 UnHortn TL: 620 = A Unfform Load A 0 R 1 = 2041 R2 = 2041 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per linoal ft. V(S BeamChek v2009 licensed (o: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 ROOF FRAMING H3 (ELEV B) __ Date: 3119/10 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.7 in' R2= 4.7 in= (1.5) DL pefl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adiustmen(s Beam Span 6.5 ft Reaction 1 LL 1220 # Reaction 2 LL 879 # Beam Wt per ft 7.87 # Reaction 1 TL 2329 # Reaction 2 TL 2916 # Bm Wt Inducted 51 # Maximum V 2916 # Max Moment 4322'# Max V (Reduced) 2848 # TL Max Defl L / 240 TL Actual Deb L 1628 LL Max Deb L / 360 LL Actual Deb L / >1000 Section (n') Shear (ink TL D efl ~ LL Defl 49.91 32.38 _ 0.12 0.04 41.75 20.64 0.33 0.22 OK OK OK OK __ 84% 84% 38% 19% _ Fb si Fv si E si x miq _ Fc ~ (psi) Reference Values 900 180 1.6 625 Ad'usted Values_ _ _ 1242 207 1.8 825 _ _ CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear SVess WA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft L Point TL _ Distance Par UnH LL Par Unif TL Stag End B = 1839 5.25 388 H = 620 0 5.25 50 I = 80 5.25 6.5 O H Pt bads: B 0 R 7 = 2329 R2 = 2916 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v-~ BeamChek v2009 licensed to: Welter Consulting Engineers, P.C. Reg # 523465779 PLAN 2103 ROOF FRAMING Bt Date: 3119/10 Selection 4x 8 DF-L #2 Lu = 0_0 Ft C~ir' ss NDS 2005 Min Rearinn Arna R7= 1 ~ ins R7. t ~ ins r1 St nl nen= n nA i.. ~~ Attributes Actual Critical Status Ratio Values Adiustrnents Loads Beam Span ~ 9.0 ft Reaction 1 LL 450 # Read(an 2 LL 450 # Beam Wt per ft 8.17 # Reaction 1 TL 748 # Reaction 2 TL 748 # Bm Wt Inducted 55 # Maximum V 748 # Max Moment 7682 Yf Max V (Reduced) 647 # TL Max Defl L / 240 TL Actual Defl L 1854 LL Max Defl L / 360 LL Actual Defl L / > 1000 Sedion~n~ Shear (In') TL Defl (in) LL Defl 30.66 25.38 0.17 0.08 15.00 4.69 0.45 0.30 OK OK OK OK 49% 18% 37% 28% Fb (ps) Fv (psi) E (psi x mil) Fc ~ (psi) Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 7.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use_ 1.00 1.00 1.00__ 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Unform Load A Q R1 = 748 R2 = 748 SPAN = 9 FT Uniform and partial unHorm loads are Ibs per lineal ft. Vr1 BeamChek v2009 licensed fo: Weller Consulting Engineers, P. C. Reg p 5234-b5779 PLAN 2103 UPPER FLOOR FRAMING TYPICAL JOIST Date: 3/19/10 Selection 2x 12 HF #T ~ 18 In oc_ _ _ _ Lu = 0.0 FI Conditions NDS 2005, Repetitive Use Min Bearing Area Rt= 1.3 in' R2= 1.3 in' (1.5) DL Defl= 0.11 in Data AtMbufes Actual Critical Status Rallo Valuas ~ustments Beam Span 15.5 ft Reaction 1 LL 413 # Reaction 2 LL 413 # Beam Wt per ft 0 # Readion 1 TL 517 # Readion 2 TL 517 # Bm Wf Inducted 0 # Maximum V 517 # Max Moment 2002'# Max V (Reduced) 454 # TL Max Deft L / 240 TL Actual Deft L 1453 LL Max Deb L /360 LL Actual Deb L / 622 Section (ink Shear (in') TL Defl (n) LL Defl 31.64 16.88 0.41 0.30 24.58 4.54 0.78 0.52 OK OK OK OK 78% 27°k _ _ _53% 58°k Fb si Fv si E i x mil Fc I si Reference Values 850 150 1.3 405 Adjusted Valuas 978 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr RepetAive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 7.