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3115 Structural Calcs (3)STRUCTURAL DESIGN FOR PLAN 3115 A STEVEN DONA ARCHITECTURE PLAN THURSTON COUNTY, WASHINGTON NGfE: This stamp applies to the members and assemblies desrnbed in these calculations only and is only valid if it is a wet stamp. ~~ ~FIL~ i 8TH PL UV IELL WA 98021 488 - 9868 486 - 6715 FAX +s ~av o r, zo» z B Y: -------------------- llF;SiGN CIZITI+;RIA PEll TFIE 2006 INTERNATIONAL BUILDING CODE F.ARTHQLIAKF. PER SEC"PION 1614 Design Per ASCE 7-OS Section 12.8 Equivalent Lateral Force Procedure Base Shear: V = CS * W Cs- Seismic Response Cocflicient W =Effective Seismic Weight Site /Project Specific Design Values: Ss = 1.30 per USGS Si = 0.45 per USGS Site Class D (Default) Seismic Design Category D R = G.5 from Table 17.,2-I Iw = 1 00 Cs = 0.1333 per Section 12.8.1.1 WIND DESIGN YF,R SECTION 1609 (Allowable Stress Design) Design per ASCF. 7-OS Section 6.4 Design Wind Pressure: Ys= ~ * Iwv * PS)o wltcrc: ~ =Exposure Factor Ker =Topographic Factor L,. = Importance Factor PS~w = Basc Design Pressure Site/Project Specific Values: Basic Wind Speed - 85 ntph (V;,) I< = I AO F.xposurc "C" (~ 30') Kim= 1.00 Iw = 1.00 PSro -sec ASCF 7-05, Figure G-2 STANDARD DESIGN INFORMATION "he information described below is [o be used wtless otherwise noted on the plans WOOD DESIGN per Sections 2301 & 2301.2.1 Allowable Strength Design when applicable; per 2308 Conventional Light-Frame Conswction MINIMUM NAILING REQl11REMENTS per'I'able 23049.1 ANCHOR BOLTS: S/8" fd x l0", A307 or beater, w/ 7" min. Embedment. V = 1328 # ; boh CONCKETE DESIGN per Chapter 19 & ACI ; I8-OS Concrete: f~ = 2500 psi Rchar fY = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON SlronP-Tic Conneaon or equal SHEAR WALL SCHEDULE (S F.F. 2006 IOC table 2306.4.1 & SecBon 2306A.1) All shear walls to be sheathed from top plate to bottom plate. Olock all ptmcl edges. Nail spacing is for all panel edges. Space nails n 12" o.c. along intermediate framing members. SW-6 v = 260 plf 7/16" OSB, a•/ 8d (0.113" d) nails @ 6" o.c. Anchorage (interior walls only) to SINGLC joist or blkg below: I(d (box) la 6" o.c SW-4 v = 350 plf 7/16" OSB, w/ 8d (0.113" d) nails @ 4" o.c. Anchorage (interior walls only) to SINGLE joist or blkg below: 16d (box) @ 4" o.c. SW-3 v =490 plf 7/16" OSB, w/ 8d (0.113" d) nails ~ 3" o.c. Anchorage (interior walls only) to 4x (mm.) BEAM or blkg below; 16d (box) ~ 3" o.c. - NOTE: use min 3" nominal studs n adjoining panel edges The shear values above ere based upon the use of 8d boz nails with a full head, a shank diameter of 0.113", and a minimum penetration of L375". From Table 23U6.4.1 use 15/32; 8d values with a 0.719 factor w/ 1.4 increase for wind. 16" O.C. RIM JOIST L(:/:h1 E SNEATFIiNG !JIN7 cx COMMOtJ H1EI.:='~FR SHEAR TRnNSFER C~ EXTERIOR WALL DETAIL SEISMIC & WIND ANALYSIS # 08-020 FOR PLAN 3115 SEISMIC: PER ASCE 7-05 SECTION 12.8 SEISMIC BASE SHEAR: V = 0.1333 W Dead Loads. Roof = 15 psf (horz. framing) & 10 psf (partition) WR = 1801 SF @ (15 + 10) psf = 45,025 # Floor = 10 psf (horz. framing) 8 10 psf (partition) Wuv = 1906 SF @ (10 + 10) psf = 38,120 # Vertical DJs[rlbution Level Weight (w) Height (h) w x h Roo( 45,025 18 810,450 68% VR = 5,278 # Upper 38,120 10 381,200 32% Vur = 2,482 # Total 83,145 1,191,650 Total ~ 7,760 # WIND: PER ASCE 7-05 SECTION 6.4 s,de/s:de FR = 28 SF @ 20.16 psf = 564 # A c30 48 SF @ 3.22 psf = 155 # B <30 137 SF @ 14.56 psf = 1,995 # C <30 280 SF @ 3.36 psf = 94 t # D <30 Total Roof sla: Fa = 3,655 # FuF = 80 SF @ 20.16 psf = 1 613 # A <30 0 SF @ 3.22 psf = 0 # B <30 405 SF @ 14.56 psf = 5,897 # C <30 10 SF @ 3.36 psf = 34 # D <30 Total Upper Floor s/s: Fuc = 7,543 # Total s/s = 11,198 # front back FR= 48 SF @ 20.16 psf = 968 # A <30 0 SF @ 3.22 psf = 0 # B <30 185 SF @ 14.56 psf = 2,694 # C <30 115 SF @ 3.36 psf = 386 # D <30 Total Roof flb: FR= 4,048 # FuF = 80 SF @ 20.16 psf = 1.613 # A <30 0 SF @ 3.22 psf = 0 # B <30 310 SF @ 14.56 psf = 4,514 # C <30 0 SF @ 3, 36 psf = 0 # D <30 Total Upper Floor f/b: FuF = 6,126 # Total f!b = 10,174 # SUMMARY: Wind controls both levels, both directions, except @ roof. WIND: PER ASCE 7-05 SECTION 6.4.2.1.1 493 SF @ 10.0 psf = 4,930 # 495 SF @ 10.0 psf = 4,950 # I Total sls ^ 9,880 # 348 SF @ 10.0 psf = 3,480 tt 390 SF @ 10.0 psf = 3,900 # Total f!b ~ 7,380 # n~ UPPER FLOOR SHEAR WALLS Lire REAR Lraie 8 V 1168 # side/side: VR = Length Shear a 3.5 58 plf 6,861 # Shear Wall Type SUJ 6 H / W Ratio 2.29 v = Seismic Ratio 0.88 146 plf Redundancy Factor (p) 1.30 Height (ft) 8 LEFF ' Mor Mq 1615 akft 294 47.0 ft Uplift (T!C) tAft 377 # Resisting Element Lek /Front Ri ht /Back 1 Rdl b 5 5 58 lf S J . p N -6 1.45 1.00 1 30 8 2538 #-ry 726 #-ft 314 # Rdl Rtll c 11.25 58 plf SW-5 0.71 1.00 1.30 8 5190 #-ft 3038 #-ft 160 # Rdl 1 20 25 . RMID 15 2190 # a 11.25 195 plf SW-g 0.71 1.00 1.30 8 17518 #-ry 3038 #-ft 1256 # 4 q Fh11D 15 2190 # a 8 5 258 lf W FRONT 9 1314 # . a 3 5 170 p f S -3 0.94 1.00 1.30 8 17518 #-ft 1734 #-ft 1833 # 4(2 4(2) pl SW-4 2.29 0.88 1.30 8 4747 #-ft 294 #-ft 1262 # 4 4 d 4.25 170 plf SVV-6 1.88 1.00 1.30 8 5764 #-ft 434 #-ft 1242 # 4 4 TOTAL 47 6,861 # 7.75 front/ back: VR = 6,861 # v = 176 plf LEFF = 39.0 ft Line Lraie V Length Shear Shear Wall H / W Seismic Redundancy Height MoT Ma Uplift Resisting Element LEFT 195 3431 # a 21 90 plf Type SW-6 Ratio 0.38 Ratio 1.00 Factor (p) 1.30 (ft) 8 15167 ft-ft 10584 #-ft (T/C) 159 # Left /Front 1 Right /Back Rdl b 17 90 lf SW p -6 0.47 1.00 1.30 8 12278 #-ft 6936 #-ft 267 # Rdl Rdl 38 RIGHT 19.5 3431 # a 20.5 85 plf SW-6 0.39 1.00 1.30 8 13892 #-ry 10086 #-ft 128 # 1 Rdl b 20 85 tf SW6 0 70TAL 39 6,861 # 40,5 p .40 1.00 1.30 8 13553 #-ft 9600 #-ft 142 # Rdl 1 N MAIN FLOOR SHEAR WALLS side/side: Vur = 4,337 # v = 87 plf LEFF ° 50.0 ft Line LrR s V Length Shear Shear Wall H ! W Seismic Redundancy Height Mo, MR Uplift Resisting Ele ment Type Ratio Ratio Factor (p) (ft) (TIC) LeR /Front Riah • /Back REAR 9 5 1992 # a 5 221 SW-4 1.80 1.00 130 9 9959 #-ft 675 #-ft 1841 # 5 5 b 4 221 SVJ~ 2.25 0.89 1 30 9 7967 #-ft 432 #-ft 1871 # 5 5 9 RMID 15 3491 # a 11.33 308 S'JJ-3 0,79 1.00 1 30 9 31416 #-ft 3466 ~ft 2431 # 5 5 FMID 15.5 3534 # a 9.67 365 SW3 0.93 1.00 1.30 9 31807 #-ft 2525 akft 2998 # 5 5 FRONT 10 2181 # a 3.5 172 SW-4 2.57 0.78 1,30 9 5427 #-ft 331 #-ft 1445 # 5 5 b 3.5 172 SW~ 2.57 0.78 1.30 9 5427 #-ft 331 #-ft 1445 # 5 5 b 2.83 172 SW-4 3.18 0.63 1.30 9 4388 #-ft 216 !Fft 1465 # 5 5 b 2.83 172 SW~7 3.18 0.63 1.30 9 4388 #-ft 216 #-ft 1465 # 5 5 TOTAL 50 11,198# 1266 front/ back, Vuc = 3,313 # v = 85 plf Lerr = 39.0 ft Line LrRie V Length Shear Shear Wall H / W Seismic Redundancy Height MQr MR Uplift Resisting Element Type Ratlo Ratio Factor (p) (ft) (T/C) Left/ Front Ripht/Back LEFT 19.5 5087 # a 15 124 SW-6 0.60 1.00 1 30 9 16750 #•ft 6075 #-ft 664 # 1 5 b 26 124 S1N-o 0.35 1.00 1.30 9 29033 tLft 18252 ~ft 333 # Rdl 1 41 RIGHT 19.5 5087 # a 35.5 143 SYJ-6 0 25 ~ C~3 1.30 9 45783 #-ft 34027 #-ft 219 # 1 RdI TOTAL 39 10.174 !! ROOF DIAPHRAGM RMID SHEATH TRUSS, L = 2190 / 300 = 8' SEE Detail FMID SHEATH TRUSS, L = 2190 / 300 = 8' SEE Detail FRONT'@3.5'wall;v=3.5x170/12=50p1f OK @4.25'wall;v=4.25x170/22=33 pH OK UPPER FLOOR DIAPHRAGM REAR v net = 9.5 x 87 / 39 = 21 pH OK RMID v rear = (9.5 x 87 + 2190) ! 12 = 249 plf Block upper floor sheathing panel edges to wall above Provide t Od @ 4" o.c upper floor sheathing to joist Locate joist over wall, extend shear wall sheathing & nailing to joist, SEE Detail FMID. vnet = 75 5 x 87 ! 9.67 = 140 plf OK V = 9 67 x (365 - 150) = 2080 # ADD (5) A35 rim to wall top plate ADD C516 doubts )ast to rim FRONT @ 3.5' walls; v = 7 x 172 ! 12 = 100 pK OK @ 2.83' walls; v = 5.66 x 172 / 22 = 44 plf OK ANCHOR BOLTS USE 518" 0 Anchor Bolts @ 5' • 0" o.c. Unless Notes Otherwise (U.N.O.) v•1.6x860#J5=275p1f NOTE: ff v > 350 plf Then V(bolt) = 1.6 x 660 / 2 =688 # RMID V = ;49t ~ (3) 518' A B OK FMID V = 3534 # (6} 518" A.B. REO'D RESISTING ELEMENT R-., Dead Load Reaction 1 Perpendicular Exterior Wall T~ = Vcom+ev = H~;;,LLi x v,,,,, 2 Perpendicular Wall (min) 5 - 16d nails = 5' x 109 p1f =545 # 3 A 35 Framing Anchors = 450 # each a CS16 Strap = 1705 # 5 STHD 10 or STHDIORJ @ 3730 # n -~ O1 SHEATH TRUSS, PER SW-4 L = 8', SEE DETAIL 8 s A w a OZ CS16 TO JOIST BELOW O3 CS16 TO RIM BELOW MASTER 6FDROOM O CSt6 TO BEAM BELOW - _~-o' ~~~ T]... 0 QOU43LE CS18 TO DOUBLE JOIST E3ELOW e ~ `~' - I~" a @~~ROOM ~ ~ ~Z ~ c <x»+o~ d` :.',~~ ».I,.- a~ V UfX.N ,.:n K.i -~ :.s raer.rr~ ,.....E,. ,,< ~.EMCm I+ I,sEC. BEDROOM ~•~' '~ NOTE: ALI, EXTERIOR WALLS & GABLE ENDS _L""^'~"^r° ~ HLLOn TO BE SW-6 U.N.O. ~~_~,~ UPPER FLOOR SHEAR WALLS ~~-~~ ~ ~, ~ , 1~5 - c ~ ..: ems: o, ~' .<l . , c :„ I ~ ~~ET ~~ - a e.+rc* I °~, ' MASTE ]x~o-+oiv I~ ' r-a Ro ni - sA - nL 5 r.~.o' i _- %uKS I I4vG >,. i _ CU I J J w.s _ _. I~r. C' S. J a_ I ychW ' ~ ° FK 4.5 -- :~ ` J - , , `'~~ ~ ~ J,. M I GLOSETI I _ ~. I o v. PJ !~'J ~ _ MASTER v v: ~: o 4TH I I r-- ~O d c-7 1 ~,I' ~ i (~+j - __ _ LIIGH fsl I ~A4~[S S".(lVFS ~ F' _ _ 1 - C SRN D ,~Aw. X11 ? J1 ? 1_ ~~,~ _ - ~~ Y -5.l:-L CLItGtCMS iU'iCw,K~ ~GKT I .. ~ L> ~~ ,.o W<. F~p1~5 STANDARD 1 ~ Ew•[wfia SJx t~ ~/+mL~ LOFT/ OPTIONAL, OPTIONAL BEDROOM BEDROOM V :,,.~, ab ~,.,.~. #5 ~ ~ I /1 O1 E3LOCK UPPER FLOOR SHEATHING PANEL EDGES THIS AREA U PROVIDE 10d @ 4" O.C. UPPER FLOOR SHEATHING TO JOIST O3 LOCATE JOIST OVER WALL, EXTEND SHEAR WALL SHEATHING & NAILING TO JOIST, SEE DETAIL C ® ADD (5) A35 RIM TO WALL TOP PLATE OS AOD CS16 DOUBLE JOIST TO RIM © A PFID2 HOEDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOEDOWN, SEE OETAII D O7 A PHD2 HOEDOWN MAY BE USED IN LIEU OF THE STHO 10 HOEDOWN, SEE DETAIL E A PHD6 HOt.DOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL F NOTE: ALL I~:XTERIOR WALLS 7'U BE SW-6 U.N.O. MAIN rLOOR SHEAR WALLS !- E- oro.e,w v<• .b. L n •/1 i[~.K.w - ~ 1~ IIfhYU CP(IC.V1 ~ ~ f rtlQ]I"41tP FPlH.KE/ L~4~G , , GREAT ROOM ta*Iplµ)u L'WZI LIN[t I.W'IYlvF1J VIRfGt VENT 11 Ia+D U2NVKtI 6a5 Y'll 1.< I(/.y,l i0- 1 I FlRtFIKE 11larALL Fp( M{' Nr 1 1 I EGC+ ?L4i ~ _ 5-IP' _~l- - - J~.It~ I I _ S~.U_. L.. ~.~ - .t _ - l.i. ~I - I .- ~ 1~ 1 I .I{e1 - ply ~~ - a Yzr Fcw "~ FI.M i ' \1 , 1 ( 1~ + 1 1 ..r rJ~. ii t,>wa>, JE,anrV.,E '\ / _ I I K 3 µ t;rLMG ~~ lull I _/ -1 > tv.r l V I I ~ 1 1 } i - 1 I f 1 h l - I ~ 1 1" KO aCrtKt ' ~y~~ ~ ~~ ~~$ 3' I ff J ~ ' nyu >: ae< rfx~. .,r ' ~ ~C we <~rx Q~ i ]1' .+p' !i.Nl -~-'' ~ 1 fis. -/~,lo < l l s cFV 1 `J'K.E .vAt'J_. ~ I - ,~. i O 4.venGt - /~ `' DINING ~~ •, ~• 't -rnl..l:.c •i,. I w I i s c..wc+ .~ ., ( 1~ i I I ,e; .~ 1 rI I ;r.-y.F ~~a ~e. _ i 6ARA6EI 1.,'XTt r!a ~--'ENTRY cc«r. -'- - Oi'TIONAL DEN ,~ •••ir~ U•rA ~:_ ~ra.JF.J..>:f ~IVIN6 ROOM ~,o^,.rn.Vy..,Iar9.., nwe~c~.w.~a..