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2379 Structural Calcs (2)STRUCTURAL DESIGN FOR PLAN 2379 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. 3 9 to P coq w~sy/NC ~ ~° ' ~ ~ s l - ! ~ I ~ ~ ~9„ ~lO~yTEa~o ~.4~a /ON~L ENG ~E~aea Oa/25//t /y'~ C'U/K-~ Gb' i i r~0~ C,r qtr ~G77 ~'f' WELLER CONSULTING PROJECT NO. 10-022 21925 8TH PL W DATE 03!09/10 80THELL, WA 9802'1 PREPARED BY Mark Weller, P.E. (425) 488 - 9868 (425) 486 - 6715 FAX i B Y- -------------------- DESIGN CRITERIA PER THE 2006 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1614 Design Per ASCE 7-OS Section 12.8 Equivalent Lateral force Procedure Base Shear: V = Cs * W Cs=Seismic Response Coefficient W =Effective Seismic Weight Site /Project Specific llesign Values: Ss = 1.25 per USGS S, ~ 0.40 per USGS Site Class D (Default) Seismic Design Category D R = 6.5 from Table 12.2-1 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 6.4 Design Wind Pressure: Ps = 2, 4 Iw " PS30 where: ]c =Exposure Factor Kra =Topographic Factor Iw =Importance Factor PS3a =Base Design Pressure Site/Project Specific Values: Basic Wind Spccd = 85 mph (V3s) 7. = 1.40 Exposure "C" (<30') KZr= 1.00 Iw = 1.00 PS3a =sec ASCE 7-05, Figure 6-2 STANDARD DESIGN INFORMATION The information 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 2304.9.1 ANCHOR BOLTS: 5/8" 0 x 10", A307 or better, w/ 7" min. Embedment. V = 1328 N /bolt CONCRETE DESIGN per Chapter 19 & ACI 318-OS Concrece: f~ = 2500 psi Rebar. fY = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or ual SHEAR WALL SCHEDULE (SEF. 2006 IBC table 2306.4.1 & Section 2306.4.1) All shear walls to be sheathed from top plate to bottom glaze. Block all panel odges. Nail spacing is for all panel edges. Space naik @ 12" o.c. along intermediate framing members. SW~ v = 260 pif 7/16" OSB, w/ 8d (0.113" 0) nails @ 6" o.c. Anchorage (interior walls only} to SINGLE joist 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 beknv: 16d (box) @ 4" o.c. SW-3 v ~ 190 pif 7/16" OSB, w/ 8d (0.113" 8) nails @ 3' o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 3" o.c. NOTE: ust min 3" nominal studs (k} adjoining panel edges SW-2 v = 640 plf 7/16" OSB, w/ 8d (0.113" 0) nails @ 2" o.c. (staggered) Anchorage (interior walls only) to 4x (min.) BEAM or b8cg below: 16d (box) @ 2" o.c. NOTE: use min 3" nomioal studs (~3 adjoining panel edges The shear values above are based upon the use of 8d bo: nails with a full hud, a shank diameter of 0.113", and s minimum penetration of 1375". From Tabk 2306.4.1 use IS/J2; Sd values with a 0.729 reduction for Hem-Fir & 1.1 increase for wind. SW-2C v = 830 plf 7l16" OSB, w/ 8d (0.131" 0) COMMON nails @ 2" o.c. (staggered) Anchorage (interior walls only) to 4x (min.) BGAM or bikg below: 16d (box) @ 2" o.c. NOTE: use min 3" nomioal studs @ adjoining panel edges 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 1.5". From 7'aDle 2306.4.1 use IS~J2; Sd values with a 0.93 reduction for flem-Fir & 1.4 increase for wind. 16d®16"O.G 5HEAR WALL EDGE NAILING RIM JOIST LOCATE SHEATHING JOINT ®COMMON MEMBER SHEAR TRANSFER C~ EXTERIOR WALL DETAIL SEISMIC & WIND ANALYSIS # 10-022 FOR PLAN 2379-Z SEISMIC: PER ASCE 7-05 SECTION 12.8 SEISMIC BASE SHEAR: V = 0.1282 w Dead Loads: Roof = 15 psf (horz. framing) & 10 psf (partition) WR = 1395 SF [~ (15 + 10) psf = 34,875 # Floor = 10 psf (horz framing) & 10 psf (partition) WuF = 1728 SF @ (10 + 10) psf = 34,560 # VerUca! Distribuflon Level Weigbi (wl Height (h) w x h Roof 34,875 18 627,750 64% VR = 4,019 # Upper 34,560 10 345,600 36% VuF = 2,213 # Total 69,435 973,350 Total = 6,231 # WIND: PER ASCE 7-05 SECTION 6.4 side/side FR= 36 SF ~ 20.16 psf = 726 # A c30 48 SF ~ 3.22 psf = 155 # B c30 235 SF (~ 14.56 psf = 3,422 # C e30 30 SF @ 3.36 psf = 101 # D c30 Total Roof sls: FR = 4,403 # Fur = 96 SF (d 20.16 psf = 1,935 # A c30 0 SF ~ 3.22 psf = 0 # B C30 285 SF @ 14.56 psf = 4,150 # C c30 0 SF ~ 3.36 psf = 0 # D c30 Total Upper Floor s/s: Fur = 6,085 # Total s/s = 10,488 # fronUback FR= 32 SF Q 20.16 psf= 645 # A c30 60 SF @ 3.22 psf= 193 # B c30 215 SF @ 14.56 psf = 3,130 # C c30 168 SF @ 3.36 psf = 564 # D c30 Total Roof flb: FR= 4,533 # FuF = 96 SF @ 20.16 psf = 1,935 # A c30 0 SF (~ 3.22 psf = 0 # B c30 355 SF @ 14.56 psf, 5,169 # C c30 37 SF Q 3.36 psf = 124 # D <30 Total Upper Floor f/b: FuF = 7,226 # Total f/b = 11,762 # SUMMARY: Wind co»tro/s both levels, both directions, except @, roof. WIND: PER ASCE 7-05 SECTION 6.4.2.1.1 349 SF @ 10.0 pSf = 3,490 # 381 SF Q 10.0 psf = 3,810 # Total sis = 7,300 # 475 SF ~ 10.0 psf = 4,750 # 488 SF @ 10.0 psf = 4,880 # Total f/b = 9,630 # n UPPER FLOOR SHEAR WALLS side/eide: Va = 5,224 # v = 137 pli LEA = 38.0 ft Line LTais 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 REAR 19 2612 # a 4.5 94 plf SW-6 1.78 1.00 1.30 8 3389 #-ft 486 #-ft 632 # 4 4 b 14.5 94 plf SW-6 0.55 1.00 1.30 8 10920 #-ft 5046 #-ft 364 # Rdl Rdl c 8.75 94 pH SW-6 0.91 1.00 1.30 8 6589 i~ft 4838 #~R 519 # 4 4 27.75 FRONT 19 2612 # a 3.5 156 plf SW-6 2.29 0.88 1.30 8 4367 #-ft 294 #-ft 1154 # 4 4 b 3.5 156 plf SW~ 2.29 0.88 1.30 8 4367 #-ft 294 #-ft 1154 # 4 4 c 5.5 156 plf SW~ 1.45 1.00 1.30 8 6862 #-ft 726 #-ft 1100 # 4 4 d 4.25 156 plf SW-6 1.88 1.00 1.30 8 5302 #-ft 434 #-ft 1134 # 4 4 TOTAL 38 6,224 # 16.75 fronU back: VR = 6,224 # v = 134 plf LEFF = 