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2628 Structural Calcs
STRUCTURAL DESIGN FOR PLAN 2628 YELM, 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. A 40910- z *c GIST, ALV:k WELLER CONSULTING PROJECT NO. 13-028 21925 8TH PL W DATE 04/22113 BOTHELL, WA 98021 PREPARED BY Mark Weller, P.E. (425)488-9868 (425)486 -6715 FAX ~ ° DESIGN CRITERIA PER THE 2012 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1613 Design Per ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure Cs=Seismic Response Coefficient W=Effective Seismic Weight Site/Project Specific Design Values: Site Class D (Default) Seismic Design Category D R=6.5 from Table 12.2-1 Risk Category 11 from Table 1.5-1 Cs=0.1333 per Section 12.8.1.1 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-10 Section 28.6 where: �.=Exposure Factor KzT=Topographic Factor 1, =Importance Factor PS30=Base Design Pressure Site/Project Specific Values: Basic Wind Speed= 110 mph(Vul,) �,= 1.40 Exposure "C" (<30') "Urban Clustered Area" PS30=see ASCE 7-10, Figure 28.6.1 STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans WOOD DESIGN per Section 230 1,Allowable Strength Design,AF&PA SDPWS 2008&AF&PA NDS 2012 when applicable;per 2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9.1 ANCHOR BOLTS: CONCRETE DESIGN per Chapter 19&ACI 318-11 Concrete: f, 2500 psi Rebar: fy 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal ° SHEAR U� SCHEDULE ��� �� � ' � ' (SEE ANSI/AF& PASDPWS-2008 Table 43A&Section 4�3) All shear walls to be sheathed from top plate to bottom plate.Block all panel edges. Nail spacing is for all panel edges, Space nails @ |2"o.o.along intermediate framing members. SW-6 v=35Op|f 7/|6"DSB, o/8d(0.)3|"0)common nails 686"o.u. Anchorage(interior walls only)tu SINGLE joist orb|kgbelow: 16d(bnz)@ 4''nz. SW-4 v�56Op(f 7/|8"OSB.`v/8d(O.13|"0)common nails @4"oc. Anchorage(interior walls only)to4z(miuj BEAM orhLkg below: |6d(6ox)0h3''o.c. NOTE: use min 3'' nominal studs @ adjoining panel edges 8W-2 r=95Op|f 7/|6"OSB.n/8d(O.|3|"0)common nails 6&2"o.o.(otaggercd) Anchorage(interior walls only)m4x(nhoj BEAM orh|kgbelow: Y"x4N'SDS SCREWS @3"o.o. NOTE: use min 3" nominal 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 O.131'',and u minimum penetration of1.375''. From Table 43A use 15B2; 8d values with o0.93 reduction for Hem-Fir& 1.4 increase for wind. 1611 a16"0Z. 5HEAKW\LL EDGE NAILING 0MJ0|5T LOCATE 5HEATM|N(5 —~~--- JOINT 000MMON kJEM13ER 5HEAR1_KAN5FEK 0 EVTEP(/lF\ WALL PETA/! 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X LO 4) x 11 7a 11 r__ -a 'IT (L6 m [I �o , X C 0) t- C.0 w w M X > CY) -5 75 o- - > N (D , " 11 0) X CN CY) E T 0 3: i6, w 0 -0 -a co — (D > > 11 (n > 11 It - = x CL 0 11 0) CU r- U) (n > CY) C1 00 > 3: '0 LL C) Oo 0 > If z cu CL 0-Lo r a tL; Ca m x 0 04 0 C) > 0 - C. " M 0 —CU — — U-) > (I) a) 4) x -T r) < 06 - " CD X (N F- U-) 00 U-) q- 0 1-- CY) CO r- Lo 0 m It C,,f —0 cu cu CY) L6 4 0 q. -T 3: ZN 3: 0. _j CU If N cy) q U) (o U- C'4 a) > m if w C: Of < 0 > IX > F- -j I > z F- Z 0 0 CL < 0 W W 0 ui 0 cr- 0- w D of It L.L -j � w U- LL -j t A T , t I REP. CS16 TO WALL BELOW 2 CS16 TO RIM BELOW CS16 TO BEAM BELOW 4 CS16 TO MEAGER BELOW NOTE. ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS %j C) (2 6,AeAGE ADD CS16 RIM TO RIM ADD(3)A35 RIM TO WALL TOP PLATE 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 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL D A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOLDOWN, SEE DETAIL E HDQ8, SEE DETAIL F HDQ8, SEE DETAIL G NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS LT L7 O co 1 (D CONCRETE STEM WALL TO BE 2'-0" MIN.ABOVE GARAGE SLAB A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL D A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN, SEE