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2103 Engineering Calcs STRUCTURAL DESIGN FOR PLAN 2103 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. y Alk 40)9 1� tT � L E)MAE3 04/'25/,(<' WELLER CONSULTING PROJECT NO. 13-026 21925 8TH PL W DATE 05/10/13 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 Base Shear: V=Cs * W Cs=Seismic Response Coefficient W=Effective Seismic Weight Site/Project Specific Design Values: Ss= 1.30 per USGS S, =0.45 per USGS Site Class D (Default) Seismic Design Category D R=6.5 from Table 12.2-1 Risk Category 11 from Table 1.5-1 1,= 1.00 from Table 1.5-2 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 Design Wind Pressure: Ps=X * 1,* KzT * PS30 where: k=Exposure Factor KzT=Topographic Factor 1,=Importance Factor PS30=Base Design Pressure Site/Project Specific Values: Basic Wind Speed= 110 mph(Vu„) k= 1.40 Exposure "C" (<30') KzT= 1.00 le= 1-00 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 2301,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: 5/8" 0 x 10", A307 or better,w/7" min. Embedment. V= 1328 41 bolt CONCRETE DESIGN per Chapter 19&ACI 318-11 Concrete: f,=2500 psi Rebar: f,=40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal ^ � �� �� SCHEDULE �� �� �� �V� �� � ' 0 , SHEAR . ` � ����� (SEE ANSI/AF&tPA S0)PWS-2U0Q Table 43/\&Section 4.3.3) All shear walls to be mbcu&ed from top plate 0obottom plate. Block all panel edges. Nail spacing im for all panel edges. Space nails @l2"o.u.along intermediate framing members. SW-6 v=36Oylf 7/l6"O8B,n/8d(O.13l"0)common nails @6"n.u. Anchorage(interior walls only)to SINGLE joist or6|kgbelow: 16d(6oz)8d4"o.c. SW-4 v~560p|f 7/l6''OSB,n/8d(0.l3l"0)common nails @4"o.u. Anchorage(interior walls only)to4x(mioj BEAM nrb|kg below: l6d(boz)dD3''u.c. NOTE: use min 3" nominal studs @ adjoining panel edges 8W-2 r=y50p|f 7/l6"O0B,n/8J(U.|3|"0)common nails @2"uz.(otuggcrmd) Anchorage(interior walls only)to4z(oioj BEAM nrb|kg below: k"z4k"SDS SCREWS 603"o.c. 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 0,13l'',and a minimum penetration u[l.375'', From Table 4.3/\use 15/32; #d values with uO.Y3 reduction for Rem-Fir& ].4 increase for wind. 1661 a1G°D.0 5HEAKW\LL EDGE NAILING 0MJ06T LOCATE5HEATH|NG --~--- JOINT 000MMON k4EMDEK 5WEA ^ 1mA N5FEK 0 EXTERIOR WALL~ DETAIL ~ N N d N 0 N r CC? N 0) 0) CO e) d CCl Cf) N I`- CO to ()) U) to U) M 0) tM C-) C') co tip to 0) 0) a) 00 r to �- N CD O N tV M M �- N c+i t") Q Cl) m f- > It I! If II It II M If li II II U) C) CIS N N U N Cori Cell �U) Q? 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BEDROOM 5�qy 6v+.+N Ltd 4` o a� Rte opr_uos- 0 r 10. BED 3 LOFT t { ap*- 'i F3cx..i i ' —" o�w Y o"'? �.I.l-�� f �S�.i. �„� }.yam• �!1 CS16 TO WALL BELOW 2 CS16 TO HEADER BELOW l / CS16 TO RIM BELOW 4 CS16 TO BEAM BEOW NOTE; ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER. FLOOR SHEAR WALLS E" rL KRC S 5 K GREAT RM. 5T(- K>I C 2 J ,T* � r if 1 l 2-F—cam' � o It �✓ �_s o'_ 9w r �I itl If �Pf.if s �6 ATH •^y CL Lrz C. - �6 vav 1 +✓ f 4ur.,, ��� A- OEN 3 DE COMBUSTION AIR GAS'FIREO GARAGE 1 CES PER M1702 S M1703 ;`_v. 4• ra.c OFT. 30'X22•C SPALE / 5 ACCESS r y. GA R AGE l� p OPT. GARAGE PORCH � .� —r PRO111E(1)LAYER 1,8"TYPE-X T GW13 ALONG ALL-WARW WALLS AND T S t 1�I C)1 ' 7-• 1 / i i (1)LAYER AT CLG.(1)LAYER A'GWS ST I-i .