39.0 ft Line LTa~s V Length Shear Shear Wall H / W Seismic Redundancy Height MoT MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) 1T/C) LeR/Front Right l Back LCEN 19.5 2612 # a 18.5 99 plf SW-6 0.43 1.00 1.30 8 14589 #-ft 8214 #-ft 293 # 1 RdI b 8 99 plf SW~ 1.00 1.00 1.30 8 6309 #-ft 1536 #-ft S74 # 4 4 26.5 RIGHT 19.5 2612 # a 14.25 95 plf SW-6 0.56 1.00 1.30 8 iD829 #-ft 4874 #-ft 378 # 1 Rdl b 13.25 95 plf SW-6 0.60 1.00 1.30 8 10069 #-ft 4214 #-ft 405 # Rdl 1 lJ MAIN FLOOR SHEAR WALLS side/side: V uf = 5,263 # v = 139 ptf L EFT = 38.0 ft Line Ltt,is V Length Shear Shear W'a(I H / W Seismic Redundancy Height Mar MR Uplift Resisting EfemeM Type Ratio Ratio Factor (p) (ft) (TIC) Left !Front Right /Back REAR 9 3859 # a 4.5 234 plf SW-6 2.00 1.00 1.30 9 9472 ti-ft 547 #-ft 2602 # 1 5 b 9 234 plf SW-6 1.00 1.00 1.30 9 18943 #-ft 2187 #-ft 1833 # 5 5 c 3 234 plf SW-3 3.00 0.67 1.30 9 6314 #-ft 243 #-ft 2533 # 5 5 16.5 MID 16.5 2285 # a 11 208 plf SW-6 0.82 1.00 1.30 9 20568 #-ft 3267 ~ft 1538 # 5 5 FMID 10 2906 # a 4 363 plf SW-3 2.25 0.89 1.30 9 13075 #-ft 432 #-ft 3148 # 6 6 b 4 363 plf SW-3 2.25 0.89 1.30 9 13075 fRft 432 #-ft 4282 # 6 6 8 FRONT 2.5 1438 # a 2 359 plf SW-2C 3.50 0.57 1.30 7 6471 #-ft 108 #-ft 4329 # 6 6 b 2 359 plf SW-2C 3.50 0.57 1.30 7 6471 #-ft 108 #-ft 3175 # 6 6 TOTAL 38 10,488 # 4 froht/ back: V ~ = 6,537 # v = 128 plf LEA = 51.0 ft Line LrR,s V Length Shear Shear Wall H ! W Seismic Redundancy Height Mar MR Uplift Resisting Element LCEN 16 4663 # a 7 455 plf SW-3 1.29 1.00 1.30 9 28661 #-ft 1323 #-ft 3883 # 6 6 b 3.25 455 plf SW-2 2.77 0.72 1,30 9 13307 #-ft 285 #-ft 3996 # 6 6 10.25 RCEN 19 2435 # a 7 162 plf SW-6 1.29 1.00 1.30 9 10229 #-ft 1323 #-ft 1250 # 1 5 b 8 162 plf SW6 1.13 1.00 1.30 9 11690 tFft 1728 #-ft 1220 # 5 2 8 3(3y 15 RIGHT 10 3894 # a 14.25 142 plf SW-6 0.63 1.00 1.30 9 18160 #-ft 5483 #-ft 845 # 1 5 b 13.25 142 plf SW-6 0.68 1.00 1.30 9 16886 #-ft 4740 #-ft 875 # 5 1 TOTAL 5f 11,782 # 27.5 U ROOF DIAPHRAGM FRONT: @ 3.5' walls; v = 7 x 156! 12 = 91 plf OK ~5.5'wall;v=5.5x156!16=54pff OK ~4.25'wall;v=4.25x156/11=60p1f OK UPPER FLOOR DIAPHRAGM REAR: vnet = 9 x 139 / 39 = 32 plf OK MID: v = 2285 / 20 = 114 plf OK FMID: vr~ar = 7.5 x 139 / 14 = 75 pN v front = 2906 114 - 75 = 133 plf OK Locate gist over wa!!, extend shear wali sheathing & nailing to joist, SEE Detail FRONT: v = 1438 / 20 = 72 plf OK LCEN: vnet = 16 x 128 / 18 = 114 plf OK T = 18.5 x 99 = 1932 # ADD (2) CS16 rim to rim, ADD (5) A35 rim to wall top plate RCEN: v = 2435 / 20 = 122 plf OK RIGHT: v = 2459 / 26 = 95 plf OK ANCHOR 80LTS 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(bolt) = 1.6 x 8601 2 = 688 # FMID: ~ 4' walls; V = 4 x 383 =1452 # (3) 5/8" A.B. REQ'D FRONT: ~ 2' walls; V = 2 x 473 = 946 # (2) 518" A.B. REQ'D LCEN: @ 7' wall; V = 7 x 465 = 3185 # (5) 518" A.B. REQ'D 3.25' wall; V = 3.25 x 45S .1479 # (3) 5l8" A.B. REQ'D RESISTING ELEMENT Roy Dead Load Reaction 1 Perpendicular Exterior Wall T~ = VcoeNea = Hw,uc x vMIN 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 # 6 STHD14 or STHDI4RJ ~ 5025 # .~. n /\ ~~ _~~L- pVf1VIy~L UL MPROVGO frlrt:;l - -.- 'IFM2FROC.IFARAN(:4 ' Gr[S FIREYIACF W511L1 ~ Syyn LCP ML(5 t: 5Y[CS ~ r BEDAOOM ~ Bd7H y ~ ~\1 +a. + C t . I~ tiv- a .+.~ t9 A T~ (~~ _~ `" ~ ~~ BED. 1 ~ k 1 / i ~`' .~ l a• " 1~; ,. I1 /~ ~ ~~+ ~.It._4::4 01 H. •...r~ ~.+i) ~ _ BED 2 y~_. ~) L~ MA *:a' 3-' ~ ~ s-e4 ~ s 'n~ - I~ ~~: _.,.... avr. eEO i; eEO ~ F~oNT ~h O CS76 TO WALL BELOW O2 CS76 TO HEADER BELOW O3 CS16 TO BEAM BELOW NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS ~ ~r'.s' ~ ~ NOOK < . ' ~ GREAT R4 .~`.. ~.,yyr r ~ jl \ ~= r--- ~- _ f ~"~ ~ - ... __. --. ~~ ~~ ~Y ho ~) m) nle (q LAYER AT 0.C• pl tAV(R'6' ~. -_ ` fiE<%)IREO CM All WALLS:A)PP() IIG~ O~p µ~Y A EECOSO SiCRY. PEP ABC Rant' l R COMBUSTION NR ~ y GAS fiREO GAMGE )O"X2Z~ C 1 SY'A~ [n 4. 'DES OElT M1 AYlb MiTO,• ~ A(:ftSS i ~ >• ~ uviNG , GARAGE ~~ r,..o r~Aa 3 fVT GARAGE ~ ~~~ Of mf ~ ~iosp.o I ~ ~ -~-. F , ~l ~d `" ~^F. ~ STI~o(4 LTG? lJ-~- (4) ec~a' ~ 1~ ADD (2) CS16 RIM 70 RIM ~2 ADD (5) A35 RIM TO WALL TOP PLATE Q LOCATE JOIST OVER WALL, EXTEND SHEAR WALL SHEATHING & NAILING TO JOIST, SEE DETAIL B ® EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL C O ADD (3) A35 TO CORNER, SEE DETAIL D © A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL E ~7 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL F ® A HDOS HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN, SEE DETAIL G O9 A HD08 HOLOOWN MAY BE USED IN LIEU OF THE STHDI4RJ HOEDOWN, SEE DETAIL H NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O MAIN FLOOR SHEAR WALLS L~ ~~ Q3 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL F ® A HD08 HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN, SEE DETAIL G Q5 A HDOS HOEDOWN MAYBE USED IN LIEU OF THE STH014RJ HOEDOWN, SEE DETAIL H NOTE: USE 5/8" ~ ANCFIOR BOLTS W/ 3" x 3" x 1/4" WASE[ERS 5'-0" O.C, U.N.O OA (2) 578^ A.B. REO'D © (5) 518" A.Q. REO'D FOUNDATION PLAN O1 CONCRETE STEM WALL TO BE 2' - 0" MIN. ABOVE GARAGE SLAB A HTT22 HOEDOWN MAYBE USED IN LfEU OF THE STHDiO HOEDOWN, SEE DETAIL E W ~ ,~'[ LLER CUNSUL'CING I-.NGINEERS, P.C. 21925 8TH PL W • BO'1'HELL, WA 98021 1'H. (425) 488 - 9868 • FAX (425) 486 -1,715 TRUSSES PER PLAN 1DA ®6" O.C. VENTED BLOCKING H7 ~ 24" O.C. DETAIL A J J Q ~ tOd ~ 6" O.C. FLOOR SHEATIING = LOCATE J015i OVER SHEAR WALL LL w - EXTEND 511EAR WALL SHEATHING 3"MIN ABOVE TOP PLATE, NAIL SHEATHING i0 J015T PER SHEAR WALL EDGE NAILING DETAIL B JOB NAME PLAN 2379 ~ Z JOB NUMBER 10-022 PREPARED BY MW DATE 3 l91 l0 SIIF.F.T NO. l.