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Un'rform LL 53 Uniform TL: 67 = A Uniform Load A R1=517 R2=517 SPAN = 15.5 FT Unrform and partial uniform loads are Ibs per lineal iL Vas BeamChek v2009 licensed fo: Wollor Consulting Engineers, P.C. Reg # 523465779 PLAN 2103 UPPER FLOOR FRAMING 1YPICAL HEADER Date: 3/19110 Sete 4x 8 DF-L #2 _ _ _ Lu = 0.0 Ft Contlitions NDS 2005 Min Searrng Area R 2= !.& in' R2= 1.8 in' f1,5) DL Defl= 0.03 in Data Beam Span 5.5 ft Reaction 1 LL 688 # Reaction 2 LL 688 # Beam VJt per ft 6.17 # Reaction 1 TL 1096 # Reaction 2 TL 1098 # Bm Wt Included 34 # Maximum V 1096 # Max Moment 1507'# Max V (Reduced) 855 # TL Max Defl L 1240 TL Actual Defl L / >1000 LL Max Defl L 1360 LL Actual Defl L />t00D AftdAutes Section in Sh_ ear in'~ TL Defl in) LL Defl Actual 30.66 25.38 0.06 0.03 Critical 15.46 7.13 0.28 0.18 Status OK OK OK OK Ratio 50% 28°k 20% 169'° Fb si Fv si E si x mi Fc ~ si _ _ Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 dustmen I CF Slze Factor 1.300 Duration 1.00 1.00 Repetitive 1.00 Shear Stress N/A H = 80 0 5.5 H Uniform Load A Ri = 1096 R2 = 1096 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. V~9 - -- .- - - - ' BeamChek v2009lfcensed to: We!lerConsuldrtg Engineers, P.C. Reg # 5234-6$779 PLAN 2103 UPPER FLOOR FRAMING H4 Date: 3/19!10 Selection 4x 10 DF-L #2 _ _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4.8 in' R2= 4.8 in' (1.5) DL Defl= 0.06 in Data Anbu Actual Critical Status Ratio Values Adjustments Beam Span 6.5 ft Reacton 1 LL 813 # Reaction 2 LL 813 # Beam Wt per ft 7.87 # ReaIXion 1 TL 3023 # Reaction 2 TL 3023 # em Wt Included 51 # Maximum V 3023 # Max Moment 2975 YF Max V (Reduced) 2110 # TL Max Deb L 1240 TL Actual Defl L / 854 LL Max Defl L / 360 LL Actual Defl L / >7000 -Section (n~ __ Shear (n~ TL Defl (in) LL Defl 49.91 32.38 0.09 0.03 28.75 15.29 0.33 0.22 OK OK OK OK 58% 47% 28°k 13% _ Fb si Fv (psi) E (psi x mil) Fc 1 (PS7 Reference Values 900 180 1.6 825 Ad'usted Values 1242 _207 1.6 625 CF Size Factor 1.200 _ Cd Duration 1.15 1.15 Cr Repeli6ve 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 _ 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 La = 0.00 Ft Loatls Uniform LL: 250 _ Unitonn TL: 313 = A L _ Point TL Distance _ Par Unif TL Start End 8=1722 0.5 H=80 0 6.5 c =17zz s.o H Uniform Load A Pt loads: B 0 Rt =3023 R2 = 3023 SPAN = 6.5 FT UnHortn and part(al uniform loads are Ibs per lineal ft. v~ BeamChek v2OO9 licensed !o: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 UPPER FLOOR FRAMING H5 (ELGV A) Date: 3/19/10 Selection 3-1/8x 9 G_LB 24FV4 DFlDF Lu = 0.0 Ft Con itions NDS 2005 R?in Searing Area R?