->I '1-') 111p REQUIRED ON ALL WALLS SUPPORTING l l n,_ b A SECONO STORY PER 10C SEC RWp ,2 1 ,�-i�-[i C 4) R(=Ca(b (-A(Z 4C=F- 5� 2 FAT 54..1•Z 1O ADD CS16 RIM TO RIM O2 ADD (3)A35 RIM TO WALL TOP PLATE �3 LOCATE JOIST OVER WALL, ADD (2)A35 JOIST TO WALL TOP PLATE 4� EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL B �5 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN, SEE DETAIL C © A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL D �7 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD14 HOLDOWN, SEE DETAIL D NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS I 7 0 t i I � I 3 a� CONCRETE STEM WALL TO BE V-0"ABOVE GARAGE SLAB 2 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN, SEE DETAIL C A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL D 4 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD14 HOLDOWN, SEE DETAIL D 3"x 3"x 114" PLATE WASHER SHALL EXTEND TO WITHIN 112"OF THE SHEATHING NOTE: USE Slw" O ANCHOR BOLTS W13" 3" x 114" WASHERS 5'-0" OaC. U.NaO FOUNDATION PLAN wcWELLER CONSULTING JOB NAME PLAN 2103 ENGINEERS,P.C. JOB NUMBER 13-026 PREPARED BY MW .21925 8TH PL W• BOTHELL,WA 98021 DATE 5/ 10/ 13 SHEET No. L 18 OF (-'I PH.(425)488-9868 • FAX(425)486-6715 TKLI55E5 FEK FLAN ad (0.131) 0 6"O'c. WINDOW/DOOR FRAMING ROOF 5HEATHING ti WINDOW/DOOR HEADER VENTED 13LOCKING . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hl 0 24"O.C. PROVIDE (2) ROWS OF bd 0 2"O.C. SHEAR WALL TO HEADER DETAIL A LL DETAIL L3 wcWELLER CONSULTING JOB NAME PLAN 2103 ENGINEERS,P.C. JOB NUMBER 13-026 PREPARED BY MW DATE 5/ 10l 13 SHEET NO. i-`� OF t,9 21925 8TH PL W• BOTHELL,WA 98021 PH.(425)488-9868• FAX(425)486-6715 (2)2x_HF#25TUD5 (2)2x_HF#25TUD5 HTT5 HOEDOWN HTT5 HOLDOWN 55TB1� 55TP16 KIM J015T W/50LID BLOCKING 51LL PLATE P.T. 51LL PLATE d d G . d Ly a a d a d , a d Q d G Q d. p G d a d C DETAIL D d d d h DETAIL C I I C � t rl I I III �o — t I j i I (y,xo�e � 6,T 2 24'OA. 1 DESIGN LOADS: BEAMS: ROOF DL = 15 PSF NOTE.PROVIDE(2) 2X POST LL = 25 PSF @ ALL SEAMS U.N.O. B1: 4x8DF#2 ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE.PROVIDE(2) 2X POST(a?ALL HIP MASTERS COLUMNS: & GIRDER TRUSSES U.N.O Cl: (3) 2x6HF # 2 CIA: 4 x 4 P.T. WI AC4 &AB44 HEADERS: 4 x 8 DF # 2 U.N.O. NOTE.PROVIDE(1) 2 X TRIMMER @ ALL HEADERS U.N.O HI: 4x12DF # 2 1112: 4x12DF # 2 H3: 4xIQDF # 2 ROOF FRAMING PLAN (ELEVATION A) I ,-1 d Rya 6 V _ urge 1 'T 1 Fy AL A 11 r,or+o M+sSES-L4"O!c Gf DESIGN LOADS: BEAMS: ROOF DL = 15 PSF NOTE: PROVIDE(212 X POST LL = 25 PSF (a@ ALL SEAMS U.N.O. ENGINEERED TRUSSES BY TRUSS MANUFACTURER B1: 4x8DF#2 NOTE:PROVIDE(2) 2 X POST O ALL NIP MASTERS COLUMNS: & GIRDER TRUSSES U.N.O Cl: (3) 2 x 6 HF #2 HEADERS: 4 x 8 DF#2 U.N.Q. C1A: 4 x 4 P.T. WI AC4 &AB44 NOTE:PROVIDE(1) 2 X TRIMMER HANGERS: a0 ALL HEADERS U.N.O HGR1: HUC48 H1: 4x12DF #2 H2: 4x12DF # 2 H3: 4x14DF # 2 ROOF FRAA41NG PLAN (ELEVATION B) �.c,. � - v3 t P>-2- ( �Z EllI' 133. DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS: 2 x 12 HF#2(& 16" O.C. COLUMNS: NOTE.PROVIDE LUS28 HANGERS(try C2: (2) 2 x 6 HF #2 ALL FLUSH FRAMED ENDS C3: (4) 2 x 6 HF # 2 C4: 6x8DF# 2 HEADERS: 4 x 8 DF#2 U.N.O. C5: NOT USED NOTE.PROVIDE(1) 2 X TRIMMER C6: 4 x 6 DF# 2 W/AC4 @ ALL HEADERS U.N.O 1-14: 4 x 10 DF # 2 NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS 1-15: 3 1/8 x 9 GLB (24F-V4) SCREWS @ 16" O.C. LEDGER TO RIM AT ALL 1-16: 3 1/8 x 9 GLB (24F-V4) TRUSS LEDGER CONNECTIONS BEAMS: NOTE: PROVIDE SOLID FRAMING NOTE. PROVIDE(2) 2X POST IN JOIST SPACE TO FOUNDATION @ ALL BEAMS U.N.O. FOR ALL PT. LOADS ABOVE 132: (2) 2x12HF#2 133: 6 3/4 x 18 GLB (24F-V4) 134: 5 1/8 x 16 1/2 GLB (24F-V4) 135: 5 1/8 x 12 GLB (24F-V4) UPPER FLOOR FRAMING PLAN op, P_ �� - -- - i -i a L2 DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS: 2 x 10 HF #2 (a-) 16" O.C. NOTE. PROVIDE LUS28 HANGERS (W ALL FLUSH FRAMED ENDS BEAMS: 4 x 8 DF# 2 U.N.O. NOTE., PROVIDE 4 x 4 POST @ALL BEAMS U.N.O. PROVIDE 4 x 6 POST @ ALL BEAM SPLICES U.N.0. COLUMNS: C7: 4x6DF # 2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMING PLAN VS i t Il FFFs DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE(2) 2X POST(CD-ALL HIP MASTERS & GIRDER TRUSSES U.N.O BEAMS: NOTE:PROVIDE(2) 2X POST @ ALL BEAMS U.N.O. 61: 3 1/8 x 10 1/2 GLB (24F-V4) COLUMNS: CIA: 4 x 4 P.T. W/AC4 &AB44 HANGERS: HGR2: HUC410 OPTIO.NAL PORCH FLAMING PLAN ~ ^ BeamChek v2012 licensed to: Weller Consulting