- r ~{~ /, x. 1- 1E U•IC >rr JrC DCr t 4 !l ~ ~ /n1 A __~ - ~ l 1-'~ `.'' vr>.w •a PH ~~ ~ -rw.c o. r~c+cFC .e~Jc L ~ IL/O.rW Po ~~ ~ {~ -. \.jJ L-~ _~ O1 A PHD2 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL D O A PHD2 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL E Q3 A PHD6 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL F ~- l~~ ~ P-L -ISL` NOTE: USE 5/8" fry ANCHOR BOLTS W/ 3" x 3" x 1/4" WASHERS cu 5'-0" O.C. [i.N.O FOUNDATION PLAN -, ii) . ~. .~a ~~ 1.q ~~ Y ~ i,~ .\ I -~ _~ 5>11-{~ GRAY`U_SPA~~ 4 - =- _~' .~ Y q ' ~3i~ ~~ it 6ARA6E i i it i. i i i i i i _ _ _ "'__ _ __" -J~- W ~ \4'ELLEK CON'SL!I TRJU JOI3 NAME DONA t NLAN_ i I I S ENGfNGERS, P C. lOR NUMRF,R UR-020 PRF.PARGU RY" MW 2192? RTH PL N' • BOTHF.LL, NWA 98021 DATE : i 25 ; 08 SHEET' NQ LB OP t,~j NH (425 j 488 - 9R(,R • f AX (425! 486 - 6715 DETAIL A 1Gd L~ 6" O.C. ROOF 51IEATHING ;RU55F.5 PER PLAN 1Cd ~U Fi"O.C. ~ SHEATH 1RUSS Pe'R SW-4, PROVIDE INTERN.EDIATE ROOF SHEATHING FRAMING AS REQUIRED tOd ~ 4" O.C. tOd +~ 4" O.G. 2 x _ AS REQUIRED V[NTED BLOCKINv H7 ~ 24" O.C. -~ _'- SHEAR WALL PER PLP,IJ DETAIL B 1Od Cy h" O.C. FLOOR SHEATHING LOCATE JOIST OVER SHEAR WALL = -~ EXTENp SHEAR WALL SHEATHING v' MIN At;OVE TOP PLATE, NPJL SHEATHING TO JOi;T PER SHEAR N.~ALL EDGE NAILING DETAIL C WC 14'{ILLER CLIN~ULIING LNGINF.F.RS. P.C. 21925 FTH PI. 11' • BC )TIIGLL, WA 98021 ~- PN. (425) 48R - 9868 • FAX (425) 486 - 6715 rz)2x_HF#2s:un5 - PI1D2 HOLDOYJN 5/ ' .8ALL-THREAD a RIM JOIST W/ SOLID 6LOCKING P. i. Sll.l PLATE COUPLER A5 REQUIREU _ , ~ %'$WEDGE-ALL .YY~~ . .y n ~ Y , ° n e v DETAIL D 2 2 ( ) x _ HF # 2 5TUU5 PHD6 I10LDOWN T %' k ALL THREAD Rifd J015T W! SOLID [BLOCKING !~ P.T. 51L1 PLATE CO PLER \ U A5 REQUIRED __ o ~ ~s'13WEDGE~AIL a C J ^ ^. O DETAIL F _ 106 NAME DONA !PLAN 31 I5 10B NUMBER 08-020 PRF.PAREU BY MW DATE 2.25 / OR SHEET N0. Lq pF L`) (2) 2 x _ HF # 2 5TUU5 PHD2 HOL^vOvJN 5/s" k1 WEUGE-ALL P.T. SILL PLATE • • ip ,~ o ~ G ~. c DETAIL E vt _~ DESIGN LOgpS; ROOF DL = 15 PSF LL = 25 PSF RAFTERS:2x6HF#2(a~24"OC NOTE: PROVIDE LSU26 yANGERS n ALL FLUSH FRAMED ENDS ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST (07 al L y/p MASTERS 8 GIRDER TRUSSES U.N.O HEADERS:4x8DF#2UN0 NOTE: PROVIDE (11 2 X TRIMMER @ ALL HEADERS U.N.O H1: 3 1/8 x 10 112 GLB (24F-V4) BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL SEAMS U.N.O. 61: 4x6DF#2 B2: (2)2x6HF#2 B3: 4x6DF#2 COLUMNS: C1: 4x4HF#2W/ACE4&AB4q ROOI+ FRAMING PLAN (PLAN A) ~V2~ DESIGN LOADS: R00- ~ g PSF LL=25 PSF RAFTERS: 2 x 6 HF # 2 24" O.C. NOTE: PROVIDE LSU26 HANGERS ALL FLUSH FRAMED EN4S ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE 2 2 X POST 8 GIRDER TRUSSES U.N. pLL HIP MASTERS HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE 1 2 X TRIMMER @ ALL HEADERS U.N.O H1: 3 1/8 x 10 1/2 GLB (24F-V4) BEAMS: NOTE: PROVIDE 2 2 X POST @ ALL BEAMS U.N.O. B1: 4x6DF#2 B2: (2j2x6HF#2 B3: 4x6DF#2 COL- ~MtV3: C1~ 4z4HF#2W/ACE48AB44 ROOF FRAMING PLAN ~PLn-~ )3~ V_3j DESIG__ N LOgpg: FLOOR DL = 10 PSF LL = 40 PSF JOISTS:_2x12HF#2 ~ 16"OC NOTE: PROVIDE LUS210 HANGERS ALL FLUSH FRAMED ENDS HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEAOERS U.N.O FI2: 4x10DF#2 BEAMS: NOTE: PROVIDE (212 X POST @ALL BEAMS U.N.O. 81: (3)2x12HF#2 82: 3 118 x 9 GlQ (24F-V4) 63: 5 118 x 16 1/2 GLB (24F-V4) 64: (2)2x12HF#2 65: (3)2x12HF#2 B6: W8 X 28 B7: 8 3/4 x 10 1/2 GLB (24F-V4) B8: 5 1/8 x 18 GLB (24F-V4) COLUMNS: C2: 4x4HF#2Vy/ACE4 C3: (3)2x6HF#2 C4: 6x6DF#2 C5: 4x6DF#2 C6: (3)2x4HF#2 HANGERS: NGRi: LUS210-2 HGR2: HGLT9 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE t -_ G~. _ --- C. -==t ~ _ 1= .-~ ' ~ --- -Sl - _ _ I ]rl] ~ b o }.p Hb l ~~~ ~~ ~~J~~ I ~ - ?" IJJ '. ~\ K _i'-'I - _- ~ .~ ~ 1 _ <, ~: r X .M ~i --- .. i --% ~' _'~l _ ~ ~ '~- IICL t i ~ 'i ~ t 1 I - T - I C/'GN ~p I ' I ~ 4~~ I` ~ --~ I "~~ ~R I~ _c ~ I I_I L ' i~ rte`-:- -_- -~-*- UPPPR FLOOR FRA~VIING PLAN ~~~i DESIGN LOADS FLOOR DL = 10 PSF LL = 40 PSF JOISTS:2x10HF#2(a~16"OC NOTE: PROVIDE LUS28 HANGERS na ALL FLUSH FRAMED ENDS BEAMS:4x8DF#2UN0 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 C8: 4x8DF#2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE PATIO ,z ~~ ~~. , ~ y ,, , ,~,...~. ~ ~ l~ ~ J , ~ i ~ ~ v I ~ ~~ , . ----- - - ~ G ~ - ~ i ` -m.w~ cv..x ` ~~ 5TH nal - r{ _~. ~ I I ~. ~ - ~•) -- ,' / ~~ _- ' ~'~~-' -- ~ ~ bARA6E n i , i ~ ~ .~ I ~ e~~6C riN ' rb. flax :LdS . - >.. Ck/CA ~O O[ P 0 6NV ert~ 5 SK._ ~ ~ ~_ ~ ~ ~ I a .p ~oc+r ~ I ~ MIN L/~OIHS --Gpni~ ~OOiNK. wal _ ../ MAIN FLOOR FRAMING I'LA N W ~ NELLHR CONSULTING F.NGINEFLtS, P.C. 21925 8TH PI. \4 • HOTI(ILL, WA 98021 F'1 I. (42.5) 488 - 9868 • PAX (425) •186 - 6715 3/8"C? LA.RR!AGE BOL7g ~ 3'l_" O.C. 57 AGGERED EACH 51DE OF THE WEB 2 X _ HF # ?_ l OP PLATE A5 REQUIRED - (TO MATCH FLANGE 1NDTH) 2 X HF N'l BOTTOM PLATE A5 REQUIRED - -_ (TO MATf.H FLANGE WIDTH) 3/8" 6 CARRIAGE BOLTfi ~! 48" O.C. STAGGERED EACIi 51DF OF THE WE6 DETAIL 51 JOE3 NA~7F DON.A ,`PLAN 31 IS lOA f`U~961rR O8-U'1U _ - PRGPAKEf1 [SY ,,\f~t' DATG 2 + 25 i U8 SI I[ET NU, `~5 C)L 'y'"'~ ; STEEL BEAM PER PLAN ~~ %s" k1 x 6"LAG BOLT -EACH 51DE OF 4JE6 POSE PER PLAN DETAIL 52 BramChek v2005 licensed fn' Weller Cbrtsul(iny Eng+nee+s, P.C Rrg # 5234-65779 DONA /PLAN 3774 ROOF FRAMING TYPICAL RAFTER Selelron ~6NFk2 _ Date 7170/07 C ntli Lu=O.O - ft Lu@O H=O.OFI~ ~ fions Overhang, NDS 20 01 - Min Bearing Area R1= 0.2 in' R2= 0.7 in' D L Deft <0.07 i n_ Data Bearn Span 3.0 k Reaction 1 LL 50 # Reaction 2 l.l- 169 # Beam Wt per ft 2.0 # Reaction t TL 92 # Reaction 2 TL 277 # Bm Wt Included 9 # Maximum V 154 # Overhang Length 1.5 ft Max Moment 92 '# Max V (Reduced) 17G # Total Beam Length 4.5 ft TL Max De0 L / 240 fL Actual Deft L I > 1000 OH TL Actual Deb L ! >1000 LL Max Defl L !360 LL Artual DeFl L ! >1000 OH LL Actual Defl L / <.1000 ARn'hufes Section m'1 Shear ins TL_Defl (in LL Deb OH TL De0 OH LL Defl Actual 7.SG 8.25 0.00 <0,01 _ <0,01 0.00 Critical 0.87 1.07 0.15 0.10 0.15 0.10 Status Ratio OK 12% OK 12% OK 1% OK t°!