$ OF (.1~ DETAIL C WINDOW /DOOR ~ FRAMING WINDOW /DOOR ~ HEADER PROVIDE (2} ROW5 OF _ 8A ®2" O.C. SHEAR WALL TO HEADER W ~ WFLLER CONSULTING ENGINEERS, P.C. 21925 8711 PL W • UO'fHELL, WA 98021 PH. (425) 488 - 9868 • PAX (425) 486 - 671 S EXTERIOR WALL 16d ~ 16" O.C. A35 PER PLAN t6d ®t6"O.C. 8d f~ 4" O.G. (PLAN VIEW) DETAIL D (2) 2 x _ HF t 2 5TUD5 HT'f 22 HOLOONM 557816 R1M ,10157 W/ 50LID BLOCKING SILL PLATE a e ~ d e e 0 e i e a 708 NAME PLAN 2779' Z JOB NUMBER 10-022 PREPARED BY M W DATF. 3 / 9 / 10 SHEET NO. L9 OP 110 (2)2x_HFt251UD5 HTT 22 HOEDOWN 557616 P.T. SILL PLATE o ,~ ° 4 • e DETAIL E DETAIL F W ~ WL•LLF,R CONSULTING ENGINEERS, P.C. 21925 8771 PL W • DOTI IF.I.I., WA 98021 PH. (425) 488 - 9868 • I~AX (425) 48G - 6715 4x6DFt2 HDL)8 HOEDOWN 557828 P.7. SILL PLATE a • G ° a A • 4 6 • DETAIL G )OB NAPS PLAN 2379 ' Z lOH NUMBER w-nz2 PREPAREDDY MW I>,\lL 3 i 9,' 16 SHF.F.T NO. LJO OF t_-.te -4z6DFA2 HDQB HOLDOVYIJ 557828 p,~A,JOf$7W1501ID BLOCKING SILL PLATE a n a • a DETAIL H v~ ~ DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE 2 2 X POST ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U N 0 NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 4x12DF#2 H2: 4x10DF#2 COLUMNS: C1: ~3)2x6HF#2 ROOF FRAMING PLAN (ELEVATION A) Vz DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PR01/IDE (2) 2 X POST (D. 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: 3 1I8 x 9 GLB (24F-V4) H3: 4x10DF#2 COLUMNS: C1: (3)2x6HF#2 ROOF FRAMING PLAN (ELEVATION B) ate _ V3 ~~- - z- --~ _ -_- - GL ~ ~ ~` ~.=~` G ~~ z.rz ~~ o•~ DESIGN LOADS: FLOOR DL = 10 PSF ~ + j LL = 40 PSF ~ I ~'~~~~~ JOISTS: 2 x 12 HF # 2 (a7 16" O.C. ~ ~, ~ ~ G3 NOTE: PROVIDE WS2i0 HANGERS (rD - - -- __ .,.,,,\ H _<.., ~ i ALL FLUSH FRAMED ENDS _~„~ _~ , HEADERS: 4 x 8 DF # 2 U.N.O. ! `°""^~^ ~ ,..~ G3.,~.,,; .,. -. t NOTE: PROVIDE (1) Z X TRIMMER HANGERS: I•j 4 ~ ~ ~ @ ALL HEADERS U.N.O HGR1: LUS210-2 ,~.•• s ~ ,r ~. p H4: 3 1/8 x 9 GLB (24F-V4) HGR2: HUC410 G4~C5 --i"~ ~ - H5: 5 1!8 x 13 1/2 GLB (24F-V4) ~: ~5 T BEAMS: NOTE: PROVIDE (2) ROWS OF 1/4" x 41/2" SDS ~. ~- rte,,.,,; ~~~ ~~ ~ ~ G2' NOTE: PROVIDE (2J 2X POST SCREWS @ 16" O.C. LEDGER TO RIM AT ALL ~ ^~ !'- @ALL BEAMS U.N.O. TRUSS LEDGER CONNECTIONS ~ B1: 31/8 x 101/2 GLB 24F-V4 ~~ G'~. <-~- ~ • \ ~ /~~~ A 62: (2) 2 x 12 HF # 2 NOTE. PROVIDE SOLID FRAMING r ~ . ` ~- p 63: (2) 2 x 12 HF # 2 IN JOIST SPACE TO FOUNDATION L-~ '~--=~T--~~_ : _ _ _ _ _ _ _ 64: 3 1/8 x 10 112 GLB (24F-V4) FOR ALL PT. LOADS ABOVE KS 6B 8 g 65: 51/8 x 15 GLB (24F-V4) GV .~, a P~H 66: NOT USED B7: 4x10DF#2 B8: 4x10DF#2 B9: 5 1/4 x 11 1/4 PSL (3RD CAR OPTION ONLY) COLUMNS: C2: (2)2x6HF#2 C3: 4x4DF#2W/AC4 C4: (3)2x6HF#2 C5: 6 x 6 DF # 2 W/ AC6 8 A666 (3RD CAR OPTION ONLY) G6: 4 x 4 P.T. W/AC4 8 AB44 .. - -~ ~ _ , UPPER FLOOR FRAMING PLAN - - - - - -I-_ ~ ~ I ~1 4b ~w'CC• ~.7 S- -' I ~I I I ~--- ' , - Q---O -- ,_ ' a _ ~~ J \_' ~ t U _ - - _ ~ 1 I 1 ~~ Illlr, _ _ _ _ _ w I 1 I p.ra .., I I . -". 'I ~ 1 I ~i / I ~1 ~~ I I ' I Ih ! ~ ~ Zy-ILbI(. I ~ I ~ 1 ,. b ~ i i i i I , _ - - - - - 1 I I I ~ -- - - ~~ ---1 ,.....,-----~ -, - - - - -- ,; DESIGN LOADS: FLOOR DL =10 PSF LL = 40 PSF JOISTS:2x10HF#2(tD16"OC NOTE: PROVIDE LUS28 HANGERS (~ 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 1 x 8 POST ~ ALL BEAM SPLICES U.N.O. COLUMNS: C7: 4x4DF#2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE v¢ MAIN FLOOR FRAMING PLAN vs BeamChek v2009 liconsed to: Welh:r Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 - 2 ROOF FRAMING _ GT1 (FOR REACTIONS ONLI~ Date: 3!09/10 Seler ' 3-1Bx 12 GLB 24F-V4 DF/DF Lu = 0.0 Fl Conditions NDS 2005 Min Bearing Area Rt= 2.0 W R2= 2.0 in' (1.5) DL D~1= 0. 40 N Recom Camber- 0.60 in Data Beam Span 20.5 R Reac6em 1 LL 769 # Reaction 2 LL 769 # Beam Wt per ft 9.11 # Reaction 1 TL 1323 # Reaction 2 TL 1323 # em Wt InUuded 1 B7 # Maximum V 1323 # Max Moment 8782'# Max V (Reduced) 1194 # TL Mex Deb L / 240 TL Actual Defl L / 322 LL Max Defl L /380 LL Actual Deb L / 670 - Attributes Sedbn m° Shear m TL Dell n LL Defl Adual Critical Status Ratio Values Adjustments Loa 75.00 37.50 0.78 0.37 29.49 8.49 1.03 0.88 OK OK OK OK 39°~ 17% 75% 54°ifo Fb si Fv si E si x mil Fcl s Reference Values 2400 240 1.8 850 Ad'usted Values 2780 278 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitnre 1.00 Ch ShearSUess N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1,0000 Rb = 0.00 Lo = 0.00 Ft Uniform TL' 120 = A Uniform load A R1 ~ 1323 R2 =1323 SPAN =20.5 Ff Uniform and partial uniform loads are Ibs per lineal ft. v~ BeamChek v20091icensed to: Wetter Consulting Engineers, P, C. ~ Reg # 523465779 PLAN 2379-Z ROOF FRAMING GT2 (FOR REACTIONS ONLI~ Date: 3/09/10 Spec rfQil S-1f8x 22-112 GLB 24F-V4 DFfDF Lu = 0.0 Ft CorxkGans NDS 2005 Min Bearing Area R t = 14.6 in' R2= 14.8 ins (1.5) DL Defl= 0 .64 in Recom Cambe r- 0.96 in mss: Beam Span 28.0 ft Reaction 1 LL 5888 # Reaction 2 LL 5688 # Beam Wl per ft 28.02 # Reaction 1 TL 9492 # Reaction 2 TL 9492 # Bm Wl Included 785 # Maximum V 9492 # Max Moment 68446 yEt Max V (Reduced) 8221 # TL Max Defl L / 240 TL Actual Dell L / 2t32 LL Max Defl L /360 LL Actual Defl L / 525 Af6ibutes Section (ink Shear (ink TI. Defl (in) LL Oefl Actual 432.42 115.31 1.28 0.64 Critical 318.62 44.68 1.40 0.93 Status OK OK OK OK Rabe 73°h 39% 929b 69% Fb i Fv st E id x mil Fc I psi) Values Reference Value s 2400 240 1.8 650 Adusted Values 2518 276 1.8 650 ~¢(lrstmenls Cv Volume 0.912 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch ShearSUess N/A Cm Wat Use 7.00 1.00 1.00 7.