Engineers, PC, Reg#5234-65779 PLAN 2103 ROOF FRAMING 0l (FOR REACTIONS ONLY) Date: 509/13 Selection Conditions NDS 2012 K8in BeehngAmo R1=2.0 inz R2=2.0 in2 (1�5) DLUe8= 0.36 in Recom Camber=O.54in Data Beam Span 20O 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# TL Max Defl L/240 TL Actual Defl L/346 8ttfibutes Section Actual 75.00 37.50 0.69 0.33 Critical 2&07 6.32 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 18 650 Adjusted Values 2760 276 1.8 650 8dfustments 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 LL: 75 Uniform TL: 120 =A Uniform Load A R1 = 1281 R2= 1281 SPAN=2OFT Uniform and partial uniform loads are|ho per lineal ft. ^ PLAN 2103 ROOF FRAMING GT2 (FOR REACTIONS ONLY) Date: 5/09/13 Selection Conditions NDS2O12 Min Bearing Area R1=9.7inz R2=8,7in2 (1�5)DLDo0= 0.51 in Reoom Camber=0.77 in Data Beam Span 22.0 ft Reaction 1 LL 3850# Reaction 2 LL 3850# Beam Wt per ft 14.81 # Reaction 1 TL 6323# Reaction 2 TL 6323# Max Moment 34776'# Max V(Reduced) 5389# TL Max Defl L/240 TL Actual Defi L/254 LL Max Defl L/360 LL Actual Defi L/498 Attributes Section Actual 198.05 60.94 1.04 O53 Critical 151.77 29.29 1.10 0.73 Status OK OK OK OK Redo Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2750 276 1.8 650 8(Uustments Cv Volume 0.996 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 LL35U Uniform TL5OD =A Uniform Load A R1 =6323 R2=6323 SPAN=22FT Uniform and partial uniform loads are/ba per lineal ft, . PLAN 2103 ROOF FRAMING GT3(FOR REACTIONS ONLY) Date: 5/1013 Selection Conditions NDS2O12 W1in 8eohn A R1 Q3 i /R2 12 3 i 2 (1.5) DILO 8 0.57 in Recorn Camber=O85i Data Beam Span 22.0 ft Reaction I LL 2466# Reaction 2 LL 4184# Beam Wt per ft 24.28# Reaction 1 TL 6014# Reaction 2 TL 8020# Max Moment 44993'# Max V(Reduced) 6875# TL Max Defi L/240 TIL Actual Defi L/297 LL Max Defl L/360 LL Actual Defl L/825 8tt1butes z Shear Actual 324.80 99.94 0.89 0.32 Ch8oa| 20631 37.36 1.10 0.73 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 2617 276 1.8 650 Adjustments Cv Volume 0.948 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 TIL Distance Par Unif LL Par Unif TIL Start B= 183Q 6.0 50 H=8O O 8.0 C= 1O2O 12.0 350 1 56 0.0 12.0 425 J 68 12.0 22.0 Pt loads: R1 6014 R2=8020 SPAN=22FT Uniform and partial uniform loads are/bo per lineal ft. BearnChek v2012 licensed to:Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 ROOF FRAMING GT4(FOR REACTIONS ONLY) Date: 5/09/13 Selection Conditions NDS2D12 Min Bearing Area R1 28izR2 28i2 (15)DLDefl 0.74 in Reuom Camber= 111i Data Beam Span 28.0 ft Reaction 1 LL 1050# Reaction 2 LL 1050# Beam Wt per ft 11.39# Reaction 1 TL 1839# Reaction 2 TL 1839# Max Moment 12876'# Max V(Reduced) 1675# TL Max Defl L/240 TL Actual Defl L/241 ILL Max Defi L/360 LL Actual Defl L/513 Aftributes Section Actual 117.19 4&88 1.39 0.65 Chhom| Status OK OK OK OK Ratio FIJ(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2756 276 1.8 650 8diustnents Cv Volume 0.998 Cd Duration 115 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 = 1839 R2= 1838 SPAN=28FT Uniform and partial uniform loads are lba per lineal ft. ~ ^ PLAN 2103 ROOF FRAMING GT5(FOR REACTIONS ONLY) Date: 5/10/13 Selection Conditions NUS 2O12 K4|n Bearing Area R1= 1.9 in' R2= 1.9in2 (1.5) DLDe0= 0.28 in Data Beam Span 12.0 ft Reaction 1 LL 450# Reaction 2 LL 450# Beam Wt per ft 529# Reaction 1 TL 752# Reaction 2 TL 752# Max Moment 2255'# Max V(Reduced) 676# TL Max Defl L/240 TL Actual Defi L/255 LL Max Defl L/360 LL Actual Defl L/510 Attributes Section i " Actual 26.28 21.75 0.57 0,28 Chdua| 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 1173 173 1.3 405 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: 75 Uniform TL: 120 =A Uniform Load A R1 =752 R2=752 SPAN= 12FT Uniform and partial uniform loads are!bo per lineal ft. ° BearnChek v2012 licensed to: Weller Consulting