° OK 0% OK 0% Fb (psi) Fv ( sib E (psi x mil) Fc ~ (psi) 1!a~+L~s BaseYalues 850 750 f.3 _ 405 _ Base Adjusted _ 1271 773 7.3 405 Adius(menfs CF Size Factor 1.300 Cd Duration 1.15 115 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 7.00 7.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0. 00 Ft Kbe = 0.0 CI Stability @ OH 1.0000 Rb = 0 00 Le @ O H = 0.00 Ft f_gads ~~ _ U niform LL: 50 Uniform TL 80 = A Par 1lnrf 1 r n,, r Inff Ti (Uniform Ld cs.... ort Backs an ~~~ [_ Uniform Load A ( K R 92 - R2 = 277 BACKSPAN = 3 FT OH = 1 5 FT Uniform and partial uniform loads are Ibs par lineal ((. Overhanging load distances are front R2. _ _ _ _ ~~~ BrarnChek v2005licensed tu. Welfer Cansultinq 6rgrnrrr5. 1? C- Reg # 5234-65779 DONA /PLAN 3114 ROOF F f2AtdING GTt (FOF2 REACTIONS ONLY) Date: 7110107 Selection 5-118x 79-t l2 GLB 24F•V4 DFIOF Lu = 0.0 Ft Conditions - - - -- Min Bearing Area R1= 5.5 in' R2= 5.5 in' DL De0 0 77 in Suggested Camber 7.15 in Data Beam Span 39.0 h Reaction 1 LL 1950 # Reaction 2 LL 1950 # Beam Wt per ft 24.28 # Reaction t TL 3594 # Reaction 2 TL 3594 # 8m Wl Included 947 # Maximum V 3594 # Max Moment 35037'# Max V (Reduced) 329a # TL Max Defl L ! 240 TL Actual Oe8 L / 279 LL Max Defl L / 360 LL Actual Deb L 1513 Allribr/ es Section in' Shear ins TL De0 (in) LL Defl Actual 324.80 99.94 1.68 0-91-~ Critical 170.13 17.90 1.95 1 30 Status OK OK OK OK Ratio 52% _ 18% 86% 70% _ __ Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Bas¢ Values 2400 240 1.8 650 Base Adjusted 2471 _ 276 1.8 650 Adiustments Cv Volume O.g95 - - - - Cd Duration 1.15 t t5 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 7.00 1.00_ 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL. 700 Uniform TL: 160 = A Umfrrm load A Rt -3594 - - R ~~ SPAN = 39 FT Uniform and partial uniform loads are Ibs per lineal h. f7eamChek v20051icensed to. Weffrr Consulfine3 f5ngineers, P C. Rey d 5234-65779 DONA /PLAN 3114 ROOF FRAIAING G12 (FOR REACTIONS ONLI~ Dale. 7110!07 Selection f (2) 2x 12 HF #2 Lu = 0.0 Ft Gundifions NUS 2001 Min Bearing Area R1= 3.4 in' R2= 3.4 m' DL Deg 0.09 in Dafa Beam Span 12.0 ft Reaction 1 LL 825 # Reaction 2 LL 825 # Beam Wt per ft 8.2 # Reaction 1 TL 1369 # Reaction 2 TL 1369 # Bm Wt Included 98 # Maximum V 1369 # Max Moment 4108'# Max V (Reduced) 1155 # TL Max Ueg L / 240 TL Actual Deg L / 627 LL Max Deg L 1360 LL Actual Deg L />1000 Atfdbufas Section i Actual 63.28 Critical 50.43 Status OK Ratio 80% Values ~ Base Value Base Adius AdLstments CF Size Fa to.os oso o.ao OK OK OK 30% 38% 35% 173 1.3 1.15 N/A 1.00 1.00 Rb~0.00 Le=0.00 Ft Kbe=O. _- 138 Uniform TL: 220 = A Cd Duration 1.15 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 CI Stability 1.0000 Loatls lJnifonn L C~v Uniform Load A Rt = 1369 R2 = 1369 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. ~`-~ - _ _ RearnChek v2005licen.SeJ to: Weller Consuffing Frxfineers. P. C. Reg # 5234-65779 _ _ UONA t PLAN 3114 ROOF FRAMING ~~ ~ ~-- GT3 (F012 REACTIONS ONLY) __ Uafe: 7/10!07 Seloclion 5-1/Sx 12 GLB 24F-V4 DF/DF W = 0.0 Ft Carditions - - Min Bearing Area R 1= 3.6 in' R2= 3.6 in' DL De0 0.36 in Suggested Camber 0.53 in Data Beam Span 22.0 rt Readion 1 LL 1375 # Readion 2 LL 1375 # Beam Wt per ft 14.94 # Readion t iL 2364 # Reaction 2 TL 236a # Bm Wt Included 329 # Maximum V 2364 # Max Moment 13004'# Max V (ReduceJ) 2149 # TL Max Deft L / 240 TL Actual De0 L t 310 LL Max Defl L /360 LL Actual De0 L 1533 Attributes Section in_') Shea r in TL Deft (in) LL _De Actual _ 123.00 6150 0.85 0.50 Critical 56.80 11.68 1.10 0.73 Status OK OK OK OK Ratio 46% 19% 77% _ 6$% Values Fb (psi) Base Values 2400 Fv ( si) 240 E (psi x i t.8 Base Adjusted 2747 276 1 g Adustmenfs Cv Volume 0.995 Cd DuraGOn 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/q Cm Wel Use 1.00 1.00 1,00 1.00 _ _ CI Stability 1.0000 Rb = 0.00 Lc = 0.00 Ft Kbe = 0.0 I_oaJs Uniform LL: 125 Unifcrm TL' 200 = A Uniform Load A Rt~2364 R ~64 SPAN = 22 FT Uniform and partial uniform loads arc Ibs per lineal ft lv~ HeamChek v2005licensed fo' We#er Gonsuf(iny Enyineers. 1? C Reg # 5234-65779 _ DONA /PLAN 3114 ROOF FfWAING TYPICAL HEADER Date 7110107 Setecfiar 4x 8 DF-L #2 _ _ Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R7= 3J in' R2= 3.7 ino DL Deb 0.04 in Oata Beam Span 5.5 h Reaction 1 LL t444 # Reacion 2 LL 1444 # Beam Wt per fl 6.17 # Reaction t TL 2327 # Reaction 2 TL 2327 # Bm Wt Included 34 # Maximum V 2327 # Max Moment 3200'# Max V (Reduced) 1876 # TL Max Defl L / 240 TL Actual Deb L 1675 LL Max De0 L /360 LL Actual Defl L ! >1000 Attributes Seuion (in°) Shear (ink TL Deb m LL Dell Actual 30.66 25.38 0.10 0.06 Critical 28.54 13.16 0.28 0.78 Status OK OK UK OK Ratio _ 93% 52% 36% 33% _ _ Fb (psi) Fv (psi) _ E (psi x miq _ Fc ~ (psi) 1/a/uos Base Values 900 180 1.6 625 base Ad~usted 1346 207 1.6 625 Adiuslmenfs CF Size Fauor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N1A Cm Wet Use 7.00 1.00 1.00 1.00 CI Stability 1.0000 __ Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads U niform LL: 525 Unirorm