= 5.1 in' R2= 5.1 in' j1.5) DL Defl= 0.07 in Reoom Camber= 0.11 in J Data Beam Span 6.5 R Reaction 1 LL 2072 # Read'an 2 LL 2072 # Beam Wt per ft 6.83 # Reaction 1 TL 3313 # Reaction 2 TL 3313 # Bm Wt Inducted 44 # Maximum V 3313 # Max Moment 5383 Yi Max V (Reduced) 2548 # TL Max Deb L / 240 TL Actual Defl L / 527 Attributes Section (in'Z___ Shear_(in') T_L Defl (ice LL Defl Actual 42.19 28.13 0.15 0.08 Critical 23.41 13.85 0.33 0.22 Status OK OK OK OK Ratio 55% 49% 46% 36°k Fb s'i) Fv si E (psi x mil) Fc ~ (psi) Values Reference Values 2400 240 1.8 650 Ad usted Values 2760 27_6 1.8 650_ ____ _ Dots Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A H = 620 0 6.5 I = 80 0 6.5 I H ( Uniform Load A L~ -__ --- 0 Q Rt = 33t3 R2 = 3313 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal R. vZ) BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 523465779 PLAN 2103 UPPER FLOOR FRAMING HS (ELEV B) _ _ Date: 3119/10 Selection 3.1 /8x 9 GLB 24F-V4 DF/OF ~ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.6 ins R2= 6.0 in' (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in ata Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.5 ft Reaction 1 LL 2005 # Reaction 2 LL 1558 # Beam Wt per ft 6.83 # Reaction 1 TL 3630 # Readion 2 TL 3905 # Bm Wt Indudod 44 # Maximum V 3905 # Max Moment 6463 `# Max V (Reduced) 3605 # TL Max Deb L / 240 TL Adual Deb L /407 LL Max Defl L / 360 LL Adual Defl L / >1000 Sedion (ink Shear~in~ TL Deb (in) LL Defl _ _ 42.19 28.13 0.19 0.07 28.10 19.59 0.33 0.22 OK OK OK OK 67% 70% 59% 33% Fb si Fv E si x mil Fc ~ (si Reference Values 2400 240 1.8 650 Ad usted Values 2760 276 1.8 _ _ 650 Cv Votume 1.000 Cd Duration 1.15 1.15 Cr RepetAive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 250 Uniform TL: 313 = A _ _ Point TL Distance Par Unit LL Par Unif TL Start End B = 1839 5.0 388 H = 820 0 5.0 I = 80 0 6.5 1 H Uniform Load A Pt loads: ^B 0 Rt =3630 R2 = 3805 SPAN = 8.5 FT Unform and partial uniform beds are Ibs per lineal ft. a _ BeamCRek v2009 licensed fo: WeJler Consulting Engineers, P.C. Reg # 523465779 PLAN 2103 UPPER FLOOR FRAMING H6 (ELEV A) Dete: 3119/10 Selection 3-1/8x 8 GLB 24F-V4 DF/DF Lu = 0.0 Ft Condffions NDS 2005 Min Bearing Area R1= 4.1 in' R2= 6.4 in' (1.5) OL Defl= 0.13 in Recom Cambe r- 0.19 in 0~ Beam Span 6.5 fl Reaction 1 LL 1206 # Reaction 2 LL 1840 # Beam Wt per ft 6.83 # Reaction 1 TL 2644 # Reaction 2 TL 4130 # Bm Wt Inducted 44 # Maximum V 4130 # Max Moment 6781 '# Max V (Reduced) 3280 # TL Max Defl L / 240 TL Actual Defl L / 431 LL Max Defl L /360 LL Actual Defl L / >1000 Attdbutes Section In Shear i TL Defl in LL Defl Actual 42.19 28.13 0.18 0.05 Critical 29.48 17.82 0.33 0.22 Status OK OK OK OK Ratio 70% 63% 5fi% 25% Values Reference Values 2400 240 Ad'usted Values 2760 276 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A B = 2041 4.0 413 1 =660 4.0 6.5 H ~ Uniform Load A ~ Pt