Engineers, PC, Reg#5234-65779 PLAN 2103 ROOF FRAMING GTU(FOR REACTIONS ONLY) Date: 5/10/13 Selection Conditions NDS2O12 Min Bearing Area R1 14i2R2 25/ z (15) DLD8 0.18 in Data Beam Span 6.0 ft Reaction 1 LL 183# Reaction 2 LL 317# Beam Wt per ft 4.01 # Reaction I TL 556# Reaction 2 TL 1020# Max Moment 1552'# Max V(Reduced) 908# TL Max Defl L/240 TL Actual Deft L/316 LL Max Defl L/360 LL Actual Defi L/>1000 Attributes Section Actual 15.13 16.50 0.23 O04 Chhco/ 14.65 7.90 O30 0.20 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 1271 173 1.3 405 Adiustments 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 Point TL Distance Par Unif LL Par Unif TL Start End 150 | =24O 4.0 6.0 Pt loads: RI =556 R2= 1020 SPAN =GFT Uniform and partial uniform loads are lbo per lineal ft. ^ ~ PLAN 2103 ROOF FRAMING TYPICAL HEADER Date: 5/09/13 Selection Conditions NDS 2012 yNi Beahn Ana R1 28in2 R2=28in2 (15) DLDofl= 0.04 in Data Beam Span 5.5 ft Reaction I LL 1067# Reaction 2 LL 1067# Beam Wt per ft 6.17# Reaction 1 TL 1722# Reaction 2 TL 1722# Max Moment 2368'# Max V(Reduced) 1344# TL Max Defi L/240 TL Actual Defl L/766 LL Max Defl L/360 LL Actual Defl L/>1000 fttfibutes S W) TL Defl (in) LL DU Actual 30.66 25.38 0.09 0.04 ChUna| 21.12 9.74 0.28 OA8 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 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:388 Uniform TL: 620 =A Uniform Load A R1 = 1722 R2= 1722 SPAN =5.5FT Uniform and partial uniform loads are|bu per lineal ft. ^ PLAN 2103 ROOF FRAMING TYPICAL HEADER Date: 5/09/13 Selection Conditions NOS 2U12 k8in BeahngAreo R1= 1.4/nz R2=3.6 in' (1.5)DLDa8= 0.09 in Data Beam Span 5.5 ft Reaction I LL 207# Reaction 2 LL 575# Beam Wt per ft 6.17# Reaction 1 TL 849# Reaction 2 TL 2274# Max Moment 2705'# Max V(Reduced) 1896# TL Max Defl L/240 TL Actual Defl L/660 LL Max Defl L/360 LL Actual Defl L/>1000 6#tfibubes S 8 Actual 30.66 25.38 0.10 0.01 Critical 24.12 13.74 0.28 OA8 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 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1 00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads F Point TL Distance Par Unif LL Par Unif TL Start E=n d= 6= 1839 4.0 50 H=8U O 4.0 388 | =G2O 4.0 5.5 Pt loads: R1 =849 R2=2274 SPAN=5.5FT Uniform and partial uniform loads are|bs per lineal ft. . , BearnChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 ROOF FRAMING H1 Date: 5/09/13 Selection 4x 12 DF-L#2 Lu =0.0 Ft 777771 Conditions NDG2812 Min Bearing Area R1 22in, R2 3Oi ' (15)QLDeO 0.09 in Data Beam Span 8.5 ft Reaction 1 LL 437# Reaction 2 LL 941 # Beam Wtperft 9.57# Reaction 1 TL 1346# Reaction 2 TL 2226# Bm Wt Included 81 # Maximum V 2226# Max Moment 5148'# Max V(Reduced) 1786# TL Max Defl L/240 TL Actual Defl L/832 LL Max Defi L/360 LL Actual Defl L/>1000 81ttibutes Section Actual 73.83 3938 0.12 0.03 Chduo| 54.26 1294 0.43 0.28 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 Adjustments 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 Point TL Distance Par Unif LL Par Unif TL Start 8= 1291 4.5 50 H=8O O 4.5 288 1 =40O 4.5 8.5 Pt loads: R1 = 1348 R2=2228 SPAN=8.5FT Uniform and partial uniform loads are|ba per lineal ft, ° PLAN 2103 ROOF FRAMING H2 Date: 5/09/13 Selection 4x 12 DF-L#2 Lu=0.0 Ft 771 Conditions NDS2O12 Min Bearing Area R1=2.1 in R2=23in2 (1 5) DLDa8= 0.27 in Data Beam Span 16.5 ft Reaction 1 LL 766# Reaction 2 LL 867# Beam Wt per ft 9.57# Reaction 1 TL 1298# Reaction 2 TL 1460# Max Moment 5630'# Max V(Reduced) 1283# TL Max Defl L/240 TL Actual Defl L 375 Attributes e0 D 8 Actual 73.83 39.38 0.53 0.26 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 1139 207 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.15 115 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 Par Unif LL Par Unif TL Start 113 |= 18O 9.25 16.5 R1 = 1298 R2= 1460 SPAN = 16.5FT Uniform and partial