TL' 840 = A _ Uniform Load A 0 _ -- R1 = 2327 R2 = 2327 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal fl. _ lv~l BeamChok v2005 lrcensed !o: Weller Gunsulling EnyineerS, P. C. Rey q 5L34-65779 DONA /PLAN 3114 ROOF FRAMING tit Date. 1110107 Soloclion ~ 3-1/8x 10-112 GLB 24F•V4 DFIDF Lu = 0.0 Ft Conditio_n_ s -- - Min Bearing Area R1= 1 6 in° R9= t fi in' rn nPe n ~s in c,~..,.o~r.,.r r..,.,~,.., n a. :.. Data Atfrib tomes Actual Critical Status Ratio Values Adiusfmonls Loads Beam Span 16.5 N Reaction 1 LL 619 # Reaction 2 LL 619 # Beam Wt per ft 7.97 # Reaction 1 TL 1056 # Reaction 2 TL 1056 # Bm Wf Included 132 # Maximum V 1056 # Max Moment 4355'# Max V (Reduced) 944 # TL Max De0 L / 2a0 TL Actual Defl L f 504 LL Max De0 L /360 LL Actual Deft L / 860 Section (ink Shear in TL Defl (in) LL Oe0 57.42 32.81 0.39 0.23 __ _ 18.94 5.13 0.83 0.55 OK OK OK OK 33% 16% 48% 42% Fb (psi) _ Fv (psi) E `si x mil) Fc ~ (psi) Base Values 2400 240 t8 650 Base Adjusted 2760 276 1.8 650 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 _1.00 1.00 CI Stability 1.0000 Rb = 0.00 Lc = 0.00 FI Kbe _ = 0.0 LL:/b Untlorm IL' 120 = A _ Uniform Load A -- R1 = 1056 R2 = 1056 SPAN = 16.5 FT Uniform and partial uniform loads are Ibs per lineal fl. [Vi2 beamChek v2005 kcensed to ~ Weller Consulfiny Errgmcrrs, P.C. Rey # 5234-65779 DONA /PLAN 3114 ROOF FRAIAING B7 _ Date- 7110!07 Selection 4x 6 DF_L #2 _ Lu = 0.0 Ft 1 Conrlifions NDS 2001 _ _ Min Bearing Area R1= 0. 3 in' R2= 0.3 in' f)I nnn ~.n nt .o Data Beam Span 3.0 ft Reaction 1 LL 113 # Readion 2 LL 113 # Beam Wt per ft 4.68 # Readion 1 TL 187 # Reaction 2 TL 167 # Bm Wl Induded 14 # Maximum V 187# Max Momenl 140 Y! Max V (Reduced) 130 # TL Max Deb L / 240 TL Actual De0 L!>1000 LL Max Deft L /360 LL Adual Defl L />1000 Alfribu es Sedan (in') Shear in'~ TL De0 in LL DeFl __ Actual 17.65 19.25 0.00 <0.01 Critical 1.25 0.94 0.15 0.10 Slalus OK OK OK OK Ratio 7% 5% 2% 2% Fb (psi Fv (psi) E (psi x mil) fc I si) Values Base Values 900 180 1.6 625 Baso Ad'usled 1346 207 1.6 625 Adjustments CF Size Fador 1.300 _ _ _ Cd Duration 1.15 1.15 Cr Repelilive 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 Kbe = 0.0 Lows U niform LL: 75 Unif orm TL: 120 = A ~- Uniform Load A R 87 R2 = 187 SPAN=3F"f Uniform and partial uniform loads are Ibs pcr lineal fl. rV~3 BcamC.hek v20051icensed to: Wcllrr Consulting Engineers. P.C. Reg # 5234-65779 DONA /PLAN 3114 ROOF FRAIAING 82 _ Oale 7110/07 Selection (2) 2x 6 HF #2 Lu = O.O Ft Lu @ OH = 0.0 F~ Conditions Overhang, NOS 2001 Min Beaong Area R7= 0.8 in' R2= 1.6 in' O L De0 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 200 # Reaction 2 LL 400 # Beam Wt per ft 4.01 # ReaUion 1 TL 331 # Reaction 2 TL 661 # Bm Wt Included 32 # Maximum V 413 # Overhang Length 20 ft Max Moment 441 Yt Max V (Reduced) 357 # Total Beam Lenylh 8.0 ft TL Max Deb L 1240 TL Actual Deb L / >7000 OH 7 L Actual Oefl L /968 LL Max Deb L /360 LL AUual Defl L / > 1000 OH LL AUual Defl L / < -1000 AfMbutes Section (in') Shear (in') TL De0 (in) LL Defl OH TL Oefl OH LL Defl Actual 15.13 16.50 0.05 0.03 -0.05 -0 03 Critical 4.16 3.10 0.30 0.20 0.20 O.i3 Status OK OK OK OK OK OK Ratio 28% 19% 16% 15°~ 25% 23% _ _ Fb (psi) Fv si) E (psi x miq Fc Iasi) Values Base Values 85D 150 1.3 405 Base Ad'usted 1271 173 1.3 405 Adjustments CF Sizc Factor 1.300 - Cd Duration 1.15 1.15 Cr fiepetilive 1.00 Ch Shear Stress NIA Loads ~_ Le = K=120 [ Uniform Load A K R1 = 331 R2 = 661 BACKSPAN = 6 FT OH = 2 FT Uniform and partial unilorm loads are Ibs per lineal ft. Overhanging load distances are from R2. __ ~V1~~ BeamChek v2005 /rcensed fo: Weper Consulting Engineers, P C Reg # 5234-65779 OONA 7 PLAN 3114 ROOF FRNAING 03 _ Date. 7/10107 Selection 4x 6 DF-L #2 Lu = 0.0 Ft ~ Conditions NDS 2001 Min Bearing Area R1= 0.6 in' R2= 0.6 in' Data Beam Span 6.0 H Beam Wt per tt 4,68 # Reaction 1 TL 345 # Bm Wt Included 28 # Maximum V 345 # Max Moment 1013'# Max V (Reduced) 342 # TLMazDeO L/240 TL Actual0e0 L!>7000 Attributes Reaction 2 TL 345 # Actual 17.65 19.25 0.07` Critical 9.03 2.48 0.30 Status OK OK OK Ratio _ 51% _ 13% 229'° Fb (psi) Fv si- E (psi x ~ Fc ~ (psi) Values Base Values 900 180 1.6 625 F3ase Adjusted 1348 207 1.6 825 Adiustmenfs CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N7A Cm Wet Use _ 1,00 t.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads _ - - Poinl TL Di_slanco _ ©= 681 3.0 Plloads: © -~ R =345 R2 =345 SPAN = 6 FT Uniform and partial uniform loads ate Ibs par lineal ft. _ _ _ _ [~~~ BearnChek v?005 licensed (o: We!!er ConsuNrny 6iymeers, Y G Rey # 5234-65779 DONA /PLAN 3114 UPPEk FLOOR FRAMING TYPICAL JOIST _ _ _ Date: 7/10!07 SefeC(ion 2x 12 HF #2 16 in. oc_ -- I ~ Lu =_ 0.0 Ft _J Conditions Repetitive Use, NDS 2001 ~ -- ~ -~ - Min Beanng Area R1= 1.2 in' R2= 1.2 in' DL De0 0 07 in Data Attdbules Actual Critical Status Ratio Values Adius(menls Loads Beam Span 15.0 fl Reaction 1 LL 400 # Reaction 2 Lt. 400 f Beam Wt per h 0 # Reaction 1 TL 500 # Reaclion 2 TL 500 f em Wt Inducted 0 # Maximum V 500 # Max Moment 1875'# Max V (Reduced) 437 # It Max Defl L / 240 TL Actual Defl L !549 LL Max Defl L / 360 LL Actual Dell L 1687 Section,(in') Shear ink TL Defl (in) LL Dell 31.64 16.88 0.33 0.26 23,02 4.37 0.75 0.50 OK OK OK OK 73% 26% 44% 52% Fb (psi1 _ Fv (psi) ~si x mid Fc I (psi) Base Values 850 150 1.3 405 Base Ad'usted 978 150 1.3 405 CF Size Factor 1.000 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 