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft ~Q$ Uniform LL: 406 Uniform TL: 650 = A Uniform Load A R1 =9492 R2 =9492 SPAN = 28 FT UnHorm and partial uniform loads are Ibs per lineal fl. v~ _ BeamChek v2009licensed to: Weller Consulfiny Engineers, P. C. Reg # 5234-6577.9_ _ PLAN 2379 -Z ROOF FRAMING GT3 (FOR REACTIONS ONL`() Dale: 3/09110 Seleclion 5-118x 16-112 GLB 24F•V4 DFlDF _ _ Lu = 0.0 Ft C i ' ns NDS 2005 Min Bearing Area R1= 3.5 in' R2= 3.5 in: f1.51 DL Defl= 0.71 in Recom Camber-1.07 in Oata Adual Critical Status Ratio Values A~iStmrntS Beam Span 32.5 ft Reaction 1 LL 1219 # Readion 2 LL 1219 # Beam Wt por ft 20.55 # Reacton 1 TL 2284 # Readion 2 TL 2284 # Bm Wt Included 668 # Maximum V 2284 # Max Moment 78557'# Max V (Reduced) 2091 # TL Max Defl L / 240 TL Adual Oefl L / 310 LL Max Defl L /360 LL Actual Defl L ! 717 Sedion (in°) Shear (Ind TL Defl (in) LL Defl 232.55 84.56 1.26 0.54 87.01 11.36 1.63 1.08 OK OK OK OK 37% 13% 77% 50% Fb si Fv si E (psi x mil) Fc I si) Reference Values 2400 240 1.8 650 Ad'usted Values 2559 276 1.8 650 Cv Volume 0.927 Cd Durallon 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A i 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: 75 Unform TL: 120 = A Uniform Load A Rt = 2284 R2 =2264 SPAN = 32.5 FT Uniform and partial unffortn loads are Ibs per lineal ft. vs 13eamChek v2009 licensed to: Welter Consulting Engineers, P.C. Reg # 523465779 PLAN 2378-2 ROOF FRAMING GT4 (FOR REACTIONS ONLI~ Oate: 3109/10 _ Selec ion ~ 5.1 /8x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 12.7 in' R2= 14.8 in' (1.5) DL Defl= 0.68 in Recom Camber-1.02 In Beam Span 28.0 ft Reaction 1 LL 3779 # Reaction 2 LL 5458 # Beam Wt per ft 29.89 # Reaction 1 TL 8259 # Reaction 2 TL 9641 # Bm Wt Included 837 # Maximum V 9641 # Max Moment 68362 # Max V (Reduced) 8282 # TL Max Deb L ! 240 TL Actual Defl L ! 284 "bute Section in° __ Shear (irt°) TL Defl (In) LL Defl Actual 492.00 123.00 1.18 0.50 Cdticel 327.86 45.01 1.40 0.93 Status OK OK OK OK Ratio 67% 37% 84% 54°h _ Fb i Fv si E si x mil) Fc I si Value Reference Values 2400 240 1.8 650 Ad'usted Values 2502 276 1.8 _ 650 A~stments Cv Volume 0.907 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A CI Stability 1.0000 Rh = 0.00 Le = 0.00 Ft Loads _ ~__ _ Point TL Distance Par Unif LL Par Unif TL Slart End B = 2284 6.0 50 H = 80 0 6.0 406 1 = 650 G.0 28.0 Q I Pt loads: B 0 R t = 8259 RZ = 9641 SPAN = 28 FT Uniform and partial uniform bads are Ibs per lineal ft. ~ BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. ~~~~-- --~~ Reg # 5234-65779 PLAN 2379-Z ROOF FRAMING TYPICAL HEADER Dale: 3/09/70 Selection 4x 8 DF-L #2 Lu = 0.0 Ft C i ions NDS 2005 Min Bearing Area R1= 3.2 in' R2= 3.2 in' (1.5) DL Oefl= 0. 05 in Data Beam Span 5.5 ft Reaction 1 LL 1220 # Read'wn 2 LL 1220 # Beam Wt per ft 6.17 # Reaction 1 TL 1969 # Reaction 2 TL 1969 # Bm Wt Included 34 # Maximum V 1969 # Max Moment 2708'# Max V (Reduced) 1537 # TL Max Deb L / 240 TL Actual Defl L 1670 LL Max Defl L /380 LL Adua1 Defl L />1000 Attributes Sadlon ink _ Shear (ink 7L Defl (in) LL De~ Actual 30.66 25.38 0.10 0.05 Critical 24.15 tt.t4 0.28 0.18 Status OK OK OK OK Ratio 79% 44°k 36% 28% Fb si) Fv {psl E (psi x Values Reference Values 900 180 1.6 Ad'usted Values___ _ 1346 207 1.6 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress WA Loads Uniform Load A d R1 = 1969 R2 = 1969 SPAN = $.5 FT Unitwm and partial uniform loads are Ibs per lineal ft. v~ BeamChek v2009 licensed to: Weller Consu/rYng Engineers, P. C. Rag # 523465779 PLAN 2379-2 ROOF FRAMING H1 Oate: 3!09/10 4x 12 OFD #2 Lu = 0.0 Ft CondiDOns NOS 2005 Min Bearing Area R1= 2.3 fn' R2= 3.7 In' (1.51 DL Defl>. 0 10 n Data Aflrtbutas Actual Critical Status Ratio v~r~~:: lldjuspncnfS Beam Span 6.5 fl Reaction 1 LL 471 # Reaction 2 LL 989 # Beam Wl per fl 9.57 # Reaction t TL 1457 # Reaction 2 TL 2285 # Bm Wl Induded 81 # Maximum V 2285 # Max Moment 5381'# Max V (Reduced) 1838 # TL Max Dell L / 240 TL Adual Deft L /794 LL Max Deft L /360 LL Actual Dell L />1000 Section in Shear m TL Defl in LL Defl 73.83 39.38 0.13 0.03 56.72 13.30 0.43 0.28 OK OK OK OK 77% 34% 30% 11% Fb psr Fv si E si x mil) Fc! (paf) Reference Values 900 180 1.8 625 ~ i Ad"usted Values 1139 207 1.8 625 CF Size Fedor 1.100 Cd Ouratlon 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 7.00 CI Stability 1.0000 RD = 0.00 Le = 0.00 Ft Load Point TL Distance Par Unif LL Par Urn! TL Start End B = 1323 4.25 50 H = 80 0 4.25 294 I = 470 4.25 8.5 I H Pt loads: B R t = 1457 R2 =2$65 SPAN = 8.5 FT UnHonn and partial uniform loads are Ibs per lineal fl. v~ ~ BeamChek v20091icensed lo: We1lerConsulling Engineers, P. C. Reg # 5234.65779 PLAN 2379-2 ROOF FRAMING H2 (EL(=V A) Date: 3109/10 Selection 4x 10 DF-L #2 _ Lu = 0.0 Ft i' s NDS2005 Min Bear(ng Area R1= 3.7 in' R2= 3.7 ins (1.5) DL DeB= 0. 