loads: ^B -~ R1 = 2844 R2 = 4130 SPAN = 6.5 FT Uniform and partial unlfonn loads are Ibs per lineal ft. vt~ BeamChek v20091icensod to: Weller Consulting Engineers, P.C. Reg # 5234.65779 PLAN 2103 UPPER FLOOR FRAMING H6 (ELEV B) Date: 3119/10 -- - -- Seledion 3-1l8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 MIn Bearing Area R1= 4.2 inz R2= 5.5 in' (1.5) DL Defl= 0.15 in Recom Camber- 0.23 in Data Attributes Actual Critical Status Ratio Vatues Adjustments Beam Span 6.5 fl Reaction 1 LL 1044 # Reaction 2 LL 1159 # Beam Wl per ft 6.83 # Reaction 1 TL 2721 # Reaction 2 TL 3576 # Bm Wt Inducted 44 # Maximum V 3578 # Max Moment 7088'# Max V (Reduced) 3133 # TL Max Defl L / 240 TL Actual Defl L !409 LL Max Defl L /360 LL Actual Defl L />1000 _ Section (ink Shear (n~ TL Defl (in) LL Defl 42.19 28.13 0.19 _ 0.04 30.82 17.03 0.33 0.22 OK OK OK OK 73% 61% 59% 18% _ Fb (psi) Fv (psi) E (DSi x_mill Fc ~ (ps) Reference Values 2400 240 1.8 650 Ad'usled Values 2760 276 1.8 _6_50 _ Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetdive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads _ Unform LL: 310 Un"rfonn TL: 388 = A Point TL Distance Par Unif LL Par Un1I TL Start End B=2916 4.0 H=80 0 6.5 75 I = 120 4.0 6.5 H [Y Uniform Load A PI loads: 0 R1 = 2721 R2 = 3578 SPAN = 6.5 FT Un'rfonn and partial uniionn loads are Ibs per lineal ft. v~- ' BeamChek v2009 licensed lo: WelferConsufBrrg Engineers, P. C. Reg # 5234-65779 PLAN 2103 UPPER FLOOR FRAMING B2 Date: 3/19!10 -_- (2) 2x 12 HF #2 Lu = 0.O Fl Conditions NDS 2005 _ _ ` Min Bearing Area R1= 3.8 in' R2= 3.8 in' (1.5) DL Defl= 0.01 in Data Beam Span 6.0 ft Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 8.2 # Reaction 1 TL 1525 # Reaction 2 TL 1525 # Bm Wt Inducted 49 # Maximum V 1525 # Max Moment 2287'# Max V (Reduced) 1048 # TL Max Defl L / 240 TL Actual Defl L />10L10 LL Max Defl L / 360 LL Actual Defl L. I > 1000 Attdbutes Section in Shear (ink TL Defl (in) LL Defl Actual 63.28 33.75 0.04 0.03 Cri6gl 32.29 10.48 0.30 0.20 Status OK OK OK OK Ratio 51% 31% 12°k 13°k Fb (psi Fv (psi) E (psi x mil) Fc ~ (psi) Values Reference Values 850 150 1.3 405 Ad'usted Values 650 150_ 1.3 405 _ Adjustments ~ CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.0_0 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unfform LL: 400 Uniform TL: 500 = A Uniform Load A 0 0 Rt = 1525 R2 = 1525 SPAN = 8 FT Uniform and partial un(form loads are ibs per Iineai ft. BeamChek v20091icensed lo. Welter Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 UPPER FLOOR FRAMING B3 (ELEV A) _ Date: 3119/10 el 'on 6J14x 16.1!2 GLB 24F-V4 DFJDF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 10.8 in' R2= 9.9 in' (1.5) DL Defl= 0.40 in Recom Camber- 0.61 in Data Beam Span 22.0 ft Readion 1 LL 4514 # Reaction 2 LL 3996 # Beam Wt per fl 27.06 # Readion 1 TL 7033 # Reaction 2 TL 6433 # Bm Wt Included 595 # Maximum V 7033 # Max Moment 37353'# Max V (Reduced) 6122 # TL Max Defl L / 240 TL Adual Defl L / 300 LL Max Defl L !360 LL Adual Defl L 1554 ri utos Section (ink Shear (irt°) TL Defl (in1 LL Oefl Actual 306.28 111.38 0.88 0.48 Critical 199.12 38.26 1.10 0.73 Status OK OK OK OK Ratio 65% 34% _ 80% 85°k Fb sl Fv~Psi) _ E (psi x mit) Fc I (ps) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2251 240 1.8 650 4diusfinents Cv Volume 0.938 _ Cd Duration 1.00 1.00 Cr Repetitive 1.00 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 __ _ ~,~ds __ Uniform TL: 80 = A Par Unif LL Par Unit TL Start End 380 H = 475 0 12.0 260 I = 325 12.0 22.0 50 J = 80 0 12.0 75 K = 120 12.0 22.0 ~- J I H r Uniform Load A I R1 = 7033 R2 =6433 SPAN = 72 FT Uniform and par8al uniform loads are Ibs per lineal ft. a BeamChek v2009 licensed to: Welfer Consulting Engineers, P.C. Rog # 523485779 PLAN 2103 UPPER FLOOR FRAMING 63 (ELEV B) _ Date: 3119/10 alech'on L 6-314x 18 GLB 24F-V4 DFIDF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 12.3 in' R2= 12,2 in' f 1.51 DL Defl= 0.43 in Rrrnm Camtwr= 0 F4 fo Data A 'bates Actual Critical Status Ratio Values Adjustments Beam Span 22.0 R Reaction 1 LL 4903 # Reaction 2 LL 4657 # Beam Wt per ft 29.52 # Reaction 1 TL 8023 # Reaction 2 TL 7928 # Bm Wt Included 650 # Maximum V 8023 # Max Moment 45689 `# Max V (Reduced) 6967 # TL Max Defl L / 240 TL Actual Defl L / 316 LL Max Defl L /360 LL Actual Defl L! 642 Section (ink Shear (ink T_L Defl (in) LL Defl 364.50 121.50 0.84 0.41 _ 213.63 37.86 1.10 0.73 OK OK OK OK 59% _ 31% 76°k 56% Fb (psi)_ _ Fv (psi) E (psi x mip Fc ~ (ps) _ _ Reference Values 2400 240 1.8 650 Ad'usted Values 2566 27.6_ 1.8 650 Cv Volume 0.930 __ __ 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 1.0000 Rb = 0.00 Le = 0.00 Ft _ _ f Loads Uniform TL: 80 = A _ _ Point TL Distance Par Unif LL Par Und TL StaA___ _ End B = 752 12.0 380 H = 475 0 12.0 260 I = 325 12.0 22.0 75 J = 120 0 12.0 150 K = 240 12.0 T 22.0 K J I H Uniform Load A PI bads: R1 =8023 R2 = 7928 SPAN = 22 FT Uniform and partial unlfortn loads are Ibs per lineal ft. vZ7 BeamChek v2OO91icensed to: Wellor Consulfing Engineers, P. C. Reg # 5234-65779 PLAN 2103 UPPER FLOOR FRAMING 64 Oate:3/29!10 Sel ion _ _ 5-1l8x 16-112 GLB 24F-V4 DF/DF Lu = OA Ff - ~ CondfAions NDS 2005 Min Bearing Area R1= 11.2 in' R2= 7.2 in° (1.5) DL Defl= 0.41 in Recom Camber = 0.62 in Dafa Beam Span 15.0 ft Reaction 1 LL 1755 # Reacion 2 LL 945 # Beam Wt per ft 20.55 # Reaction 1 TL 7251 # Reacion 2 TL 4690 # Bm Wt Included 308 # Maximum V 7251 # Max Moment 32899'# Max V (Reduced) 6439 # TL Max Deb L / 240 TL Actual Deb L / 381 LL Max Defl L 1360 LL Actual De0 I !