Fl Kbe _ _ _ = 0.0 ~~ Uniform Load A ~_ _ R11 -500 R2~500 SPAN = 15 FT Uniform artU partial unironn bads are ICs per lineal ft. - _ vi+~ SeamChak v2005 ticensad fo ~ vVe!!er Consultiny Engineers. !? C. Reg p 5234-65779 DONA /PLAN 3114 UPPEK FLOOR FRAMING TYPICAL. JOIST _ _ Date 7/10107 Selection 2x 12 HF #2 16 in. oc ae _Lu=0.OFl Lu@OH=O.OFt~ Conditions Overhany, Repetitive Use. NDS 2001 rvnn neanng Hrea F<7= 1.0 in' R2= 1.7 m° DL De0 0.02 in Da/a Beam Span 73.0 ft Reaction 1 LL 345 # Reaction 2 LL 402 # Beam Wf per ft 0 # Reaction 1 iL 418 # Reaction 2 TL 682 # Om Wt Included 0 # Maximum V 449 # Overhang Length 1 0 fl Max Moment 1310'# Max V (Reduced) 386 # Total Beam Length 14.0 fl TL Max De0 L / 240 TL Actual De0 L / 925 OH TL Actual Defl L /606 LL Max Oe0 L 1360 LL Actual Defl L t >1000 OH LL Actual Defl I le,Ft Affnb vs Secfion in' Shear in°) TL Defl (in) LL Defl OH TL Defl OH LL I Actual 31.64 16.88 0.17 0.15 _ -0.04 -0.04 Critical 16.08 3.86 0.65 0.43 0.10 0.07 Status OK OK OK OK OK OK Ratio 51% 23% 26% 34% 40% 54% Vafues Base Values 850 Base Adjusted 978 Adiusfinents CF Sve Factor 1.000 Cd Duration 1.00 Cr Repetitive 1.15 Ch Shear Stress (Loads `^ 405 1,00 N/A 1_00 1,00 _ 1.00 Rb=0.00 Le=0.00 Ft Kbe=0.0 Rb=0.00 InrnnnH=nnnFr Uniform load A K Pt loads: _ F R~ 8 - ~-- ~ ~ R2 = G82 BAGKSPAN = 13 FT OH = 1 FT Uniform and partial uniform loads are Ibs per lineal R. Overhanging load distanr:as are from R2. _ BeamGhek v2U05 kcensed fo~ WofferConsulliny Engineers, P.C Rey # 5234-65779 DOHA /PLAN 3114 UPPER FLOOR FRAMING 1YPICAL HEADER Oale- 7ltOro7 __ Se/ecfiQn ( qx 8 DF-L #2 _ Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 3.0 i n' R2= 3.0 in' Data Beam Span 5.5 ft Beam WI per fl 6.17 # Reaction 1 TL 1892 # Reaction 2 TL 1892 # Bm Wt Included 34 # Maximum V 1892 # Max Moment 2602 Y! Max V (Reduced) 1477 # TL Max Dell L / 240 TL Actual De0 L / A30 Attributes Section In' Shear in TL Defl in Actual 30.66 25.38 O,pg Critical 26.69 12.31 0.28 Slalus OK OK OK Ratio 87% 48% 29% Fb (psi) Fv fps~7 E (psi x mil) Fc! (psi) _V.91ues Base values 900 i80 1.6 625 Basa Ad'usled 1170 180 1.6 625 Adiustmenls 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 1.00 100 1 00 CI Stability 1.0000 _ Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 __ _ Loads Uniform TL 682 = A _ Uniform Load A Rt = 1892 R2 = 1892 SPAN = 5.5 FT Uniform and partial uniform loads are tbs per lineal ft - _ ~~J BeamChak v2005 hconsed fu. _ Wr-11er Consulting Erx,/ineers, P. C. Rey # 5234-65779 _ DONA /PLAN 31 t4 UPPER FLOOR FRAMING TYPICAL HEADER __ Uate 7110/07 Selection ~ 8 DF-L #2 Lu = 0.0 Ft Condi(ions NDS 2001 - Data Beam Span 4.5 H Reaction 1 LL 1721 # Reaction 2 LL 1721 # Beam Wt per h G.17 # Reaction 1 TL 2579 # Reaction 2 TL 2579 # E3m WI Included 28 # Maximum V 2579 # Max Moment 2901 '# Max V (Reduced) 1886 # TL Max OeFl L f 240 TL Actual Deb L / 872 LL Max Defl L !360 LL Actual Deb L / >1000 Attributes Section m~ Shear in' TL Deb in LL De0 AUUaI Critical 30.66 25.87 25,38 13 67 0.06 0 0.04 . .23 015 Status OK OK OK OK Ratio 84% 54% 28% _ 27% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Base Values ' 900 180 1 6 625 _ Base Ad usted 1346 207 1.6 625 Adiustmants CF Size FaUor 1.300 _ Cd Duration 1.15 1,15 Cr Repetitive 7.00 Ch Shear Stress N/A Cm Wet Use 1.00 1 00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 000 Ft Kbe = 0.0 _ __ ,~oays llnitorm LL: 240 Uniform TL' 300 = A Par Unii LL Par Unit T_L Start En~ 525 H = 840 0 4.5 Uniform Load A Q R7 = 2579 R2 = 2579 SPAN = 4.5 FT Uniform anU partial uniform loads are Ibs per lineal ft. _ BcamCnek v20051icensed fo: WeJler Consult/ng Engineers, P.C Itcg # 5234-65779 DONA /PLAN 31 t4 UPPER FLOOR FRAMING TYPICAL HEADER _ _ _ _ Dais. 7!10107 Sefec_h9!? 4x 8 DF-L #2 Lu = 0.0 Ft 1 Conditions NDS 2001 Mm Bearing Area R1= 1.3 rn' R2= 1.3 in' DL Deb 0.02 in Oafa Beam Span 6.5 ft Reaction 1 LL 536 # Reaction 2 LL 536 # Beam Wt per ft 6.77 # Reaction 1 TL 833 # Reac tion 2 TL 833 # Bm Wt Included 40 # Maximum V 833 ti 1Jtax tdornent 1353'# Max V (Reduced) 678 # TL Max De0 L ! 240 TI. Actual De0 L / > 1000 LL Max Dett L 1360 LL Actual De0 L I>1000 Af}dbu es Section rn _~' '~-- Shear rn --~' TL Deb in _ ( 1 LL De0 Actual 30.66 25.38 0.06 O.Oq CriGCal 12,07 4.91 0.33 0.22 Status OK OK OK OK Ratio 39% 19% _ 79% 78% Fb (psi _Fv (psi) E (psi x and ~ Fc I (psi) Values Base Values 900 780 `- 7.6 625 Base Adjusted 1346 _ _ 207 _ 1.6 625 Adiuslmenfs CF Size Factor 1.300 _ Cd Duration 7.15 1.15 Cr Repetitive 100 Ch Shear Stress N!A Cm Wet Use 1.00 1.00 7.00 1.00 CI Stability 7.0000 R b = 000 l o = 0.00 FI Kbe = 0.0 f.oads ~~- U niform I_L. 40 Uniform TL_50 = A P U ar nif LL Par Unif T L Start End 125 _ f 1 = 200 _ 0 5.5 H -~ Unifomt Load A R7~ R2 = 833 SPAN - 6.5 FT Uniform and partial uniform Toads are Ibs per lineal ff. _ ~~ _ BoarnChek v20051iconsed (o. Weller Consulting Engineers. P.C. Reg # 5234-65779 DONA /PLAN 3114 UPPER FLOOR FRAMING H2 Date: 7/10107 Selection 4x_10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 - Min Bearing Area Rt= 5.5 in' R2= 5.5 in' DL De0 U.02 in DaM Beam Span 5.5 ft Reaction 1 LL 2704 # Reaction 2 LL 2104 # Beam Wt per Fl 7.87 # Reaction 1 TL 3157 # Reaction 2 TL 3157 # Bm Wt Included 43 # Maximum V 3157 # Max Moment 4340 Y1 Maz V (Reduced) 2272 # TL Max De0 L / 240 TL Actual De0 L !991 LL Max De0 L /360 LL Actual Deft L />1000 AfMhutes Section id _ Shear in _ TL DeFl in) LL De0 _ Actual a9 91 32.38 0.07 0.04 Critical 41.94 16A6 0.28 0.18 Status OK OK OK OK Ratio 64% 51% 24% 24% __ Fb (psi Fv (psl) E (psi x mip Fc1(psi) Values Base Values 900 180 1.6 625 Base Ad'usted 1242 207. 