DETAIL E SSTB28 FOR HDQ8 ABOVE, SEE DETAIL F SSTB28 FOR HDQ8 ABOVE, SEE DETAIL G 3"x 3"x 114" PLATE WASHER SHALL EXTEND TO WITHIN 112"OF THE SHEATHING NOTE: USE 5/8" 0 ANCHOR BOLTS W13" x 3" x 1/4" WASHERS k 5'-0" O.C. U-N-0 FOUNDATION PLAN WELLER CONSULTING JOB NAME PLAN 2628 ti www c ENGINEERS, P.C. JOB NUMBER 13-028 PREPARED BY MW - DATE 4/22/ 13 SHEET NO. OF 21925 8TH PL W• BOTHELL,WA 98021 PH. (425)488-9868 • FAX(425)486-6715 TRU55E5 PER PLAN WINDOW/DOOR 861 (o.131) a 6"O.C. FRAMING ROOF SHEATHING WINDOW/DOOR HEADER VENTED BLOCKING . . . . . . . . . . Hl 0 24"O.C. PROVIDE (2) ROWS OF 8d 0 2"O.C. SHEAR WALL TO HEADER DETAIL A 10,1 (0.145) 0 6"O.C. FLOOR SHEATHING = LOCATE J015T OVER LL SHEAR WALL u- EXTEND SHEAR WALL SHEATHING 3"MIN ABOVE TOP PLATE, NAIL SHEATHING TO JOIST PER SHEAR WALL EDGE NAILING DETAIL 13 DETAIL C WELLER CONSULTING JOB NAME PLAN 2628 wc ENGINEERS, P.C. JOB NUMBER 13-028 PREPARED BY MW DATE 4 l22 r' 13 SHEET NO. Ll OF L.`1 21925 8TH PL W• BOTHELL, WA 98021 PH. (425)488-9868 • FAX(425)486-6715 (2) 2x_HF#25TUD5 (2) 2x_HF#25TUD5 HTT5 HOLDOWN HTT5 HOLDOWN 55TB16 55TB16 KIM J015T W/501-11) BLOCKING P.T. 51LL PLATE 51LL PLATE d � a d 4 a d 1 L] d d O a d a 4 4. d a d a DETAIL D d Q (2)2x_HF#2 (2)2x_HF#2 HDQB HOLDOWN HDQB HOLDOWN 55TB28 55TB28 P.T. 51LL PLATE RIM J015T Wt 50LID BLOCKING 51LL PLATE d 4 a d d d a 0 d 0 DETAIL F d d r � � G a d 4 DETAIL G 4A ❑ ❑ 14 - ----- --------- DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE:PROVIDE(2) 2X POST(&-ALL HIP MASTERS & GIRDER TRUSSES U.N.0 HEADERS: 4 x 8 DF # 2 U.N.O. NOTE. PROVIDE(1) 2 X TRIMMER @ALL HEADERS U.N.0 Hl: 4 x 10 DF # 2 COLUMNS: Cl: (4) 2 x 6 HF # 2 ROOF FRAMING PLAN (ELEVATION A) C--Z_ ❑ ❑ ❑ N 0 o 0 T-A DESIGN LOADS: HEADERS: 4 x 8 DF# 2 U.N.O. ROOF DL = 15 PSF NOTE: PROVIDE(1) 2 X TRIMMER LL = 25 PSF @ALL HEADERS U.N.0 Hl: 3 118 x 9 GLB (24F-V4) ENGINEERED TRUSSES BY TRUSS MANUFACTURER H2: 4xlODF# 2 NOTE. PROVIDE(2) 2X POST P-ALL HIP MASTERS & GIRDER TRUSSES U.N.0 COLUMNS: Cl: (4) 2 x 6 HF # 2 C2: (2) 2 x 6 HF # 2 ROOF FRAMING PLAN (ELEVATION B) �3 1 � DESIGN LOADS: ROOF DL = 15 PSF HEADERS: 4 x 8 DF#2 U.N.O. LL = 25 PSF NOTE: PROVIDE(1) 2 X TRIMMER a@ ALL HEADERS U.N.0 ENGINEERED TRUSSES BY TRUSS MANUFACTURER H3: 4 x 12 DF# 2 NOTE:PROVIDE(2) 2 X POST A ALL HIP MASTERS & GIRDER TRUSSES U.N.O 3RD CAR ROOF FRAMING PLANS 3 0 0 Cl DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE:PRnVif))=191 9 v CM ALL Hip MASTERS POST ALL HIP & GIRDER TRUSSES U.N.0 BEAMS: NOTE. PROVIDE(2) ,2X POST @ALL BEAMS U.N.O. pBl: 3 118 x 10 112 GLB (24F-V4) COLUMNS: C3: 4 x 4 P.T. Wl AC4 &AB44 HANGERS: HGR1: HUCQ48 COVERED PATIO ROOF FRAMING PLAN " Q a i v � I I � a v J y 4 Q N � � X W O ¢ w Q r W U Z m W J Z j O a ?, o () LL OQ Klow ' U0 Nip oar a wrn � w �U J ° S0) ° J > w rn > sC 0 D O � X avUi � a ? 0 w tii O O z z to N � w �> ; r a `? ocWno � uF`, d > � LLdzLL m X ONa Q � � 42 � � �ZCV, d' CO tD r x Q z j V m m 0_ m ¢ v Ud o x lu V1 �p C7 (7 F C9 N N a p a N N LL LL N N N X O N N �C N J N N N N U7 V1 N k Z k N k N N # r �k it O r LL LL N 3k U LL w CL O O LL S v J Q x Q Q N m LL U. 11) M O Q O Q N tD to LL F p W d' O q SNWLL. CUW -jNo W JQo X XOO xC7 X X X ° ILNU X X Q if it N r X Q Q r r Q ¢ co r 0,D a r r Q e X X X X r M X X r r X X X Q pQJ NN Q � O� @�act aty* to vLo U� � �.N Z w N 4 W 4 4 W .. � O t11 a Uj � LLi x U, co to •• F- E w O p p W D 4O W O r N M tq CD h- a0 O r N 7 O tD 1� W d U' Q LL nU. x2 xS LO2 Bio] o] m0] OOfd UO UUUUUU UU SS V� - - { s i i _ I i i I { � i i r - - - - - - - - - � . i - -- -- - - -._, FT - - - i - - - I i � I I II r� _ -jj DESIGN LOADS: BEAMS: 4 x 8 DF #2 U.N.O. FLOOR DL = 10 PSF NOTE.PROVIDE 4 x 4 POST LL =40 PSF @ ALL BEAMS U.N.O. PROVIDE 4 x 6 POST JOISTS: 2 x 10 HF# 2 (a)_ 16" O.C. @ ALL BEAM SPLICES U.N.O. NOTE:PROVIDE LUS26 HANGERS ALL FLUSH FRAMED ENDS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMI-.TG PLAN BeamChek v2012 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2628 ROOF FRAMING GTI (FOR REACTIONS ONLY) Date:4119/13 Selection 5-118x 27 GLIB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 14.7in2R2= 14.7in 2 (1.5) DL Defl= 0.60 in Recom Camber--0.90 in Data Beam Span 28.0 ft Reaction I LL 5782# Reaction 2 ILL 5782# Beam Wt per ft 20.5# Reaction I TL 9527# Reaction 2 TL 9527# Bm Wt Included 574# Maximum V 9527# Max Moment 66689W Max V(Reduced) 7996# TL Max Defl L/240 TL Actual Defl L/276 LL Max Defl L 1360 LL Actual Defi L 1544 Attributes Section (in') Shear(W) TL Defl(in) LL Defl Actual 379.69 84.38 1.22 0.62 Critical 308.00 43.46 1.40 0.93 Status OK OK OK OK Ratio 81% 52% 87% 66% Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2598 276 1.8 650 Adjustments Cv Volume 0.941 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:413 Uniform TL: 660 =A Uniform Load A Z� RI =9527 R2=9527 SPAN=28 FT Uniform and partial uniform loads are lbs per lineal ft. - ~ Bev Chekv/m2 licensed to: Welnuxmwme Engineers, PLAN 2628 ROOF FRAMING 8T2 (FOR REACTIONS ONLY) Date:4/22/13 Selection F5- iut� GLB 24F Conditions NDS2Ol2 Min Bearing Area R1 4Sinz R2 48inz (1 5)DLDe8 O 73 in Recom Camber= 1.10 in Data Beam Span 33.0 ft Reaction 1 LL 1650# Reaction 2 LL 1650# Beam Wt per ft 22.42# Reaction 1 TL 3010# Reaction 2 TL 3010# Max Moment 24831 '# Max V(Reduced) 2736# TL Max Defl L/240 TL Actual Defl L 298 LL Max Defl L/360 LL Actual Defl L 666 Attributes z Shear ' TL D0 fl Actual 276.75 92.25 1.33 0.59 Chhce/ 117.63 14.87 1.65 1.10 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2533 276 1.8 650 Adiustments Cv Volume 0.918 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL: 1OO Uniform TL: 160 =A Uniform Load A R1 =3010 R2=3010 SPAN =33FT Uniform and partial uniform loads are|bs per lineal ft. ` ovuou,e" .^v.2 licensed to: ,~=" ^"°"""'y"«p=e+ P^^ '°a^5234-65779 PLAN 2628 ROOF FRAMING GT3(FOR REACTIONS ONLY) Date:4/22/13 Selection Conditions NDS2O12 /Nin Beohn Areo R1 148 inxR2= 17.9 in' (1.5) DLDe#= 007 in RocomCamber= 1 46 in Data Beam Span 33.0 ft Reaction 1 LL 4263# Reaction 2 LL 6463# Beam Wt per ft 33.63# Reaction I TL 9648# Reaction 2 TL 11612# Max Moment 97199'# Max V(Reduced) 10051 # TL Max Defi L/240 TL Actual Defl L/241 LL Max Defi L/360 LLAGtual Defl L/591 Attributes eU i LLD 8 Actual 622.69 138,38 1.64 0.67 Critical 479.49 54.63 1.65 1.10 Status OK OK OK OK x000 Fb(psi) Fv(psi) E(psi x mil) Fc!(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2433 276 1.8 650 Adjustments Cv Volume 0.881 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start 413 1 =8S0 8.0 33.0 Pt loads: R1 =8048 R2 = 11612 SPAN =33FT Uniform and partial uniform loads are/bm per lineal ft. ~ ~ ovunx^env2u'2 licensed to: Weller Consulting Engineers, PLAN 2628 ROOF FRAMING TYPICAL HEADER Date:4/19/13 Conditions NDS2O12 /Nin BeahngArea R1=3.2 in` R2=3.2 in' (1.5) DLDeO= 0.05 in Data Beam Span 5.5 ft Reaction 1 LL 1238# Reaction 2 LL 1238# Beam Wt per ft 6.17# Reaction 1 TL 1997# Reaction 2 TL 1997# Max Moment 2746'# Max V(Reduced) 1558# TL Max Defl L/240 TL Actual Defl L/661 LL Max Defl L/360 LL Actual Defi L/>1000 Attributes z S i LLD O Actual 30.66 25.38 0.10 O05 Chdua| 24.49 11.29 018 0.18 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 AcUystments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:45O Uniform TL: 72O =A Uniform Load A R1 = 1997 R2= 1897 SPAN=5�5FT Uniform and partial uniform loads are lbs per lineal ft, - - oouvx,00vvzv/2xcenseuuz ,,mmr PLAN 2628 ROOF FRAMING H1 Date:4/19/12 Selection Conditions NDS 2012 Min B z ' ( Data Beam Span 6.5 ft Reaction I LL 1463# Reaction 2 LL 1463# Max Moment 3844 # Max V(Reduced) 1805# TL Max Defl L/240 TL Actual Defl L/829 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section O Actual 49.91 32.38 0.09 0.05 Critical 37.14 13.08 0.33 0.22 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:45O Uniform TL: 72O =A Uniform Load A Zill R1 =2366 R2=2366 SPAN=S.bFT Uniform and partial uniform loads are|ba per lineal ft. ~ ~ B""""^=" ,2°'^"^ense""^ Weller Consulting PLAN 2628 ROOF FRAMING H1 (ELEV8) Date:4/22/13 Selection Conditions NDG2O12 NYin 8omhngAma R1=2.7in2 R2=5.3 in" (1.5) DLDe8= O.14 in Raoom Camber=0.22 in Data Beam Span 6.5 ft Reaction 1 LL 355# Reaction 2 LL 970# Beam Wt per ft 6.83# Reaction 1 TL 1748# Reaction 2 TL 3427# Max Moment 6294 # Max V(Reduced) 2882# TL Max Defl L/240 TL Actual Defi L/469 LL Max Defi L/360 LL Actual Defi L/>1000 Attributes Section Actual 4219 28,13 0.17 0.02 Chdool 27.37 15.66 0.33 0.22 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start 8=3O1O 4.0 50 H=8O O 4.0 450 | =72O 4.0 6.5 Pt loads: R1 = 1748 R2 =3427 SPAN=8,5FT Uniform and partial uniform loads are{ba per lineal ft. - ^ ueannCxexvzu/z licensed to: Weller PLAN 2628 ROOF FRAMING H2 (ELEV0 Deb/:4/22113 Selection Conditions NDS2O12 k8in Beahn A a R1 52 in` R2= 1 0in2 (1,5) DLDeU= OUG in Data Beam Span 5.5 ft Reaction I LL 656# Reaction 2 LL 219# Beam Wt per ft 7.87# Reaction 1 TL 3260# Reaction 2 TL 1193# Max Moment 4066 # Max V(Reduced) 2699# Attributes TL DeU 0 Actual Critical 3929 19.56 0.28 0.18 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adfustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B=3O10 1.5 450 H =72O O 1.5 50 / =8O 1.5 5.5 Pt loads: R1 =325O R2= 1193 SPAN=6.5FT Uniform and partial uniform loads are!ba per lineal ft. ~ uearnCnexv2v/2x:onneoorv,nxe' PLAN 2628 ROOF FRAMING GT4(FOR REACTIONS ONLY) Date:4/19/13 Selection Conditions NDS2D12 KA|n8ehn A R1 2Oi ' R2 20 in2 (15)DLDa8 0.36 in Reoom Camber=U54in Data Beam Span 20.0 ft Reaction 1 LL 750# Reaction 2 LL 750# Beam Wt per ft 9.11 # Reaction 1 TL 1291 # Reaction 2 TL 1291 # Max Moment 6456 # Max V(Reduced) 1162# Attributes nfl Actual 75,00 37.50 0.69 033 ChUoa/ Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 /10�ystments Cv Volume I 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL75 Uniform TL 120 =A Uniform Load A R1 = 1291 R2= 1291 SPAN =2OFT Uniform and partial uniform loads are|bs per lineal ft. ~ ~ u*anxCoexv2u/2 licensed to: Weller PLAN 2628 ROOF FRAMING H3 Date:4/19/13 Selection Conditions NOS 2012 Min Bearing Area R1 36 i2 R2 38i2 (15) DLO8 0.07 in Data Beam Span 9.5 ft Reaction 1 LL 1368# Reaction 2 LL 1368# Beam Wt per ft 957# Reaction 1 TL 2230# Reaction 2 TL 2230# Max Moment 5297 # Max V(Reduced) 1790# TL Max Defl L/240 TL Actual Def! L/739 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 73.83 39.38 0.15 O08 Chboa| 55.83 1297 0.48 0.32 Status OK OK OK OK Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 8diustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL288 Uniform TL: 46U =A Uniform Load A R1 =2230 R2=2230 SPAN=9.5FT Uniform and partial uniform loads are/bo per lineal ft. ~ ~ ueonn.nexv20/2umensoonzvvmoerConommg PLAN 2628 ROOF FRAMING H3 Date:4/19/13 Selection Conditions MDS2O12 Min Bearing Area 01 24inz R2=39in' (15) DLDefl= 0.14 in Data Beam Span 9.5 ft Reaction I LL 520# Reaction 2 LL 1085# Bm Wt Included 91 # Maximum V 2425# Max Moment 6220'# Max V(Reduced) 1984# TL Max Defl L/240 TL Actual Defl L/614 LL Max Defl L/360 LL Actual Defi L/>1000 Attributes Section Actual 73.83 39.38 0.19 0.05 Critical 65.56 14.38 0.48 0.32 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 8diustments CF Size Factor 1.100 Cd Duration 1.15 1A5 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start B=12Q1 4.75 50 H=8O O 4.75 288 1 =460 4.75 9.5 Pt loads: R1 = 1522 R%=2425 SPAN =9�5FT Uniform and partial uniform loads are lbs per lineal ft. ~ ~ ouuxx,um ,z,'z licensed to: Weller Cnmvxu PLAN 2628 ROOF FRAMING P131 Date:4/19/13 Selection Conditions ND82O12 Min Bearing Area H1 4.0 in" R2 40 in a (1.5) DLD U 021 in R mmm Camber--032 in Data Beam Span 12O ft Reaction 1 LL 1578# Reaction 2 LL 1578# Beam Wt per ft 7.97# Reaction 1 TL 2568# Reaction 2 TL 2568# Max Moment 7704'# Max V(Reduced) 2193# TL Max Defl L/240 TL Actual Defl L/329 LL Max Defl L/360 LL Actual Defi L/638 Attributes Section Actual 5T42 3281 0.44 0.23 Critical 33.49 11.92 0.60 0.40 Status OK OK OK OK xanu Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL2O3 Uniform TL42O =A Uniform Load A R1 =2568 R2=2568 SPAN = 12FT Uniform and partial uniform loads are|bo per lineal ft. ~ Beamun*xvzo/2 licensed to: Welter Consulting Engineers, PC. ~----~ PLAN 2628 UPPER FLOOR FRAMING TYPICAL JOIST Date:4/22/13 Selection Conditions NDS2U12. Repetitive Use K8inBeehngArea R1= 12in2 R2= 12/n' (1.5) DLDo0= 0.10 in Data Beam Span 15.0 ft Reaction 1 LL 400# Reaction 2 LL 400# Beam Wt per ft 0# Reaction I TL 500# Reaction 2 TL 500# Max Moment 1875 # Max V(Reduced) 437# TL Max Defl L/240 TL Actual Defl L/499 LL Max Defl L/360 LL Actual Defi L/687 Attributes i LL DnO Actual 31,64 16.88 O36 0.26 Chhco/ 2102 4.37 0.75 O50 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 Adiustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1A5 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1 00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A Uniform Load A R1 =500 R2=500 SPAN= 15FT Uniform and partial uniform loads are|bm per lineal ft. - " oemnx.nox,2v'2 licensed to: Weller PLAN 2628 UPPER FLOOR FRAMING FJ1 Doha:4/22/13 Selection Conditions NDS2O12. Repetitive Use Min Bearing Area R1 1.1 i ' R2 1.1 in' (1.5) DLD 0 0 14i Data Beam Span 17,5 ft Reaction 1 LL 350# Reaction 2 LL 350# Max Moment 1914'# Max V(Reduced) 391 # TL Max Defi L/240 TL Actual Defi L/419 LL Max Defl L/360 LL Actual Def! L/577 Attributes Section Actual Critical Status OK OK OK OK Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 Adjustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:40 Uniform TL: 50 =A Uniform Load A R1 =438 R2=438 SPAN= 1T5 FT Uniform and partial uniform loads are|bu per lineal ft. ^ ",°'"^=" ,'°'2 licensed to: Weller Consulting Engineers, PC. '~v ^ ~^`- ~~' '~ PLAN 2628 UPPER FLOOR FRAMING TYPICAL HEADER Date:4/19/13 Selection Conditions ND82O12 /Nin BeahngAreo R1=4.0in2 R2=4.Oin' (1.5)DLDe8= 0.03 in Data Beam Span 45 ft Reaction I LL 1553# Reaction 2 LL 1553# Beam Wt per ft 6A7# Reaction I TIL 2489# Reaction 2 TL 2489# Max Moment 2800'# Max V(Reduced) 1821 # LL Max Defl L/360 LL Actual Defi L/>1000 Attfibutes O O Actual 30.66 25.38 O07 O04 Cnd/co/ 28.72 15.17 013 0.15 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1 300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:240 Uniform TL 300 =A Par Unif LL Par Unif TIL Start 450 H =72O O 4.5 | =8O O 4.5 Uniform Load A RI =2489 R2=2489 SPAN=4,5FT Uniform and partial uniform loads are}bn per lineal ft, ~ ° Bea' Che ,�'2==^= oWeller Consulting Engineers, PC. ^ eg"==°''" PLAN 2628 UPPER FLOOR FRAMING TYPICAL HEADER Date:4/19/13 Selection Conditions NDS2012 MinBendngAnsa R1=2.7in2 R2=2.7in2 (1.5) DLDe0= 0,06 in Data Beam Span 6,5 ft Reaction I LL 1105# Reaction 2 LL 1105# Beam Wt per ft 6,17# Reaction I TL 1661 # Reaction 2 TL 1661 # Max Moment 2700'# Max V(Reduced) 1352# TL Max Defi L/240 TL Actual Defl L/573 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section O Actual 30.66 25.38 0.14 O08 Critical 2769 11.27 0.33 0.22 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use I 00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:340 Uniform Par Unif TL Start End H =OO O 6.5 Uniform Load A R1 = 1681 R2= 1661 SPAN=S�5FT Uniform and partial uniform loads are|bm per lineal ft. ~ , B~~ .~.~ ,^~.~..~ ~.. .^ Weller~~~~~.'/^~,r~.~ . . . PLAN 2628 UPPER FLOOR FRAMING H4 Date:4/19/13 Conditions N0S2012 Min Bearing Area R1 1 7/ a R2 1 7i z (1.5) DL Defl 021 in Data Beam Span 165 ft Reaction 1 LL 619# Reaction 2 LL 619# Beam Wt per ft 957# Reaction 1 TL 1069# Reaction 2 TL 1069# Max Moment 4409'# Max V(Reduced) 947# TL Max Defl L/240 TL Actual Defi L/504 LL Max Defl L/360 LI-Actuaf Defl L/>1000 Attributes Section i ' Actual 73,83 3938 0.39 OA9 ChUoa/ 46.48 6.87 O83 O55 Status OK OK OK OK Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 Adiustments CF Size Factor 1.100 Cd Duration 1.15 1A5 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1 00 Cl Stability 1.0000 Rb 0.00 Le O00 Ft Loads Uniform LL: 75 Un/hu/mTL: 120 =A Uniform Load A R1 = 1089 R2= 1069 BPAN= 16.5 FT Uniform and partial uniform loads are(bm per lineal ft, ^ oem""^n= .2",2 licensed to:Weller Consulting Engineers, PC. "ey°^^^`'"^''" PLAN 2628 UPPER FLOOR FRAMING H5 Date:4/22/13 Conditions NDS2012. Repetitive Use K4i 0eoh Amea R1 58ina R2 30 in2 (15) DL De0 Data Beam Span 6.5 ft Reaction I LL 374# Reaction 2 LL 374# Beam Wt per ft 0# Reaction 1 TL 3654# Reaction 2 TL 1905# Max Moment 2085'# Max V(Reduced) 2377# TL Max Dell L/240 TL Actual Dell L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 49.91 32.38 O07 001 Chhoa| IT52 17.23 0.33 0.22 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1428 207 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform Uniform Point TL Distance Par Unif LL Par Unif TL Start 7En� 8=32G0 0.5 75 H= 12O O 0.5 C= 1193 6.0 Uniform Load A Pt|uad R1 =3854 R2= 1805 SPAN =8.5FT Uniform and partial uniform loads are/bm per lineal ft. ~ ° B=='"^"= ,^"'2 licensed to: ,"""= °"="""o/Ee"==s, P`^ PLAN 2628 UPPER FLOOR FRAMING B1 Date:4/19/13 Conditions NDG2O12 Min Bearing Area Rl 1,1 in" R2 1.1 i z 5) DLDeD Data Beam Span 4.5 ft Reaction I LL 540# Reaction 2 LL 540# Beam Wt per ft 6.17# Reaction 1 TL 689# Reaction 2 TL 689# Max Moment 775'# Max V(Reduced) 504# Attributes Section Axiuo| 3066 25.38 0.02 0.01 C//Uoo| Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adiustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:24O Uniform TL: 3OO =A Uniform Load A RI 689 R2 689 SPAN=4,5FT Uniform and partial uniform loads are|bx per lineal ft, ~ ^ Bea'==" ="'2°licensed to:Weller Consulting Engineers, PC. Reg"=34- 5779 PLAN 2628 UPPER FLOOR FRAMING M2 Date:4/19/13 Selection Conditions NDS2012 K8inBeahn A R1 23i ` R2 23i2 (15)QLDn8 0.02 in Data Beam Span T5 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 7.87# Reaction I TL 1436# Reaction 2 TL 1436# Max Moment 2692'# Max V(Reduced) 1141 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attfibut§s Section Actual 49.91 32.38 0.08 0.06 Critical Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive I 00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1 00 Cl Stability 1.0000 Rb 0.00 Le O00 Ft Loads Uniform LL:3OO Uniform TL: 375 =A Uniform Load A R1 = 1436 R2= 1438 SPAN=7.5FT Uniform and partial uniform loads are|by per lineal ft. ° --___ _-_ _- _ Weller— _---~ _ g-'-` PC. -. 52 PLAN 2628 UPPER FLOOR FRAMING B3 Date:4/19/13 Selection 5-1/8x 15 GL13 24F-V4 DFIDF Lu =0.0 Ft Conditions NDS2O12 Min Bearing Area R1=6.1 / ' R2 6.1 in' 1 DLDeO 010i Recom Camber=0.29 i Data Beam Span 20.0 ft Reaction 1 LL 3000# Reaction 2 LL 3000# Beam Wt per ft 1&68# Reaction I TL 3937# Reaction 2 TL 3937# Brn Wt Included 374# Maximum V 3937# Max Moment 19684'# Max V(Reduced) 3445# TL Max Defi L/240 TL Actual Defl L/393 LL Max Defi L/360 LL Actual Defl L/577 Attributes i LL D8 Actual 192.19 76.88 O61 0.42 Critical 100.15 21.53 1.00 O67 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2359 240 1.8 650 Adjustments Cv Volume O983 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads , Uniform LL:3OO Uniform TL: 375 =A Uniform Load A R1 =3937 R2=3937 SPAN=2UFT Uniform and partial uniform loads are|bm per lineal ft. ~ ° B~. .~.~` ,~~.-'-__~,.^ Weller Consulting PLAN 2628 UPPER FLOOR FRAMING B4 Date:4/19/13 Selection 6-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions N0S2012 K8/n Bearing Area R1=6.8 in R2=6.2 in' (1.5)DLDnfi= 041 in Recom Camber--0.62 in Data Beam Span 20O ft Reaction I LL 2534# Reaction 2 LL 2246# Beam Wt per ft 22.14# Reaction 1 TL 4401 # Reaction 2 TL 4041 # Max Moment 21424'# Max V(Reduced) 3893# TL Max Defl L/240 TL Actual Def! L/311 LL Max Defl L/360 LL Actual Defl L/672 Attributes Section Actual 20503 91.13 O77 0.36 ChUoa/ 110.87 24.33 1 00 0.67 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2319 240 1.8 650 Adjustments Cv Volume 0.966 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 Cl Stability 1.0000 Rb 0.00 Le O00 Ft Loads Uniform Uniform TL 175 =A Par Unif LL Par Unif TL Start 00 H=75 O 12.0 OS | = 100 0 20,0 J 8 O 20.0 Uniform Load A R1 =4401 R2 4041 SPAN=2OFT Uniform and partial uniform loads are|ba per lineal ft. " � =eamC= v2 ,2=,sem .nllerConsulti*Engineers, = , eg°5 ==,," PLAN 2628 UPPER FLOOR FRAMING 85 Date:4/22113 Selection Conditions NOG 2D12 Min Bearing Area R1=41 in' R2 41 /n2 (15)DLDe8 O04/ Data Beam Span 6O ft Reaction I LL 1530# Reaction 2 LL 1530# Beam Wt per ft 7.87# Reaction I TL 2544# Reaction 2 TL 2544# Max Moment 3815W Max V(Reduced) 1890# TL Max Defl L/240 TL Actual Defl L/860 LL Max Def! L/360 LL Actual Defl L/>1000 Attributes Section Actual 4991 32.38 0.08 0.04 C/ihuo/ 36.86 13.70 0.30 0.20 Status OK OK OK OK Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 16 625 8&stments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL: 160 Uniform Par Unif LL Par Unif TL Start End 350 H =50O O 8.0 | =OO O O�U Uniform Load A N1 =2544 R2=2544 SPAN =GFT Uniform and partial uniform loads are|bo per lineal ft. ° � "=" '"^=" ,="'2^^"~"""^ Welter Consulting Engineers, PC. '~x ^ ~~~' ~`' '~ PLAN 2628 UPPER FLOOR FRAMING B8 Date:4/22/13 Selection Conditions NDS2O12 Min Bearing Area R1 1.5 in 2 R2 1.5 in 2 (1 5) DLDeU= 0.09 in Data Beam Span 11.0 ft Reaction I LL 550# Reaction 2 LL 550# Beam Wt per ft 7.87# Reaction 1 TL 923# Reaction 2 TL 923# Max Moment 2539'# Max V(Reduced) 794# TL Max Defl L/240 TL Actual Defl L/735 LL Max Defl L/360 LL Actual Defl L/>1000 Aftribu8es Da8 i LLD 8 Actual 49,91 32.38 OA8 0.09 Chdo*/ 24.53 5.75 O55 0.37 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 16 625 8diustments 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 Cl Stability 1.0000 Rb O00 Le 0.00 Ft Loads Uniform LL: 10O Uniform TL: 160 =A Uniform Load A R1 =923 R2=823 SPAN = 11 FT Uniform and partial uniform loads are|bm per lineal ft. , � B.~ .~~. ,2~.2.~~ ~~..^ Weller~ Consulting Engineers, PC. .~v . 523465779 PLAN 2628 UPPER FLOOR FRAMING 87 Date:4/22/13 Selection Conditions NDS2O12 Min Bearing Area R1 9.3 in 2 R2= 10A in' (1 5) DLDe8 021 in Reoom Camber--0.32 in Data Beam Span 7.0 ft Reaction I LL 1204# Reaction 2 LL 776# Beam Wt per ft 13.08# Reaction 1 TL 6058# Reaction 2 TL 6751 # Max Moment 19215'# Max V(Reduced) 6556# TL Max Defl L/240 TL Actual Defl L/365 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes S U Actual 94.17 53.81 023 O02 Chdoo| 83.54 35.63 0.35 0.23 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 A&stments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform Uniform TL Point TL Distance Par Unif LL Par Unif TL Start End B=A648 4.0 350 H=56O 0 4.0 100 |= 180 4.0 7.0 Uniform Load A Pt loads: RI =6058 R2=6751 SPAN=7F7 Uniform and partial uniform loads are/bu per lineal ft, , ° .""'""=° .='.~.^= s"""^ ,.=.° =^=~" PLAN 2628 UPPER FLOOR FRAMING B8 Date:4/22/13 Selection Conditions NDS2012 z ( Camber--0.53 in Data Beam Span 21.0 It Reaction 1 LL 7508# Reaction 2 LL 7508# Beam Wt per ft 2&02# Reaction 1 TL 12264# Reaction 2 TL 12264# Max Moment 64387'# Max V(Reduced) 10074# TL Max Defl L/240 TL Actual Defi L/347 LL Max Defi L/360 LL Actual Defl L/680 Attributes Section i " Actual 432A2 115.31 0.73 0.37 Critical 298.11 54.75 1 05 0.70 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 18 650 Adjusted Values 2592 276 1.8 650 Adjustments Cv Volume 0.939 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads U Uniform Par Unif LL Par Unif TL Start End 475 H =7O0 0 21.0 | =8O U 21.0 Uniform Load A R1 = 12264 R2= 12264 SPAN=21FT Uniform and partial uniform loads are|ba per lineal ft, � ° BearnChek v2012 - to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2628 MAIN FLOOR FRAMING TYPICAL JOIST Date:4/19/13 Conditions ND82O12. Repetitive Use k4i 8eah Anaa R1 1 Oin' R2 1.0 in 2 (1 5) DLDe0= 0.07 in Data Beam Span 12.0 ft Reaction 1 LL 320# Reaction 2 LL 320# Beam Wt per ft 0# Reaction I TL 400# Reaction 2 TL 400# Max Moment 1200'# Max V(Reduced) 349# TL Max Def! L/240 TL Actual Defl L/542 LL Max Defl L/360 LL Actual Defl L/745 Aftributes Section Actual 21.39 13.88 0.27 0.19 Chbcm| Status OK OK OK OK Ratio Fb(psi) Fv(psi) E (psi x mil) Fc-L(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 Adjustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:53 Uniform TL: 07 =A Uniform Load A RI 400 R2 400 SPAN= 12FT Uniform and partial uniform loads are|bo per lineal ft. r � � Consulting Engineers, PC. Reg#5234-65779 PLAN 2628 MAIN FLOOR FRAMING TYPICAL BEAM Date:4/19q3 Selection Conditions NDS2O12 Min Bearing Area Hl=3 1 in2 R2=3 1 in' (1.5)DLDeO= 001 in Data Beam Span 4.5 ft Reaction 1 LL 1530# Reaction 2 LL 1530# Beam Wt per ft 6.17# Reaction 1 TL 1926# Reaction 2 TL 1926# Max Moment 2167'# Max V(Reduced) 1409# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defi L/360 LL Actual Defl L/>1000 Attributes S 8 i LLD 8 Actual 30.66 25.38 O05 0.04 Chdma| 2223 11.74 0.23 0.15 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adfustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:S8O Uniform TL: 850 =A Uniform Load A R1 = 1926 R2= 1926 SPAN=4,5FT Uniform and partial uniform loads are|ba per lineal ft. r � ^ BeamChek v2012 licensed to: Weller Consulting E —er— PC. Reg#5234-65779 PLAN 2628 MAIN FLOOR FRAMING TYPICAL BEAM Date:4/19/13 Conditions NDS2O12 K8/nBeah An*o R1 23i ` R2 23i « (15) DLDefi in. Data Beam Span 3.0 ft Reaction 1 LL 1140# Reaction 2 LL 1140# Beam Wt per ft 6.17# Reaction 1 TL 1434# Reaction 2 TL 1434# Max Moment 1076'# Max V(Reduced) 857# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defi L/>1000 Attributes Section Actual 3066 25.38 0.01 <0,01 Ch8oa| 11.03 7.14 OA5 0.10 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 16 625 Adjusted Values 1170 180 1.6 625 Adiustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:780 Uniform TL: O50 =A Uniform Load A R1 = 1434 R2= 1434 SPAN=3FT Uniform and partial uniform loads are|bm per lineal ft. � � � - Engineers, PC. Reg#5234-65779 PLAN 2628 MAIN FLOOR FRAMING TYPICAL BEAM Date:4/19/13 Selection Conditions NDG2012 Min Bearing Area R1=2.1 in x R2 2.1 in' (1.5)DL D D Data Beam Span 6.0 ft Reaction 1 LL 1020# Reaction 2 LL 1020# Beam Wt per ft 6A7# Reaction 1 TL 1293# Reaction 2 TL 1293# Max Moment 1940'# Max V(Reduced) 1033# TL Max Defl L/240 TL Actual Defl L/923 LL Max Defl L/360 LL Actual Defl L/>1000 8ftrdbu8es Section Actual 30.66 2538 0.08 0.06 Chhoo| Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adiustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:340 Uniform TL: 425 =A Uniform Load A R1 = 1293 R2= 1293 SPAN=8FT Uniform and partial uniform loads are|be per lineal ft.