>1000 Afbibufes Section {ink Shear (ink TL Defl Actual 232.55 84.56 0.47 CrBigl 143.04 34.99 0.75 Status OK OK OK Ratio 62% 41% 63% _ Fb(psi)_ _Fv ps Values Reference Values 2400 240 Ad'usled Values 2760 276 Adiustmenfs Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch ShearSVess N!A Load 0.08 - - 0.50 OK 12% E (psi x mild Fc I (psi) 1.8 650 1.8 650 1.00 1.00 275 H = 44 50 I = 80 J=80 6.0 15.0 0 15.0 J ~--- - I H Uniform Load A Ptloads: Rt = 7251 R2 =4690 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. lability 1.0000 Rb = 0.00 VL s 13eamChek v20091icensed to: Weller Consulfing F_ngineers, P.C. Reg # 5234-65779 PLAN 2103 UPPER FLOOR FRAMING 65 Date: 3!19110 Selection 5-1/Sx 12 GLB 24F-V4 DF/DF _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.0 in' R2= 8.0 in: (1.5) DL Defl= 0.17 in Recom Camber- 0.26 in Data Beam Spen 14.5 ft Reaction 1 LL 4080 # Reaction 2 LL 4060 # Beam Wt per ft 14.94 # Reaction 1 TL 5183 # Reaction 2 TL 5183 # Bm Wt Included 217 # Maximum V 5183 # Max Moment 18790'# Max V (Reduced) 4468 # TL Max Defl L / 240 TL Actual Defl L / 294 LL Max Defl L / 360 LL Actual Deb L / 416 Attributes _ Section (ink Shear (ink TL Defl (in) LL Defl Actual 123.00 61.50 0.59 0.42 CriGpl 93.95 27.93 0.73 0.48 Status OK OK OK OK Ratio 769'° 45% 82% 87% Values Reference Values 2400 240 Ad usted Values 2400 240 Adiustnrents Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress WA Loads Uniform Load A 0 R1 = 5183 R2 = 5183 SPAN = 14.5 FT Unform and partial unrform loads are Ibs per lineal fl. BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 MAIN FLOOR FRAMING TYPICAL JOI ST Date: 3/19!10 Selection ~ 10 HF #2 ~ 16 in oc Lu = 0.0 Fl Conditions NDS 2005, Repetitive Use Min Bearing Area R1= 1.0 ins R2= 1.0 in' (1.5) DL Defl= 0.09 in Da a Beam Span 12.5 ft Reaction 1 LL 333 # Reaction 2 LL 333 # Beam Wt per ft 0 # Reaction 1 TL 417 # Reaction 2 TL 417 # Bm Wt InGuded 0 # Maximum V 417 # Max Moment 1302'# Max V (Reduced) 365 # TL Max Defl L / 240 TL Actual Defl L /480 LL Max Deb L !360 LL Actual De0 L /660 Afln'bulas Section (ink Shear (ink TL Defl (in) LL Defl Actual 21.39 13.88 0.31 0.23 Critipl 14.53 3.65 0.63 0.42 Status OK OK OK OK Ratio 68% 26% 50% 55% Values Reference Values 850 150 t.3 405 Ad'usted Values 1075 150 1.3 405 Adiuslmenls CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 _ 1.00 1.00 1.00 _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 FI Loads Un iform LL: 53 Unrfonn TL: 67 = A Un'dorm Load A Q R1=417 R2=417 SPAN = 12.5 FT Uniform and partial uniform loads are Ibs per Pineal fl. V~ BeamChek v2009licensed to: Welter Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 MAIN FLOOR FRAMING TYPICAL BEAM Date: 3/79/10 ion 4x 8 DF-L #2 Lu = 0.0 Ft itrons NDS 2005 Min Bearing Area R7= 3.2 in' R2= 3.2 in' 11.57 DL Defl= 0.01 in Data Atfribu es Actual Critical Status Ratio Values Adjustments Loads Beam Span 4.0 fl Reaction 1 LL 1600 # Reaction 2 LL 1600 # Beam Wt per ft 6.17 # Reaction 1 TL 2012 # Reaction 2 TL 2012 # Bm Wt Included 25 # Maximum V 2012 # Max Moment 2012 Yt Max V (Reduced) 1404 # TL Max Defl L 1240 TL Actual Defl L t >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (ink TL_ Deb (in) LL Defl 30.66 25.38 