uniform loads are|bn per lineal ft. ~ ° PLAN 2103 ROOF FRAMING H3(EBV/) Date: 5/09/13 Selection Conditions ND52O12 Min Bearing Area R1=3.3in2 R2=33 in" (1�5)DLDefl= 0.04 in Data Beam Span 6.5 ft Reaction 1 LL 1261 # Reaction 2 LL 1261 # Beam Wt per ft 7.87# Reaction I TL 2041 # Reaction 2 TL 2041 # Max Moment 3316'# Max V(Reduced) 1557# TL Max Defl L/240 TL Actual Defl L/961 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 49.91 32,38 0.08 0.04 Critical 32.04 11.28 0.33 0.22 Status OK OK OK OK Ratio b(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 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 0,00 Le 0.00 Ft Loads Uniform LL:388 Uniform TL: 820 =A Uniform Load A R1 =2041 R2 =2041 SPAN =O.5FT Uniform and partial uniform loads are|bm per lineal ft. ~ BearnChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 ROOF FRAMING H3(ELEVE) Date: 5/09/13 Selection Conditions NDS2D12 KXi Beahn A R1 37i a R2 47inz (15) DLDeO= 0.08 in Data Beam Span 6.5 ft Reaction I LL 1220# Reaction 2 LL 879# Beam Wt per ft 7.87# Reaction 1 TL 2329# Reaction 2 TL 2916# Max Moment 4322 # Max V(Reduced) 2848# TL Max Defl L/240 TL Actual Defl L/628 LL Max Defl L/360 LI-Actual Defl L/>1000 Attributes D8 Actual 49.91 32.38 0.12 0.04 Critical 4175 20.64 0.33 0.22 Status OK OK OK OK RoUn 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 Point TL Distance Par Unif LL Par Unif TL Start 8= 1O3Q 525 388 H=S2U O 5.25 50 |=8O 5.25 6.5 Pt load RI =2329 R2=2916 SPAN=0.5FT Uniform and partial uniform loads are|bu per lineal ft. � , PLAN 2103 ROOF FRAMING 81 Date: 5/09/13 Conditions NDS2O12 k8i Beah Araa R1 12izR2 12i ' (15)DLDe0 0.08 in Data Beam Span 9.0 ft Reaction 1 LL 450# Reaction 2 LL 450# Beam Wt per ft 6.17# Reaction 1 TL 748# Reaction 2 TL 748# Max Moment 1682 # Max V(Reduced) 647# TL Max Defl L/240 TL Actual Defl L/654 LL Max Defl L/360 LL Actual Defl L/>1000 Aftributes Section Actual 30.66 25.38 0.17 0.08 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 1346 207 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL: 1UO Uniform TL: 160 =A Uniform Load A R1 =748 R2=748 SPAN =SFT Uniform and partial uniform loads are lbo per lineal ft. � ~ BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING TYPICAL JOIST Date: 5/09/13 Conditions NDS2O12. Rnpodhxe Use N1in8eah Anya R1 13in" R2 13in2 (15) DLDo0= 011in Data Beam Span 15.5 ft Reaction 1 LL 413# Reaction 2 LL 413# Max Moment 2002'# Max V(Reduced) 454# TL Max Defl L/240 TL Actual Defl L/453 Attributes Section Actual 31.64 16.88 0.41 O30 Critical 24.58 4,54 0.78 O52 Status OK OK OK OK Ratio Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 850 150 13 405 Adjusted Values 978 150 1.3 405 8dfustments 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: 53 Uniform TL: 67 =A Uniform Load A R1 =517 R2=517 SPAN= 15.5FT Uniform and partial uniform loads are|bm per lineal ft. BearnChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING TYPICAL HEADER Date: 5/09/13 Selection Conditions NDS2U12 K4in Beahn A R1= 1.8in x R2= 1 8 in x (1,5) DLD 8 0.03 in Data Beam Span 5.5 ft Reaction I LL 688# Reaction 2 LL 688# Beam Wt per ft 6.17# Reaction 1 TL 1098# Reaction 2 TL 1098# Max Moment 1509'# Max V(Reduced) 857# TL Max Defi L/240 TL Actual Defi L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Aftributes Sod Actual 30.66 25.38 0.06 0.03 Critical Status OK OK OK OK Ratio b(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:250 Uniform TL: 313 =A Par Unif TL Start Uniform Load A R1 = 1088 R2= 1088 SPAN=5�5FT Uniform and partial uniform loads are|bu per lineal ft. ~ ° BearnChek v2012 licensed to:Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING H4 Date: 5/09/13 Conditions NDS2U12 Min Bearing Area R1 48i2 R2 48in2 (15) DLQa8= 006 i Data Beam Span 6.5 ft Reaction I LL 813# Reaction 2 LL 813# Beam Wt per ft 7.87# Reaction 1 TL 3025# Reaction 2 TL 3025# Max Moment 2978'# Max V(Reduced) 2111 # TL Max Defl L/240 TL Actual Defl L/854 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 49.91 32.38 0.09 0.03 Critical 28.77 15.30 O33 022 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 1242 207 1.6 625 Adiustments 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:250 Uniform TL: 313 =A Point TL Distance Par Unif TL Start End C = 1722 8.0 Uniform Load A Pt loads: R1 =3025 R2=3025 SPAN=O.5FT Uniform and partial uniform loads are|bo per lineal ft. ~ ^ BearnChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING H5(ELB/4) Date: 5/09/13 Selection Conditions NDG2O12 Min Bearing Area R1=5.1 in' R2 5.1 in' (1.5)DL D O 007 in R nomCamber=O 11 in Data Beam Span 6.5 ft Reaction I LL 2074# Reaction 2 LL 2074# Beam Wt per ft 6.83# Reaction I TL 3314# Reaction 2 TL 3314# Max Moment 5386 # Max V(Reduced) 2550# TL Max Defl L/240 TL Actual Defl L/527 LL Max Defl L/360 LL Actual Defl L/>1000 A1tfibutes Section i a Shear Actual 42.19 28.13 0.15 O08 Chdoa| 23.42 13.86 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 8dfustments 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 O00 Le 0.00 Ft Loads Uniform Uniform Par Unif LL Par Unif TL Start 7�n� 388 H=0%O O 6.5 |=88 0 6.5 Uniform Load A R1 =3314 R2=3314 SPAN =6.5FT Uniform and partial uniform loads are|bu per lineal ft, ~ ^ BeamChek v2012 licensedto: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING H5(ELEVE) Date: b/OQ/ 3 Selection Conditions NDS2O12 Min Bearing Area R1 56/ z R2 UOi " (1 5) DL Defl= 0.12in Recorn Camber=0.18 in Data Beam Span 65 ft Reaction 1 LL 2006# Reaction 2 LL 1559# Beam Wt per ft &83# Reaction 1 TL 3632# Reaction 2 TL 3906# Max Moment 6466'# Max V(Reduced) 3607# TL Max Defl L/240 TL Actual Defl L/407 LL Max Defl L/360 LL Actual Defi L/>1000 Athibutes Section Actual 42.19 28.13 0.19 O07 Critical 28.11 19.60 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 CI Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:250 Uniform TL: 313 =A Point TL Distance Par Unif LL Par Unif TL Start 7En� B= 183A 5.0 388 H=62O O 5.0 / =8O O 0.5 Uniform Load A Pt loads: R1 =3032 R2=3906 SPAN =0�5FT Uniform and partial uniform loads are|bn per lineal ft. ~ ° BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING HO(ELEV/) Date:5/09/13 Conditions ND82O12 Min Bearing Area R1=41i2 R2 64i2 (15)DLDeh 0.13in Recom Camber--0.19 in Data Beam Span &5 ft Reaction I LL 1206# Reaction 2 LL 1841 # Beam Wtperft 6.83# Reaction I TL 2646# Reaction 2 TL 4132# Max Moment 6783'# Max V(Reduced) 3281 # TL Max Defl L/240 TL Actual Defi L/431 LL Max Defi L/360 LL Actual Defl L/>1000 Aftributes Section Actual 42.19 28.13 0.18 0.05 Critical 29.49 1T83 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 Adfustments 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 LL:310 Uniform TL: 388 =A Point TL Distance Par Unif LL Par Unif TL Start Tn� |=OO O 6.5 Uniform Load A Pt loads: R1 =2646 R2=4132 SPAN=O.5FT Uniform and partial uniform loads are|bs per lineal ft. ~ ~ BeamChek v2012 licensed to:Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING HO(ELEVB) Date: 5/09/13 Selection Conditions NDS2012 Min Bearing Area R1 42 in' R2 5.5 in" (1.5) DLQ U 0.15in Recom Camber--023 in Data Beam Span 6.5 ft Reaction I LL 1044# Reaction 2 LL 1159# Beam Wt per ft 6.83# Reaction I TL 2722# Reaction 2 TL 3580# Max Moment 7091 '# Max V(Reduced) 3134# TL Max Defl L/240 TL Actual Defl L/409 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 42,19 28.13 0.19 O04 Critical 30.83 17.03 0.33 0.22 Status 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 8diustments 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 Point TL Distance Par Unif LL Par Unif TL Start B=2916 4.0 75 H= 120 4.0 0.5 / =8O O 0.5 Uniform Load A Pt loads: R1 =2722 R2 =3580 SPAN=&5FT Uniform and partial uniform loads are|bo per lineal ft. ° ° BearnChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING uz Date: 5/09/13 Conditions NDS2O12 Min Bearing Area R1 38 in R2 38 in (1.5) DLDofl 001 in Data Beam Span 6.0 ft Reaction I LL 1200# Reaction 2 LL 1200# Beam Wt per ft 8.2 # Reaction 1 TL 1525# Reaction 2 TL 1525# Max Moment 2287'# Max V(Reduced) 1048# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 ILL Actual Defl L/>1000 Attributes Section i ` Actual 63.28 33.75 0.04 0.03 Ch800| 32.29 10.48 0.30 010 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 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 Wet Use 1.00 1.00 1.00 1.00 Cl Stability I 0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:4OO Uniform TL: 5OO =A Uniform Load A RI = 1525 R2= 1525 SPAN=GFT Uniform and partial uniform loads are|be per lineal ft. � ° BeamChek v2012 licensed to:WellerConsulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING B3(ELEV/) Date: 5/OS/ 3 Selection Conditions NDS2O12 /Nin BaahngAn*o R1= 18.8 in` R2=9.9 in2 (1.5)DLOeO= 0.40 in Reoom Camber=0.61 in Data Beam Span 22.0 ft Reaction 1 LL 4514# Reaction 2 LL 3996# Beam Wt per ft 27.06# Reaction 1 TL 7033# Reaction 2 TL 6433# Max Moment 37353'# Max V(Reduced) 6122# TL Max Defl L/240 TL Actual Defl L/300 Attributes Section Actual 306.28 11138 0.88 0.48 Critical 199.12 3826 1.10 0.73 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 2251 240 1.8 650 Adjustments Cv Volume 0.938 Cd Duration I 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 TL: 80 =A Par Unif LL Par Unif TL Start End 380 H =47S O 12.0 200 /=325 12�O 22.0 50 J 8 O 12.0 75 K= 120 12.0 2Z0 Uniform Load A R1 =7033 R2=6433 SPAN =32FT Uniform and partial uniform loads are|bm per lineal ft. � ^ BeamChek v2012 licensed to: WellerConsulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING B3(ELEVB) Date: 5/10/13 Selection Conditions NDG2D12 Min Bearing Area R1= 13.3 in 2 R2 12.4 in z (15)DLD 0 0.43 in Recorn Camber--0.65 in Data Beam Span 22O ft Reaction I LL 5339# Reaction 2 LL 4821 # Beam Wt per ft 2952# Reaction 1 TL 8632# Reaction 2 TL 8083# Max Moment 47494'# Max V(Reduced) 7456# TL Max Defl L/240 TL Actual Defl L/304 LL Max Defl L/360 LL Actual Defi L/603 Attfibute£ Section Actual 36450 121.50 0.87 0.44 Critical 222.07 40.52 1.10 0.73 Status OK OK OK OK Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2566 276 1.8 650 Adjustments Cv Volume 0.930 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform TL: 80 =A Point TL Distance Par Unif LL Par Unif TL Start 7En� 260 |=32S 12.0 22.0 125 J 20 O 12.0 150 K=240 12.0 22.0 Uniform Load A Ptloads: RI =8632 R2=8083 SPAN=22FT Uniform and partial uniform loads are/bo per lineal ft, � � BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING B4 Dote: 5/09/13 Selection 5-1/8x 16-1/2 GL13 24F-V4 DFIDF Lu=0.0 Ft Conditions NDS2O12 K0in 8eahn Area R1 11 2 i z R2 72 in 2 (1.5) DLDe8 041 in Recorn Camber=082 in Data Beam Span 15.0 ft Reaction 1 LL 1755# Reaction 2 LL 945# Beam Wt per ft 20.55# Reaction 1 TL 7251 # Reaction 2 TL 4690# Max Moment 32899'# Max V(Reduced) 6439# TL Max Defl L/240 TL Actual Defi L/381 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section An(uo/ 232.55 84.56 0.47 0.06 Chdoa/ 143.04 34.99 0.75 0.50 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 Adiustments 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 LL:40 Uniform TL: 50 =A Point TL Distance Par Unif LL Par Unif TL Start End B=6323 6.0 275 H =44O O 8.0 50 | =8O 6.0 15.0 J 8 O 15.0 Uniform Load A Pt loads: R1 =7251 R2=4690 SPAN = 15FT Uniform and partial uniform loads are/bs per lineal ft. ~ ^ BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 UPPER FLOOR FRAMING oo Date: 5/09/13 Conditions NDS2O12 Min Bearing Area R1 8Oin' R2=8O inz (1 5) DLDe# U 1 hn R000m Camber=0.26 in Data Beam Span 14.5 ft Reaction 1 LL 4060# Reaction 2 LL 4060# Beam Wt per ft 14.94# Reaction I TL 5183# Reaction 2 TL 5183# Max Moment 18790'# Max V(Reduced) 4468# TL Max Defi L/240 TL Actual Defl L/294 LL Max Defl L/360 LL Actual Def! L/416 Attributes Section Qn3) Shear(in) TL Defl.,(in) LL Defl Actual 123.00 61.50 0.59 0.42 Critical 9195 27.93 O73 0.48 Status OK OK OK OK Ratio b(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adfustments 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 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:56O Uniform TL: 700 =A Uniform Load A RI 5183 R2=5183 SPAN= 14.5FT Uniform and partial uniform loads are/ba per lineal ft, ~ � ° BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2103 MAIN FLOOR FRAMING TYPICAL JOIST Date: 5/10/13 Selection Conditions NDS2O12. Repetitive Use Min Bearing Area R1 1 Oi z R2 1 O i z (1 5) DLDe8 0.09 in Data Beam Span 12.5 ft Reaction 1 LL 333# Reaction 2 LL 333# Beam Wt per ft 0# Reaction 1 TL 417# Reaction 2 TL 417# Max Moment 1302'# Max V(Reduced) 365# TL Max Defl L/240 TL Actual Defl L/480 LL Max Defl L/360 LL Actual Defi L/660 Attributes Section Actual 21.39 13.88 0.31 0.23 Chdoa/ 14.53 3.65 O63 0.42 Status OK OK OK OK Ratio b(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 CI Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:53 Uniform TL: 07 =A Uniform Load A R1 =417 R2=417 SPAN= 12�5FT Uniform and partial uniform loads are|bs per lineal ft. � ° PLAN 2103 MAIN FLOOR FRAMING TYPICAL BEAM Qa$a 5/10/13 Selection Conditions NDS2O12 Min Bearing Area R1 32in' R2 3.2 in' ( Data Beam Span 4.0 ft Reaction I LL 1600# Reaction 2 LL 1600# Beam Wt per ft 6A7# Reaction 1 TL 2012# Reaction 2 TL 2012# Max Moment 2012W Max V(Reduced) 1404# FTL Max Defi L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defi L/>1000 Attributes Section Actual 30.66 2538 0.04 0.03 Critical 20.64 11.70 0.20 0.13 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 AdiustmentZ 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:80O Uniform TL: 1000 =A Uniform Load A ". -2v/2 R2=2012 SPAN=4FT Uniform and partial uniform loads are/bs per lineal ft. BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2103 MAIN FLOOR FRAMING TYPICAL BEAM Date: 5/10/13 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.5in 2 R2=2.5 in 2 (1.5) DL Defl= 0.03 in Data Beam Span 6.25 ft Reaction 1 LL 1250# Reaction 2 LL 1250# Beam Wt per ft 6.17# Reaction I TL 1582# Reaction 2 TL 1582# L Bm Wt Included 39# Maximum V 1582# I Max Moment 2472'# Max V(Reduced) 1276# I /gan T, Beam LMax Defl L/240 TL Actual Defl L/696 LL Max Defl L/360 LL Actual Defl L/973 Attributes Section in' ShearLn2) TL De {in) LL Defl Actual 30.66 25.38 0.11 0.08 Critical 25.35 10.63 0.31 0.21 Status OK OK OK OK Ratio 83% 42% 34% 37% Fb(psi) Fv(psi) E (psi x mil) Fc-L(psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 C C ur tio d Duration 1.00 1.00 Cr titiv Reference R=epetitive 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:400 Uniform TL: 500 =A Uniform Load A Z21-1 81 = 1582 R2 = 1582 SPAN=6.25 FT Uniform and partial uniform loads are lbs per lineal ft. � ., | � | ueann.noxvzo/couonoedkzN�8or � ,=".2."a poxCM FRAMING "° Date:5/10/13 Selection 3-1/8x 10-1/2 GL13 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS2012 /NinBeahn A R1 34i ' R2 3 i ' Data Beam Span 12.0 ft Reaction 1 LL 1350# Reaction 2 LL 1350# Beam Wt per ft 7.97# Reaction I TL 2208# Reaction 2 TL 2208]# Max Moment 6624W Max V(Reduced) 1886# TL Max Defl L/240 TL Actual Defi L/382 Attributes Section � Actual 57.42 32.81 0.38 0.19 Critical 28.80 10.25 0.60 0.40 Status OK OK OK OK Ratio Fb(psi) Fv(psD E(psi x mil) Fc-L(psi) Values Reference Values 2400 240 1.8 650 FAd*usted Values 2760 276 1.8 650 Adiustments 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 LL:225 Uniform TL: 360 =A Uniform Load A RI =2208 --- R2=2208 SPAN= 12FT Uniform and partial uniform loads are|bo per lineal ft.