04 in D~ Beam Span 6.5 ft Reaction 1 LL 1442 # Reaction 2 LL 1442 # Beam Wt per fl 7.87 # Reactipn 1 TL 2333 # Reaction 2 TL 2333 # Bm Wt Inducted 51 # Maximum V 2333 # Max Moment 3791 '# Max V (Reduced) 1780 # TL Max Deb L / 240 TL Actual Defl L !840 Attn'bu as Sed'wn In Shear (n~ TL Defl (in) LL De Actual 49.91 32.38 0.09 0.05 Critipl 36.83 12.90 0.33 0.22 Status OK OK OK OK Ratio 73% 40% 29% 22°ro Fb si Fv (psi) E (psi x i Values Reference Values 900 180 1.6 Ad'usted Values 1242 207 1.6 Adiuslmenfs CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress WA 1.0000 Rb = 0.00 Le = 0.00 Ft Loags Uniform LL: 444 Uniform TL: 710 = A Uniform Load A 0 R1 = 2333 R2 = 2333 SPAN = 6.5 FT Uniform and paAial uniform loads are Ibs per lineal K. v(Z BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2378-Z ROOF FRAMING H2 (ELEV B) Date: 3!09/10 Selection 3-1/8x 9 GL8 24F-V4 DF1DF _ Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4.1 in' R2= 4.4 in° (1.5) DL Defl= 0.13 in Recom Camber- 0.19 in Data Beam Span 6.5 ft Reaction 1 LL 710 # Reaction 2 LL 1289 # Beam Wt per ft 6.83 # Reaction 1 TL 2651 # Reaction 2 TL 2875 # Bm WI Included 44 # Maximum V 2875 # Max Moment 5787'# Max V (Reduced) 2586 # TL Max Defl L ! 240 TL Actual Defl L f 462 LL Max Defl L /360 LL Actual Deb L I>1000 Attri Section (in') Shear (ink TL Defl (in) LL Defl Actual 42.19 28.13 0.17 0.04 Critical 25.08 14.05 0.33 022 Status OK OK OK OK Ratio 59% 50% 52% 19% Fb si Fv (psi) E (psi x mil) Fc ~ (Psi) Values Reference Values 2400 240 1.8 650 Ad"usted Values 2760 276 1.8 650 Adiustmonts Cv Volume 1,000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress NIA oa s _ Point TL Distance Par Unif LL Par Unit TL Start End 8 = 2284 2.25 50 H = 80 0 2.25 444 I = 710 2.25 6.5 I H Pt loads: _ Q R1 = 2651 R2 = 2875 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. vr~ BeamCAek v2009 licensed ta: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379-2. ROOF FRAMING H3 (ELEV B) Date: 3!09110 Selection r4x 10 DF_L #2 Lu = 0.0 Ft Conditions NOS 2005 Min Bearing Area R7= 4.0 in' R2= 4.2 in' (1.5) DL Defl= 0.07 in P~133 Beam Span 5.5 R Readion 1 LL 1111 # Reaction 2 LL 641 # Beam Wt per ft 7.87 # Readion 1 TL 2525 # Reacion 2 TL 2804 # Bm Wt Induded 43 # Maximum V 2604 # Max Moment 4445'# Max V (Reduced) 2537 # TL Max Deft L ! 240 TL Adual Defl L / 754 LL Max Deb L / 360 LL Adual Defl L / > 1000 Attribu Sedion in' Shear m TL Deb in LL Defl Adual 49.91 32.38 0.09 0.02 Critical 42.94 18.38 0.28 0.18 Status OK, OK OK OK Ratro 8896 5796 32% 11 °Ja Fb (psi) Fv (psi) E (psi x mil) Fc ~ (ps) Values Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 Adiustments CF Size Fador 1.200 Cd Duration 1.15 1.15 Cr Repetftive 1.00 Ch Shear Stress N!A Loads Point TL Distance Par Unif LL Par Unif TL StaA End B = 2284 3.75 444 H = 710 0 3.75 50 1= 80 3.75 5.5 t_ ~ H Pt loads: B R1 = 2525 R2 = 2604 SPAN = 5.5 FT Uniform and partial uniform bads are Ibs per lineal ft. vi4 , BeamChek v2009 licensed ro: Weller Consulting Engineers, P.C, Reg # 5234-65779 PLAN 2379 -Z. UPPER FLOOR FRAMING TYPICAL JOIST Date: 3!09/10 Selection 2x 12 HF #2 ~ 16 in oo Lu = 0.0 Ft Condi s NOS 2005, Repetitive Use Min Bearing Area R7= 1.2 in= R2= 1.2 in' (1.5) DL Defl= 0.10 in eta Atfribu e^ Actual Critical Status Ratio lues Adiusbnenfs Beam Span 15.0 ft Reaction 1 LL 400 # Reaction 2 LL 400 # Beam Wt per ft 0 # Reaction 1 TL 500 # Reaction 2 TL 500 # Bm Wt Included 0 # Maximum V 500 # Max Moment 1875 Y1 Max V (Reduced) 437 # TL Max Defl L 1240 TL Actual Defl L / 499 LL Max Defl L !360 LL Actual Defl L / 687 Section (n') Shear (ink TL Defl (n) LL Defl 31.64 18.88 0.36 0.26 23.02 4.37 0.75 0.50 OK OK OK OK 73°Jo 26% 48% 52% Fb (psi) Fv (psi) E (psi x mil) Fc 1 psi) Reference Values 850 150 1.3 405 Ad'usted Values 978 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch ShearSVess NIA Cm Wet Use 1.00 1.00 1.00 1.00 _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Un'rform LL: 53 Uniform TL 67 = A Urrrform Load A Rt -500 R2 =500 SPAN = 15 FT Uniform and pardal uniform loads are Ibs per lineal ft. v(S : Welter Consulting Engineers, P.C. Reg # 52346577- 9 ~ BeamC/rek vZOQ9 Nc enred 10 UPPER FLOOR FRAMING PLAN 2379- x- Date: 3/09/10 _ TYPICAL HEADER Lu = 0.0 Se ~ ' 4x 8 DF-L #2 _ _ --- - - itions NDS 2005 rea i R1= 2.0 in' R2= 2.0 in' (1.5) DL Defl= 0.03 in _____ Mln Bear ng A 1 LL 825 # 825 # Reaction 2 tl D a Beam Span 5.5 ft Reactbn 1 TL 1268 # 1268 # Reaction 2 TL Beam Wt per ft 6.17 # Reaction em Wt Included 34 # Maximum V 1268 # Max Moment 1744'# Max V (Reduced) 990 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L /360 LL Actual Defl L / >1000 -- A ributes Section (in°) Shear (n TL Deb in LL Defl 03 0 Actual 30.68 25.38 D.O6 8 . 18 0 Critical 17.88 8'25 0 2 . OK Status OK OK 2% OK 23% 19% _ -- Ratio 58% _ 3 .. _ , , .. _,,, Fr I insil _ Values RtlIC~CP~ .a,v~~ -- 180 Ad usted Values 1170_ Adjustments CF Size Factor 1-300 1.00 Cd Duration 1 ~~ CrRepetitive 1-~ Ch Shear Stress WA _ ...