0.04 0.03 20.64 11.70 0.20 0.13 OK OK OK OK _ 67% 46% 18°h t9°k Fb si Fv (psi) E (psi x mil) Fc ~ si Reference Values 900 180 1.8 _ 625 Ad'usted Values 1170 180_ _ 1.8 ___625 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 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 800 Uniform TL: 1000 = A Uniform Load A Q R1 = 2012 R2 = 2012 SPAN = 4 FT Uniform and partial uniform loads are Ibs per Ilneal ft. ~/3l BeamChek v20091icensed to: WellerCansulting Engineers, P.C. Reg # 5234-65779 PLAN 2103 MAIN FLOOR FRAMING TWICAL BEAM Date: 3/19/10 io r4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.5 in' R2= 2.5 in' (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.25 ft Reaction 1 LL 1250 # Reaction 2 LL 1250 # Beam Wt per ft 8.17 # Reaction 1 TL 1582 # Reaction 2 TL 1582 # Bm Wt Includetl 39 # Maximum V 1582 # Max Moment 2472'# Max V (Reduced) 1276 # TL Max Defl L / 240 TL Actual Defl L / 696 LL Max Defl L / 360 LL Actual Defl L ! 973 _ Section (id) - Shear (ink TL Defl (in) LL Deb - 30.66 25.38 0.11 0.08 25.35 10.63 0.31 D.21 OK OK OK OK 63°k 42% 34% 37°h Fb (psi) Fv (psi) E (DSI x mip Fc ~ (psi) Reference Values 900 180 1.6 625 Ad'usled Values _ 1170 _ _ __ 180 1.6 625 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 1.00 1.00 i CI Stability 1.0000 Rb = 0.00 Le = 0. 00 Fl loads Uniform LL: 400 Uni(orn TL: 500 = A Uniform Loed A R1 =1582 R2 =1582 SPAN = 8.25 PT Uniform and partial uniform loads are Ibs per lineal ft. c«-.e, Inc. ex a_ A•_CCUnxs Fay Eb_e S.^.t et 1nco1:E5 J.^u_:rel 1-US-[ C•11 ='ayr. 1 CaLcO ':?J1 CnLer =nvo:rv:•: k:MNNSf. ~MNLU1'M!N'1' :GCUN L'fY GCCAR:IG6: - In: C1CV 602365921 Invoice daze: 1-OS-11 Payment: 1 -0S it Ct soount: ncc CUnClno: 1-0511 -r° :a.nnm : . 00 ?91.69 Isbic acct: 10-AS-999-a10U: _eo. _ acct: _y-11~-V00-2 100 Conc:.LtmenL .fah: Cost Cade: Caleyury: Irrav: De_cr luLior.: fl'.000 AEtdLna•]2t .VU 294. tl9 tvsaY =crxts Tuxa_ L:,.u;ce amUO0.L' _99.N8 Fr::m:.a::a, Lr:. cL a1 Acvcunle ?ayaG_? ~a:er 1eve L_?3 JeUfnal 1-?°-2P71 F.:yr. 2 NR3K[`k7 ~ - ]uvoicr. eU23 ES921, L:i1:S fwLni Lon Lul~te _L peYlotl 1 _-O i-1.I , FCEE3t OP.E. Lnc. FL 31 .Ra:i:ouU L3 Pnj 3v1B Elltat 7:~NiC29 :ulYR3: I-CS-2!ill Payr. g l JSI''1'3CALS PC9C?C: Nej FCtFd NUmbEi cT l-vo'_ces 1 C :.morn .,-.f lovnire.-. 'zuL. NJ .D"J GP11 RnL :.i.DGER RLfAP I+CCavot AIGV`nnt :1C1E UJ-11S-06C°~21 L'JU AttouatE Fa'iatle, Trade LO-lli-lii-81000 F3Yr^ll 'nzc: : ycnef il.- :S;mbe[ of Entri on r; rt::a cd: .. JC9 r08: 3>CA? .-td:~ Lsl criCes r.OC c[eaCec. ,.:. PU.^;^.7NE IMNRRY kE?C2T Ent[iea t[om A1' Enter iavo: cos i-Qi-:t FU5te1 Nuvuct c[ eo Lt `_es 2 V06i- ^ndit .]0 191.91 L51.81 ... Re]etterJ .00 an L'OE1V(: 'i(%1'ALb Fu-Le:1 Re_'ecCetl NU::i:et' UL e:~L[le9 J Jeflt A:aunt 29J.aJ .00 CrOdit A.^o~aot 1'11.87 .VU F[ooY ,pG - .c:u.or v, Lr.:. ;.. .:1 -accts foj•aCl~ Cnte[ lnve: ce3 Journal I-C5-7.C:1 ?ayc G ,ph CO:= ~ K13'I' RN'i Rl n'e P(i14tl 5 I:nmhcr of £.nl ries C