1.6 625 Adiusfinents CF Sae Factor L200 Cd Duration 1.15 115 Cr Repetdive 1.00 Ch Shear Stress NIA Cm W~ai Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 240 Uniform TL: 300 = A Par Urnf LL Par Unii T_L_ Start End 525 H = 840 0 5.5 _ H Unifom7 Load A R1 = 3157 R2 = 3157 SPAN=55FT Uniform and partial undorm loads are Ibs per lineal ft. _ ~-~ BoamChek v20051ic ensed to. Waller Consu/tmg Engmecrs. Y C Rey # 5234-65779 _ DONA /PLA N 3114 UPPER F L(i0R FRAMING 61 _ _ Date 7!10/07 Selection (3) 2x 72 HF #2 L _ Lu=0.0Ft -1 Contlitions NUS 2007 - -'- _J Mrn Bearing Area R t= 5.0 in' R2.= 5.0 in' OL Defl 0.05 in Data Beam Span 72 0 ft Reaction 7 LL 1560 # Reaction 2 LL 1560 # Beam Wt per ft 12.3 # Reaction 1 TL 202a # Reaction 2 TL 2024 # Bm Wt Included 148 # Maximum V 2024 # Max Moment 6071 '# Max V (Reduced) 1708 # TL Max Defl L / 240 TL Actual Dell L / 63G I LL Max Dell L f 360 LL Actual Defl L ! 825 J Attributes SeUion in' Shear ink TL De0 (In) - LL Defl _ Actual 94.92 50.63 _ 0.23 0.17 Criti~il 85.77 17.08 0.60 0.40 ~ Stalus OK OK OK OK j Ratio 00% _ 34% 38% 44% 11 V Fb (psi) Fv (psi) E (Psi x mil) _ Fc ~ (psi) - alues Base Values 850 150 1.3 405 Base Adjusted 850 150 1.3 405 Adjustments CF Size Factor 1.000 _ Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wel Use 1.00 1.00 1.00 1.00 CI Stability 7 0000 Rb = 0.00 Le = 0,00 Ft Kbe = 0 0 Loads U niform LL 260 Uniform TL: 325 = A (~ _ Uniform load A l R7 -2024 R2-2024 SPAN = 12 FT Uniform and partial uniform Toads are Ibs per lineal ft. BevnChek v2005 licensed fo: Weller Carsul6n_q Fnyrnecrs, P C. Reg # 5234-65779 UONA / F'lAN 3114 UPPFR FLOOR FRAMING ~- 02 _ _ Dale: 7110!07 Selection C 3.118x 9 GLB 24 F V4 DF/DF - Lu=O.O Ft ~ Corrdifions - - - - - Min Bearing Area R1= 4.3 i n' R2= 3.6 m' OL Defl 0 07 in Suggested Camber 0.7 7 in Oafa Beam Span 10.0 ff _ Reaction t LL 2194 # Reaction 2 LL 7856 # Beam Wt per ff 6.83 # Reaction 1 TL 2776 # Reaction 2 TL 2350 # 8m 1Nt lnduded 68 # Maximum V 2778 # Max Moment 6067'# Max V (Reduced) 2265 # TL Max Deft L / 240 TL Actual Defl L ! 353 LL Max Defl L ! 360 LL Actual Deft L / 447 AfMbufes SeAion in') Shear (in 7L Oefl (in) LL Oefl Actual 42.19 28.13 0.34 027 - Crilical 30.34 14.16 0.50 0-33 Status OK OK OK OK Ratio 77.%_ 50%_ _68% _ 80% V _ Fb si) Fv (psi} E (psi x mil Fc ~ (psi) alues Base Values 2400 _ 240 1 8 650 __ . Base Adjusted 2400 __ 240 1.8 650 Adiustmenfs Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Usc 1.00 1.00 1.00 1.00 CI Stability 1.0000 R b = 0.00 Le = 0.00 Ft Kbo = 0.0 Loads - - - - - - - - C __ Par Unif Ll Par Unif TL _ Start End 540 H = 875 0 2.5 360 1 = 450 2.5 10.0 I ~' H ~ -- _ Q R7 = 277G R2 = 2354 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ff. _ __ BeamG'iek v7005 licensed to: lNeller L'onsultiny Engrnrnrs. P C. Rey # 523x_65779 OONA /PLAN 31 74 l1PPFf2 FLOOR FRAMING D3 _ Date: 7/t0107 Sefoction r 5-t/gx 16-112 GLB 24F_V4 DFJOF Lu = 0.0 Ft _ Conditions Min f3eariny Area f21= 1'L~ r' R2= 11.0 in' DL De0 0.18 in Suggested Camber 0.27 in Reaction i LL 5535 # Reaction 2 CL 5535 # Reaction 1 TL 7129 # Reaction 2 TL 7129 # Maximum V 7129 # Max V (Reduced) 6173 # TL Actual Deb L !308 LL Actual Defl L / 397 Oat? Beam Span 20.5 fl Beam Wt per fl 20.55 # Bm Wt InGuded 421 # MaxMOment 36538'# TL Max Deft L 1240 LL Fdax Defl I_ / 360 AHdbutes Actual Critical Slalus Ratio Values Adiustments Loads 788.15 38.58 1.03 0.68 OK OK OK OK 81% 46% 78% 97% Fb ( sip ) Fv (psi) E (psi x mil F Ba„e Values 2400 240 1.8 Bage Ad'usted 2330 240 7.8 Cv Volume 0.971 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Suess NIA Cm Wet Use 1.00 1.00 1.00 ' CI Stability 1.0000 Rh = 0.00 Le = 0.00 Ft Kbe = 0 0 Unifom7 LL: 540 Uniform TL: 675 = A L__ Uniform load A ~~_ R1 = 7128 R2 -7129 SPAN = 20..°i F- F Uniform and partial uniform loads are Ibs per lir7eal H. - _ LVZt~ BeamChek v20051icenscd fo: Weller Consulbny Enyinecrs, P L'. Rey # 5234-65779 DONA /PLAN 3174 UPPER FLOOR FRAMING 64 Date: TJt 0/07 Sofeclion L2) 2x 12 HF #2 _ Lu = 0.0 Ft Condrfjons NOS 2001 Min Bearinc3 Area_R7= 1.8 in' R2= 1.8 in' OL Defl <0.01 in Data Beam Span 8.0 ft Reaction 1 LL 560 # Reaction 2 LL 560 # Beam Wiper ft 8.2 # Reaction t TL 733 # ReacUOn 2 TL 733 # Hm Wt Included 66 # Maximum V 733 # Max Moment 7466'# Max V (Reduced) 567 # TL Max Deb L / 240 TL Acual Defl L />1000 LL Max Defl L / 360 LL Actual Dell L I>7000 Attributes SeGion in' Shear in' TL Oefl ink LL Defl_ _ Achrat 63.28 33.75 0,04 0.03 Critical 20-69 5.61 0.40 0.27 Status OK OK OK OK Ratio 33% 17% 9% t0% Fb (psi Fv (psi) E (psi x mil) Fc ~ (psi) Values Base Values 850 150 t3 405 Base Adjusted 850_ 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress t.Uq Cm Wel Use 1,00 100 100 100 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL' 140 Uniform TL: 175 = A Uniform Load A R1 -733 R2 = 733 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal H ~ _ _ dramChek v2005 licensed lo. _ _ Wepcr Consulfmg Engineers. P. C. Reg # 5234-65779 __ DONA 1 PLAN 3114 UPPER FLGOR H2AM1Nfi B5 Uate- 7110!07 Selection _ (3) 2x 12 HF #2 _ L = 0 0 F u , t Condi ions NDS 2001 '- - -- - Min Bearinn Area R1= o . ,..