~ 5.5 F( Unffam Load A Q ~ 68 R1 = 1288 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v~~ BeamClrelc v2009 !!tensed to: Weller Consulfing Engineers, P.C. Reg # 523465779 PLAN 2379~Z UPPER FLOOR FRAMING TYPICAL HEADER _ Date: 3109/10 Selec i 4x 8 DF-L #2 Lu = 0.0 Ft -~ dilions NDS 2005 Min Bearing Area R7= 5.2 in' R2= 2.5 in' (1.5) DL Defl= 0.07 in Dam Beam Span 4.5 ft Reaction 1 LL 973 # Readian 2 LL 572 # Beam Wt per ft 6.17 # Reaction 1 TL 3226 # Reaction 2 TL 1570 # Bm Wt InUuded 28 # Maximum V 3226 # Max Momant 3195'# Max V (Reduced) 2579 # TL Max Deft L / 240 TL Actual Defl L /661 Ll Max Defl L / 360 Ll Acual Defl L ! > 1000 AKnbutes SeUlon in' Shear pn~ TL Defl (in) LL pefl AUual Critical Status Ratio Values ~usrmr:nls 30.66 25.38 0.08 0.02 28.50 18.69 0.23 0.15 OK OK OK OK 93% 74% 36% 11% _ _ Fb (ps) Fv (psi) E (psi x mil) Fc 1 (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 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 Uniform LL: 220 Loads Uniform TL: 275 = A __ Point TL Distance Par Unit LL__ Par Unif TL Start _ End 8 = 2284 125 H = 80 0 4.5 444 I = 710 0 1.25 H ~ Unlfortn Laad A I Pt loads: B 0 R 1 = 3226 R2 = 1570 SPAN = 4.5 FT Un'rform and paAial uniform bads are fbs per Pineal fl. vn BeamChekw20091icensed Coto: Weller Consulting Engineers, P.C. Reg # 523465779 PLAN 2379~Z UPPER FLOOR FRAMING TYPICAL HEADER Oate: 3l09f10 _ ~ ~- Selech'on 4x 8 DF-L #2 Lu = 0.0 Ft ~ 'bons NDS 2005 _ Min Bearing Area R1= 5.7 in' R2= 1.9 ins (1.5) OL Defl= 0.16 in Data Beam Span 6.5 ft Reaction 1 LL 743 # Reaction 2 LL 367 # Beam Wt per ft 6.17 # Reaction 1 TL 3559 # Reaction 2 TL 1211 # Bm Wt Included 40 # Maximum V 3559 # Max Moment 3114 Y! Max V (Reduced) 2988 # TL Max Deft L / 240 TL Actual Defl L 1407 LL Max Defl L /360 LL Actual Deb L / >1000 A dDute Section in' Shear i 7L Defl in LL Defl _ _ Actual 30.66 25.38 0.19 0.03 Critical 27.77 21.65 0.33 0.22 Status OK OK OK OK Ratio 91% 85% 59% 14% Fb (psq Fv (PSi)_ E (psi x mil) Fc1(psi) J Values Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 Adiusiments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Rb Loads Un_ifo_nn LL: 63 Uniform TL: 100 = A_ _ _ _ Point TL Distance Par Unif LL Par Unif TL Start l:~ 8=2525 1.0 H=80 0 6.5 444 I = 710 0 1.0 40 J = 50 0 6.5 J 0 H Uniform Load A Pt loads: B 0 R1 =3559 R2 = 1211 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v~~ 9aamChek v20091icensed fo: Weller Consulting Engineers, P.C. Reg # 5234.65779 PLAN 237g_2 UPPER FLOOR FRAMING H4 Date: 3109110 S~ 3.118x 9 GLB 24F-V4 DFIDF Lu = 0.0 Fl i "ons NDS 2005 _ _ _ . Dafa Beam Span 8.5 fl Reaction 1 LL 2352 # Reaction 2 LL Beam VVt per ft 6.83 # Reaction 1 TL 3727 # Reaction 2 TL Bm Wt Included 44 # Maximum V 3727 # Max Moment 6057'# Max V (Reduced) 2867 # TL Max Defl L / 240 TL Actual Defl L 1470 LL Max Defl L /380 LL Actual Dell L /887 AtttiDUfes Seclbn In ,deaf x1' 1 L Uea In LL ue Actual 42.19 28.13 0.17 0.09 Crilipl 30.28 17.92 0.33 0.22 Status OK OK OK OK Ratio 72% 84% 51% 41% Fb (psi Fv (psi) E si x Values Reference Values 2400 240 1.8 Ad'wsted Values 2400 240 1.8 Adiusbner/fs Cv Vokmle 1.000 Cd Duration 1.00 1.00 Cr Repetitive 7.00 Ch Shear Stress N/A Loads UnHorm LL: 280 Urtifonn TL: 350 = A Par Unil LL Par lhlif TL SteA End 444 H = 710 0 6.5 1= 80 0 8.5 I H Uniform Load A R1 = 3727 R2 = 3727 SPAN = 8.5 FT Uniform and partial uniform loads are Iba per lineal R. vn _ BeamChek v2009 Ilcensed lo: Wolfer Consulting Engrneara, P. C. Reg M 5234-85779 PLAN 2379-2 UPPER FLOOR FRAMING ~ Date: 3/09!10 Selection 5-118x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft _~ Condfiona NDS 2005 Min Rwarinn Arww R7= R 2 in' R2. 8.2 in' f1.51 DL Defl• 0.26 in Recom Camber= 0.39 in Actual Critical Status Ratio Values AdLshny,~ 1 Beam Span 16.5 ft Reaction 1 LL 2478 8 2475 p Reaction 2 LL Beam Wt per fl 16.81 # Readlon 1 TL 4037 p Reaction 2 TL 4037 # em yyt Included 277 # Maximum V 4037 Y Max Moment 16652 YF Max V (Reduced) 3488 Y TL Max Dell L / 240 TL Actual Deft L 1377 LL Max Defl L /360 LL Actual Defl L 1743 Section in Shear in') TL Defl (in 155.67 69.19 0.53 LL Dell 0.27 72.40 18.95 0.83 0.55 OK OK OK OK 47% 27% 64% 48% Fb Fv E ~ x Fc I si Reference Values 2400 240 1.8 650 Ad'usted Values 2760 278 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress WA cm wet use 1.f)0 t00 1.00 1.00 CI Stability 1.0000 Rb • 0.00 Le = 0.00 Ft Unrform LL: 250 Uniform TL: 313 = A Par Untf LL Par Unif TL Start End H = 80 0 16.5 50 I = 80 0 16.5 I H Undorm Loed A R1 = 4ai7 R2 =4037 SPAN = 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vz BeamChek v2009 licensed to: Weller Consulting Engweers, P.C. Reg # 5234-65779_ PLAN 2379-Z UPPER FLOOR FRAMING g1 Date: 3ro9/10 al 'on r3-1/8x 10-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.6 ins R2= 3.6 in' (1.5) DL Defl= 0.12 in Recom Camber- 0.17 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 12.25 fl Reaction 1 LL 1838 # Reaction 2 LL 1838 # Beam Wt per K 7.97 # Reaction 1 TL 2346 # ReaUian 2 TL 2346 # Bm Wt Included 98 # Maximum V 2346 # Max Moment 7184 W Max V (Reduced) 2011 # TL Max Deb L t 240 TL Actual Defl L / 371 LL Max Defl L /360 LL Actual Defl L / 528 Section rn° Shear in~_ _TL Defl (in) LL Defl 57.42 32.81 0.40 0.28 35.92 12.57 0.61 0.41 OK OK OK OK 83% 38% 65% 68% _ Fb si) Fv (psi) E (psi x miq _ Fc I sr Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 _ 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 1.00 1__.