~ oo- ~ n:_z ~~ r,_° ...... Dafa Beam Span 15.0 ft Reaction 1 LL 300 # Reaction 2 LL 300 # Beam Wt per ft 12.3 # Reaction 1 TL 858 # Reaction 2 TL 809 # Bm Wt Included 18$ # Maximum V 858 # Max Moment 4472'# Max V (Reduced) 800 # TL Max Deft L 1240 TL Actual Ue0 L 1 787 LL Max Deb L 1360 LL Actual De0 L />1000 Attributes Section (in') Shear in' TL De0 (in ~ LL Defl Actual 94.92 50.63 -~~ 023 "_._--- 0.07 Critical 63.14 8.00 0.75 0 50 Status OK OK OK OK Ratio 67°h 16% 30% t 3% _ Fb (Psi) Fv (psis E (ps1 x mil) Fc ~ (psi Values Base Values ' 850 150 1 3 _ _ _ _ 405 Base Ad usted 850 150 1 3 405 Adiusfinents CF Size Factor 1.OOp _ Cd Duration 1.00 1.00 Cr Repetitive 1.Op 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 Kbe _ = 0.0 Loads Uniform LL: 40 P i t TL Uniform TL: 50 x q " o n Distance ~ o - moo ~ ,. --- - Uniform Load A Pt IoadsQ _ Rt = 858 R2~809 SPAN = 15 FT Unitorrn and paAial uniform loads are Ibs per lineal ft. _ HeamChek v20051icensed fa Weller Consupiny 1-ngineers P C. Reg p 5734-65779 DONA I PLA N 3114 UPPER f LOO K FRAMING B6 Selection _ _ LW Bx 28 36 ksi Wide Fl S Date: 7!10/07 C ang e teel Lateral Support at: Lc = 6 9 f [ max gndrtions Actual Size is 6-12 x 8 in., . . D Min Bearing Length R1= 0.9 in. R2= 0.9 in. OL Dc8 0 19 in Suggested Camber 0 28 in ad Beam Span 79.5 ft Reaction t LL 5265 # Reaction 2 LL . 5265 # Beam WI per ft B 28.0 # Reaction 1 TL 6854 # Reaction 2 TL 6854 # m Wt Included 546 # Maximum V 6854 # Max Moment 33414 '# Max V (Reduced) WA TL Max Deb L ! 240 TL Actual De0 L / 291 LL Max Deb L 1360 LL Aclual Deb L / 379 Affribufes ' Section in Shear ink TL Deft m ~~ ll De8 AUuat 24.30 2.30 -~ 0.80 --- 0.62 - Critical 16.88 0.48 0.98 0.65 Status OK OK OK OK Ratio 89% ° 21 /o 82°h_ 95% Values Base Value Fy Fb (si _ 36000 Fv (psi) E ( 36000 psi x mil) Ad1ustmenls Base Adjusted YP Faclor I c 23760 n as _14400 n .., 29.0 29 0 Loads ~ Uniform LL. 540 Uniform TL 675 = A Uniform Load A R 1 =6854 R2 = 6854 SPAN = 19 5 FT Uniform and partial uniform loads are Ibs per lineal N -- _ __ ~~~ _ BeamChek v2rb5 licensed for Weller Consuffing 6igrncers, P C Reg # 5234-65779 DONq / PLAN 3114 UPPER FLOOR FRAMING H8 __ _ Dale; 7/10107 S~luclron Sa/8x t8 GLB 24f-tJ4 Of/OF to = 0.0 Ft Conditions - - - Min Bearing Area R 1= 6.8 m' R2= 6.8 in' DL Defl 0.48 in Suggested Camber 0.72 in Data Beam Span 22.0 R Reaction 1 LL 1265 # Reaction 2 LL 7265 # Beam Wt per ft 22.42 # Reaction 1 TL 4406 # Reaction 2 TL 4406 # Bm Wt Included 493 # Maximum V 4406 # Max Moment 36826 Yf Max V (Reduced) 4717 # TL flax Defl L 1240 TL Actual DeB L 1425 LL Max Defl L !360 LL Actual Defl L / -1000 Affributos SeUion Vin') Shear (ink TL Defl in LL De0 Actual 276.75 92.25 ~~~ 0.62 0.14 -- --- Critical 192.64 25.73 1.10 0.73 Status OK OK OK OK Ratio 70% 28% 57% 19°.~0 Fb (psi) Fv (psi) F. (psi x mil) Fc I (psi) _ _ b'rrlues 8asa Values 24tT0 240 s.8 650 Base Adjusted 2294 240 1.8 __ __ 650 Adiustmonts Cv Volume 0.956 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N1A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 L^. o ,ads _ _ Uniform LL: 40 Uniform TL: 50 = A _ Point TL _ Distance Par Unif LL Pa_r Unif TL Start End 6 = 4579 11.0 75 N = 19n n o~ n ~- H _ Uniform Load q Pt loads ~_ R1 -4406 R2-4406 SPAN = 22 FT Uniform and partial uniform loads arc Ibs per lineal fl- -- _ _ [~~ __ DeamChrk v2005licensodlo: WelfcrConsul(ingEngincers. P.G. Req # 5234-65779 OONA /PLAN 3114 FMW FLOOR FRAMING TYPICAL JOIST _ Uate~ 7!1010! Selection 2x 10 HF #2 16 in. oc @ Lu=0.OFt Conditions Repetitive Use. NDS 2001 Min Bearing Area R7= 1.0 in' R2=1.0 in° DL De0 0.05 in Dafa Beam Span 12.0 h Reaction 1 LL 320 # Reaction 2 LL 320 # Beam Wt per fl 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 Defl L 1240 7L Actual Deb L ! 596 LL Max Defl L / 360 LL Actual Drfl L 1745 Affnbufes Section in' Shear in.'1_TL Defl (in LL Defl _ _ __ _ Actual 21.39 13.88 024 0.19 Critical 13.39 3.49 0.60 0.40 Status OK OK OK OK Ratio 63% _ 25% 40% 48%_ Fb (psi) Fv (Psi) E (psi x mil) Fc I (psi) Valuos Base Values 850 150 1.3 405 Base Adjusted 1075 150 1.3 _ 405 _ _ Adius(menls CF Sizo Factor 1 700 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress t41A Cm Wet Use 1.00 1.00 _1 00 100 ___ CI Stability 10000 Rb = 0.00 Le = 0.00 Fl Kbe = 0 0 Loads Uniform LL: 53 Uniform TL' 67 = A Uniform load A R1 = 400 R2 -400 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal fl. DeamChek v2005licensed fo: Weller Consulfiny Enryineers, P, C. Req # 523d~65779 OUNA /PLAN 3114 MAIN FLOOR FRAMING TYPICAL pEAM _ _ Selection ~dx 8 DF•L #2 _ _ Oate: 7/10107 Lu = 0.0 Ft Conditions NDS 2001 -- - - Min gearing Area R1= 2.4 in' R2= 9 4 in' ni non ~n m :.. Data peam Span 5.0 ft Reaction 1 LL 1200 # Reaction 2 Ll_ 1200 # Beam Wt per R 617 # Reaction 1 TL 1575 # Reaction 2 TL 1515 # Bm Wt Included 31 # Maximum V 1515 # Max Moment 1894 W Max V (Reduced) 1149 # TL Max Defl L / 240 TL Actual De0 L / >1000 LL Max Deb L /360 LL Actual Defl L / >1000 Attributes Section (in' Shear in' TL DeR (in) LL DeR Actual 30.66 25.38 0.05 0.04 Critical 19.43 9.58 0.25 0.17 Status OK OK OK OK Ratio 63% 38% 19% 23% V t _ Fb (Psi) Fv (psi) E (psi x mip Fc I si a uos Base Values 900 180 1.6 _ 625 _ __ Ad Base Adjusted 1170 180 _ 1.6 625 iusfmonts CF Size Factor 7.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress Ntq Cm Wet Use 1.00 1_00 1.00 7 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe _ = 0.0 Loads U niform LL' 480 Uniform TL: G00 = q t~ Uniform Load A R1~15 -~ -- R2 = 1515 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal R.