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 375 = A Uniform Load A 0 R1 = 2348 R2 = 2346 SPAN = 12.25 FT Uniform and partial uniform loads are Ibs per lineal ft. f-1 ~/L( BeamChek v2009 ffcensed to: Wolter Consulh'ng Engineers, P.C. Reg # 5234-65779 PLAN 2379-2 UPPER FLOOR FRAMING g2 Date: 3108!10 Selection (2) 2x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4.1 in' R2= 4.1 in: (1.5) DL Defl= <0.01 in. Data Beam Span 5.5 ft Reacton 1 LL 1320 # Reacfion 2 LL 1320 # Beam Wl per ft 8.2 # Read'an 1 TL 1673 # Reaction 2 TL 1673 # Bm Wt Included 4511 Maximum V 1673 # Max Moment 2300'# Max V (Reduced) 1102# TL Max DeFl L 1240 TL Actual Defl L / >1000 Attributes Section in° Shear (n~ TL Defl (in) LL Dell Actual 83.28 33.75 0.03 0.02 Critical 32.47 11.02 0.28 0.18 Status OK OK OK OK Ratio 51°k 33% 11°h 12% Fb si Fv (psq E (psi x mil) Values Reference Values 850 150 1.3 Ad'usted Values 850 150 1.3 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr RepetNive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads U niform LL: 480 Un'rfonn TL: 600 = A Uniform Load A R1 = 1673 R2 = 1673 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v~ BeamChek v2(7091icensed to: Weller Consulting Engineers, P.C. Reg # 523465779 PLAN 2379- Z UPPER FLOOR FRAMING B4 Date: 3115110 Selection 3-1 /8x 10-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft ifiOnS NDS 2005 Min Beating Area R1= 2.7 in' R2= 3.2 in' f1.51 nl neH= 0 05 in Rxnm Camhnr_ n nA ~n Q~ Affrib s Actual Critigl Status Ratio alues Adjustments Beam Span 8.0 fl Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per N 7.97 # Reaction 1 TL 1723 # Reacflon 2 TL 2106 # Bm Wt Included 64 # Maximum V 2108 # Max Moment 3879'# Max V (Reduced) 1771 # TL Max Defl L ! 240 TL Actual Defl L / 951 LL Max Defl L / 360 LL Actual Defl L ! >1000 Section (ink Shear (in') TL Defl m ~.) LL Defl - _' 57.42 32.81 0.10 0.05 19.39 11.07 0.40 0.27 OK OK OK OK 34% 34% 25% 19% Fb (psi) Fv (psi) E si x mil Fc ~ si Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 _ Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.0_0_ _ 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 375 = A _ Point TL Distance _ _ B = 766 6.0 Unform Load A Pt loads: B Q R1 = 1723 R2 = 2106 SPAN = 8 FT UnHorn and partial uniform loads are Ibs per lineal ft. ). ~~ ___ BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 2- UPPER FLOOR FRAMING 85 Date: 3109/10 J lectkur 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft i' ns NDS2005 Min Bearino Area R1= 8.0 in' R2= 8.0 in' (1.5) DL Defl= 0.25 in Recom Camber- 0.37 in Data Actual Critical Status Ratio Values Adiushnenfs Beam Span 20.0 ft Reaction 1 LL 4000 # Reaction 2 LL 4000 # Beam Wt per ft 18.68 # Reacton 1 TL 5187 # Reaction 2 TL 5187 # Bm Wl Inducted 374 # Maximum V 5187 # Max Momenl 25934 W Max V (Reduced) 4538 # TL Max Defl L / 240 TL Actual Defl L / 300 LL Max Defl L J 360 LL Actual Defl L / 433 Section (in') Shear (ink TL De0 (n) LL Defl _ 192.19 76.88 0.80 0.55 131.95 28.37 1.00 0.87 OK OK OK OK 69°~ 37°~ 80°k 83°k Fb (psi) Fv (psf) E (psi x mil) Fc ~ i Reference Values 2400 240 1.8 650 Ad'ustedValues 2359 240__ 1.8 650 Cv Volume 0.983 Cd Duration 1.00 1.00 Cr Repe0bve 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: 400 Uniform TL: 500 = A Uniform Load A 0 R7 = 5187 R2 = 5187 SPAN = 20 FT Unform and partial uniform loads are Ibs per lineal R BeamChek v20091icansed to: Weller Consulting Engineers. P. C. Reg # 5234-65779 PLAN 2379- x UPPER FLO OR FRAMING l36 Date: 3!09/10 Selection 2x 12 HF #2 Lu = 0.0 Ft Condl[ions NDS 05 Min Bea Area R1= 2.2 in' R2= 2.2 in' (1.5) DL Defl= 0.04 in Data Beam Span 8.0 ft Reaction 1 LL 360 # Reaction 2 LL 360 # Beam Wt per ft 8.2 # Reaction 1 TL 873 # Reaction 2 873 # Bm Wi Included 66 # Maximum V 873 # Max Moment 6 YI Max V (Reduced) 668 # TL Max Defl L / 24 TL Actual Defl L />t000 LL Max Defl L / 360 L Actual Defl L / >t Atfn6utes Section (in') Shear (ink _ D_e8 (i~ 8 __ Actual 63.28 33.75 6 0.02 (J oT U ~~j Critical 24.64 6.68 0.4 0.27 Status OK OK O OK Ratio 39% 20% % 7%_ _ _ _ _ __ Fb si Fv si E x mil Fc I si Values Reference Values 850 150 1. 405 Ad usted Values 150 1.3 405 _ _ _ _ Adiusfirenis CF Size Fadw .000 Cd Duration 1.00 1.00 Cr Repetiti~ 1.00 Ch SI~3r Stress N/A I = 80 0 8.0 --- ---- I H Unform load A 0 R1 = B73 R2 = 873 SPAN = 8 FT Uniform and partial uniform bads are Ibs per lineal ft. BeamCbek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234.65779 PLAN 2379 -2 UPPER FLOOR FRAMING g7 Date: 3!09110 Selection 4x 10 DF-L #2 Lu = 0.0 Fl Condfions NDS 2005 Min Bearing Area R1= 2.0 In' R2= 1.5 in' (1.5) DL DeFl= 0 .02 in Data Beam Span 5.0 ft Read'ron 1 LL 464 # Reaction 2 LL 416 # Beam Wl per ft 7.87 # Reaction 1 TL 1235 # Reaction 2 TL 917 # Bm Wt Inducted 39 # Maximum V 1235 # Max Moment 1818 Yi Max V (Reduced) 983 # TL Max Defl L / 240 TL Actual Defl L ! >1000 LL Max Detl L / 360 LL Actual Defl L J >1000 Attributes Section in Shear in TL Defl m LL Defl Actual Critical Status Ratio Values Adjustments 49.91 32.38 0.03 <0.01 20.18 8.19 0.25 0.17 OK OK OK OK 40% 25% 11°h 4% _ Fb (psi) Fv (psi) E (psi x mi Fc I si Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 7.00 Cr Repetitive 1.00 Ch Shear Stress NJA Cm Wel Use 7.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ff L ads _ _ Point TL Distance P_ar Unif LL Par Unif TL Start End B = 873 2.0 200 H = 320 0 2.0 160 I = 200 2.0 - 5.0 H Pt bads: B 0 Rt = 1235 R2 = 917 SPAN = 5 FT Uniform and partial unHortn loads are Ibs per lineal ft. Vz-1 BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Rog # 523465779 PLAN 2379-2. UPPER FLOOR FRAMING B8 Oate: 3109110 Selecffon 4x 10 DF-L #2 _ Lu = 0.0 Ft _~ Conditions NDS 2005 Min Bearing Area R1= 1.8 in' R2= 1.8 in' (1.5) DL Defl= 0.11 in A nbutes Actual Critical Status Ratio Values Adjustments Beam Span 11.0 ft Reaction 1 LL 688 # Reactlan 2 LL 688 # Beam Wt per ft 7.87 # Reaction 1 TL 1143 # Reaction 2 TL 1143 # Bm Wt Included 87 # Maximum V 1143 # Max Moment 3144 Yt Max V (Reduced) 983 # TL Max Defl L ! 240 TL Actual Defl L / 595 LL Max Defl L / 360 LL Actual Defl L />1000 _ Section in Shear in 49.91 32.38 TL Defl (in) 0.22 LL Deb 0.11 30.38 7.12 0.55 0.37 OK OK OK OK 61% 22% 40% 30°k _ Fb (psi) Fv (psi) E (psi x mil) Fc l_ si 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 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 Losd~ Uniform LL: 125 Unitorm TL: 200 = A Uniform Load A R1-1143 R-1143 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal R. v~ BeamChek v20091icensed lo: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379-Z UPPER FLOOR FRAMING B9 Date:3109l10 _ Selection 5-1/4x 11-114 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft Conte NDS 2005 Min Bearing Area R1= 12.9 in° R2= 5.5 in' (1.5) DL Defl= 0.36 in Data Atfibu e AdUal Critical Status Ratio Valu d ustments Beam Span 10.0 ft Reaclbn 1 LL 1364 # Reaction 2 LL 848 # Beam Wt per ft 18.46 # Reaction 1 TL 9677 # ReaUion 2 TL 4137 # Bm Wt Included 185 # Maximum V 9677 # Max Moment 21848 `# Max V (Reduced) 8956 # TL Max Defl L / 240 TL Actual Deb L / 302 LL Max Deb L !360 LL Actual Defl L I >1000 Section n _ Shear (ink TL Defl (in) LL Defl 110.74 59.06 0.40 0.04 78.05 40.28 0.50 0.33 OK OK OK OK 70% 66% 79% 11% Fb si Fv (psi) E (psi x mil) Fc I si Reference Values 2900 290 2.0 750 Ad'usted Values 3359 334 2.0 750 CF Size Factor _ 1.007 Cd Duration 1.15 1.15 Cr RepeliGve 1.00 CA Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 _ 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Fl d Unitorm LL: 40 Unfform TL: 50 = A Point TL Distance Par Unif LL Par Uni( TL _ Start End 8=9429 2.5 H=80 0 10.0 388 I = 620 0 2.5 113 J = 180 2.5 10.0 J C~ h Unfforrn Load A Pt loads: B R 1 =9877 R2 = 4137 SPAN = 10 FT Uniform and partial unfform bads are Ibs per lineal ft. I-~ BeamChek v200911censed !o: Wetler Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379-2 MAIN FLOOR FRAMING TYPICAL JOIST Dale: 3!09110 Selection 2x 10 HF #2 ~ 18 In oc Lu = 0.0 Ft -~ Conditions NDS 2005, Repetitive Use L,lin Faarinn Araa R1= 1 0 in' R7= 1.0 in' 11.51 DL Defl= 0.07 in Data AfMbutes Actual Critical Status Ratio Values Adiushnents Beam Span 12.0 ft Reaction 1 LL 320 # Reaction 2 LL 320 # Beam Wt per ft 0 # Reaction 1 TL 400 # Reaction 2 TL 400 # Bm Wt InGuded 0 # Maximum V 400 # Max Moment 1200'# Max V (Reduced) 349 # TL Max Oefl L 1240 TL Actual Defl L /542 LL Max Defl L !360 LL Actual Defl L / 745 Section in' Shear i TL Defl in LL Defl 21.39 13.88 0.27 0.19 13.39 3.49 0.60 0.40 OK OK OK OK 63% 25% 44% 46% Fb psi) Fv (psi) E (psi x mA) Fcl ( si) Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 CF Size FaUOr 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch ShearSVess N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Fl Loa Unitortn LL: 53 Uniform TL: 87 = A UnHann Load A 0 R1 =400 R2 =400 SPAN = 12 FT Uniform and partial uniform bads are Ibs per lineal ft. v~ SeamChek v2009 7rcensed (o: Weller Consulting Engineers, P.C. R_eg # 5234-65779 PLAN 2379-2 MAIN FLOOR FRAMING TYPICAL BEAM Date: 3709110 election 4x 8 DF-L #2 Lu = 0.0 Ft CondJfions NDS 2005 Min Bearing Area R1= 2.8 in= R2= 2.8 in' (1.5) DL Defl= 0.01 in A tes Actual Critical Status Ratio Vafues Adiusfinents Loads Beam Span 4.5 ft Reaction 1 LL 1395 # Reaction 2 LL 1395 # Beam Wt per ft 6.17 # Reaction 1 TL 1758 # Reaction 2 TL 1758 # Bm Wt Included 28 # Maximum V 1758 # Max Moment 1977'# Max V (Reduced) 1286 # TL Max Defl L / 240 TL Actual Defl L ! >1000 LL Max Defl L !360 LL Actual Defl L / >1000 Section (in') Shear (irr') TL Defl (in) LL Defl 30.66 25.38 0.04 0.03 20.28 10.71 0.23 0.15 OK OK OK OK 66% _ 42% 20% 21% Fb (psi) Fv (psi) E (psi x mid Fc I (pst Reference Values 900 180 1.6 625 Ad'usted Vafues_ 1170 180 1.6 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N7A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform TL: 775 = A UnitoTm Load A R ~~ R-1758 SPAN = 4.5 FT Unfform and partial uniform bads are Ibs per lineal ft. v.~ BeamCl~ek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379- L MAIN FLOOR FRAMING TYPICAL BEAM Date: 3109/10 ec i 4x 8 OF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.2 in' R2= 2.2 in' (1.5) DL Defl= 0.02 in ~ft Attributes Adual Critigl Status Ratio Values ~ustments Beam Span 6.0 ft Readion 1 LL _. __ 1080 # Readion 2 LL 1080 # Beam Wt per ft 6.17 # Readion 1 TL 1368 # Readan 2 TL 1368 # Bm Wt Induded 37 # Maximum V 1368 # Max Moment 2053 Yt Max V (Reduced) 1093 # TL Max Defl L / 240 TL Adual Defl L ! 872 LL Max Defl L! 360 LL Adual Defl L / >1000 Sedion (in') Shear (ink TL Defl (in) LL Defl __ 30.66 25.38 0.08 0.06 21.05 9.11 0.30 0.20 OK OK OK OK 89% 36% 28% 29% Fb si Fv si E i x mi Fc I i Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 CF Size Fador 1.300 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 Loads Un"rform LL: 360 Uniform TL: 450 = A Uniform Load A 0 R1 = 1368 R2 = 1368 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal R