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2780 Engineering Calcs 3 STRUCTURAL DESIGN FOR PLAN 2780 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. X 2}. 409¢10 ONAL Ems {}4125« WELLER CONSULTING PROJECT NO. 13-022 21925 8TH PL W DATE 04115113 BOTHELL, WA 98021 PREPARED BY Mark Weller, P.E. (425)488-9868 (425)486 -6715 FAX I 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 Category 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(V„it) k= 1.40 Exposure "C" (<30') "Urban Clustered Area" KZT= 1.00 1,= 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 bolt 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 ^ � �� WALL SCHEDULE ������������ ��� f� � , 0 , (SEE ANSI/Ay& PkS0YWS-208 Table 43AJ6 Section 4.3.9) All shear walls tohe sheathed from top plate m bottom plate. Block all panel ed�*y, Nail spacing is for all panel ed�ca� �puoun�i|x6� \2^o�cmlun�/ntcnnnd{mc6�m�o�members. SW-6 v=360p|f 7/!6"O88.vv/8d(0.l31''8)common nails @6"o.c. Anchorage(interior walls only)m8|NOLEjoimtnrHk-below: |6d(box)@4^uz. 8W`3 v=7l5p{f 7/l6"08B. *Y8d(U.|2l''0)common nails 6D2''oz. Anchorage(interior walls only)no4s(nioj BEAM or6|kabelow: 16d(box)@2''o.c. NOTE: use min 3" nominal studs*adjoining panel edges 8W-2 v=V5Op|y 7/|6"0SB.x/8d(0.l3|"6))common nails @2''oz.(otmggorod) Anchorage(interior walls only)to4x(nioj BEAM orh|kgbelow: k''x4Y2'' SD8 SCREWS @3''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 0.131",and a minimum penetration of 1.375". From Table 4.3A use 15/32; 8d values with a 0.93 reduction for Hem-Fir& 1.4 increase for wind. 1£61 &016"O�C. 5HEAK WALL EDGE NAILING K|MJ05T LOCATE6HE&TH/NB -=--- JOINT 0O2MkIDN hdEM13EK L�Wt� � �� T-�� � NL��`��C� �� ��VTt���|/lt� WALL| [����� /| `// /�_' �/~. / /``/ �/ v�/| �_"^ ��' �_/\ / �_|~^|L/m KV/ \|~�~ ���_ / / \/�_ LI c6 Lo (Y) oo CY) C) m (3) clq to (N r-- T- CD N C14 U') Cl) a) CO a) M Clj - 14T C� CD cl� Vi z 00 v q t CY) m (yi C; CY) 0 W If It If It it it It 11 r- > 0 4- — — — 00 C> (n U) w (/) in U) U) U) Vi 13C CL a t. o- Q- OL OL rl- < ti Ill CD 0 1fi it X C) O CA Q Q CD + + 6 C) 00 U) r (14 (D 00 r%� < w C14 00 0 0 co @ Ui @ @ @ I-- @ @ F- N PIL Ci I- CL L) U- LL LL U- If LL LL Li- U- LL z U) U) a (1) co U) U) U) CO U) U) (D I If If 11 z 00 (0 J LO cli Cr U. 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LL D w LL LL -j LL LL -i d ( T Z Z ;ono 5! 1 --0305" 5010 sL -- 2469 �.UTILITY �g� r W I C. ♦ A i ai I C3CdrOOm I .°i @J`GO'T' 2 Z2 n+ t4, 5' FAV 22• 4 3- , '`D L ' I LOF" i I� WA_C 26' �. Df"C"02 9 .0 :2 c - ° ScQfQQfTI 3 aA _ �3 c ol LO i PAIR c 2468 u - cw W.LC. D —J MA5 E� w LC. 3Ar- Ma5TER BEDROOM •245d - - s (3) .r.5• .4,G _ — — t 7.9•. 6045 OBl St Z z A .-r)p ( CS16 TO WALL BELOW �2 CS16 TO BEAM BEOW NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS t 5v<6 sL , 2e66 fEQP FLJU X056 5L 6 I2"•, Si-1'l�1O�ZT( 1 1 / —J ' ARC•.(X�D KITC-11 e= i 0' NOO+: �� _ '3-C I —'� �, FAMILY(ZOOM 9 s✓Ec_:NG5 0 ° •12 wau 0 39- - v A50VE N05 NG 3 '3 - 2 e Bf^R,NG WALL cv - 36',6,-412 ,•, lD -=4SED OPENING - 'c tr ? t! ------T--5voF:f CO :c t; .._6- �' I � ;� I L• %., DETECTOR , v�d�I _ _� - ^ DINING 7 MUD 3., r J, s PwDR e ROOM U2' a• 6- 53 .:2- 3. wn 5f NCn ,- � 1ep � pvT A- RC 2858 `AGwALL--- f O\ �hfir,l 5EE D_TAV. -5;JiLA<D vs . LIVING c � O°T - GARAGE = ` OPT ?AIK i- ENTRY 14 DOOR-5 GARAGE Iwslo'. ---- '?ANs'. .• '3ooe ', --------- _---- ----------------------- o --- -- -- ------------ - 11.9112= 0,6 o"D ` S'Cltt7lo, r o.�000 STt- s frzr= �1 ADD (1)A35 BLOCKING TO WALL TOP PLATE O ADD TS22 BEAM TO WALL TOP PLATE O3 EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL B ® A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ/STHD14RJ HOLDOWN, SEE DETAIL C �5 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL D �6 HOLD BACK STUD TO ALLOW FRO CONTINUOUS SHEAR WALL SHEATHING NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS ^ 9D, rl 'It 4-FOOTiNG F-p PlFiZ PAD 4.4,, #4 BAR5 EA VVAI �U CONCRETE STEM WALL TO8E1�"ABOVE GARAGE SLAB AHTT5HOLDOVVN MAY BE USED |N LIEU OF THE STHD10RJ/STHD14RJHOLDOVVN SEE DETAIL C ' AHTT5HOLDOVVN MAY 8E USED /N LIEU OF THE STHD10HOLDOVVN SEE DETAIL D ' 3^x3''x1/4"PLATE WASHER SHALL EXTEND TO WITHIN 1/2''OF THE SHEATHING (3) 5/G"/\,8. RE{J'D FOUNDATION PLAN �� ��� �J{`�]����^ ]� ]���y!`� �-J�����l`� wcWELLER CONSULTING JOB NAME PLAN 2780 ENGINEERS, P.C. JOB NUMBER 13-023 PREPARED BY Mtn' DATE 14 il It 5)r ll' 21925 8TH PL W• BOTHELL, WA 98021 SHEET NO. L-'. OF -L-9 PI-L (425)488 -9868• FAX(425)486-6715 WINDOW/ROOK TKU55E5 PEP,PLAN FKAMING bi (0.131) a 6-O.C. KOOF SHEATHING WINDOW/ROOK HEAL)EK VENTED 13LOCKING f-KOVIPE (2) KOW5 OF Hl 0 24"O.C. 8d 0 2"O.C. 5HEAK WALL TO HEAPEK DETAIL A DETAIL [3 WELLER CONSULTING JOB NAME PLAN 2780 wc ENGINEERS, P.C. JOB NUMBER 13-022 PREPARED BY MW DATE 4 115 r' l3 SHEET NO. t-`"t OF L-1 21925 8TH PL Vv'• BOTHELL, WA 98021 PH.(425)488-9868 • FAX(425)486-6715 (2) 2 x_HF#2 5TUD5 (2) 2x_ HF#25TUD5 HTT5 HOLDOWN 55TB1 HTTS HOLDOWN 6 55TF316 KIM J015T WJ SOLID BLOCKING SILL PLATE P.T. SILL PLATE u d d d G GA! d d G' d a 4 d d d d d d o DETAIL D d d DETAIL C 4x6DF#2 HDQB HOLDOWN 55TB28 KIM J015T WI SOLID BLOCKING SILL PLATE 4 d a a y � d G a d a DETAIL E WON �'2uss`s N _ Access r ( i RA+sE u''ON '1 O F 1 + El 0 Pil f) ❑ o I R.DE 5:1 Z ....._-_--___...... ........ Cl......._. w GA3LE END ;AEYL.`END 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.O ENGINEERED TRUSSES BY TRUSS MANUFACTURER COLUMNS: NOTE:PROVIDE(2) 2X POST(a�ALL HIP MASTERS Cl: (3) 2 x 6 HF# 2 & GIRDER TRUSSES U.N.0 ROOD FRAMING PLAN (ELEVATION A) � UZ- .atio Rsses -r- � L -- , ,z Z _ Za.° w J,0i5T " 10 I < • N I t-- �9 � . R f - I - 91 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.O ENGINEERED TRUSSES BY TRUSS MANUFACTURER H1: 4x10DF #2 NOTE:PROVIDE(2) 2 X POST(a)ALL HIP MASTERS COLUMNS: & GIRDER TRUSSES U.N.O Cl: (3) 2 x 6 HF # 2 C2: (2) 2x6HF #2 ROOF FRAMING PLAN (ELEVATION B) u n PLO \j I 4t--, N � g O CV T h- Z W 0 x x z Q ` o o O °z r ❑ z � 0 0 J W o a LL 'SO W LLI O J ❑ w O cn 0 UQ J 04 o a w � w m a � �— J > w -j y a OIa O ° a avGiQ a. O O z z ao U W O > ? > ? > v m m v O W 1 2 v v v v LL¢ m U n ¢ _� = W O I �J O N_N_N_N `11 Q .'-+ N +� '� N- h � Z m m m m m LL LL p,� tD CD V' W trD C J J J J J N N Q Q „ U� LL LL LL U. N N N = N k Q N N N N N N N N m m yk Q d d d d LL {n LL N W ik N W r r r �= ❑ 7k r m LL LL N N ❑ N N U N - Z LL LL N m 0 to C O W LL N T T k ik It 4k LL ik N O = T rl ❑ J ❑ ❑ N ❑ N . rn c0 W F: LL LL LL LL ❑ LL n `- W4 aoW � � o W � x x x x ❑ � x x x x xLL ❑ ❑ x ❑ ❑ ❑ cc 11 t" --� J J J " xC, ,1 y. � q x x ]. � io �0- xwmoo NN V OOw <r v <a ° oo 0 ❑ ❑ J x N 0 'I[ O dU v v O V M en u, cC z Uc co O v LL w �` I z O �, .. t In W O a a O M O W O N M O N M V cc; t0 P. N T O r N M d' u7 c S T LL n LL Z T Z T 2 Z m m m m m m m m m U U U U U U U U U U a i c fl U.,. BEAMS: 4 x 10 DF #2 U.N.O. DESIGN LOADS: NOTE: PROVIDE 4 x 4 POST FLOOR DL = 10 PSF @ ALL BEAMS U.N.O. L� = 40 PSF PROVIDE 4 x 6 POST JOISTS: 2 x 10 NF#2 (cry 16" O.C. @ ALL BEAM SPLICES U.N.4. NOTE.PROVIDE LUS26 HANGERS ex COLUMNS: ALL FLUSH FRAMED ENDS C10: 4 x 6 DF # 2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. GOADS ABOVE MAIN FLOOR FRAMING PLAN _ ' BeaoChotv2Q/2 licensed bz Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2780 ROOF FRAMING GT1 (FOR REACTIONS ONLY) Date:4/13/13 Selection Conditions NDS2U12 MinBeain A R1 11.3in 2 R2= 113i2 (15)DLO8 0.43 in Recom Camber--0.65 in Data Beam Span 18.0 ft Reaction 1 LL 4500# Reaction 2 LL 4500# Beam Wt per ft 18.68# Reaction 1 TL 7368# Reaction 2 TL 7368# Max Moment 33157'# Max V(Reduced) 6345# TL Max Defl L/240 TL Actual Defl L/243 LL Max Defl L/360 LL Actual Defl L/475 Attributes Section Actual 192.19 76.88 0.89 O45 Chdce| 145A6 3448 0.90 0.60 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 2741 276 18 650 Adiustments Cv Volume 0.993 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 LL5UU Uniform TL8U0 =A Uniform Load A RI 7368 R2=7368 SPAN= 18FT Uniform and partial uniform loads are|ba per lineal ft, ^ ' ' WellerConsulting Engineers, PC. Reg#5234-65779 PLAN 2780 ROOF FRAMING GT2 (FOR REACTIONS ONLY) Date:4/13/13 Selection Conditions NDS2O12 [N|n Bearing Area R1 44 i z R2 44 i 2 (1 5) DLD O 1.05in Recom Camber= 1 57i Data Beam Span 40.0 ft Reaction I LL 1500# Reaction 2 LL 1500# Beam Wt per ft 2428 # Reaction I TL 2886# Reaction 2 TL 2886# Max Moment 28857'# Max V(Reduced) 2651 # TL Max Defl L/240 TL Actual Defl L/266 Attributes Section Actual 32480 99.94 1 81 016 Chdoa| 140.47 14.41 2,00 1,33 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 2465 276 1.8 650 Adiustment4 Cv Volume 0.893 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 =2886 R2=2886 SPAN=4OFT Uniform and partial uniform loads are(ba per lineal ft. ' ' B*anChakv20Y2 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2780 ROOF FRAMING GT3(FOR REACTIONS ONLY) Date:4/13/13 Selection Conditions NDS2O12 k0)n8eohn A R1 11Si z R2 82in' (1.5) DL D 8 0,49 in Recom Camber=0.74 in Data Beam Span 18.0 ft Reaction 1 LL 4000# Reaction 2 LL 2000# Beam Wt per ft 20.55# Reaction 1 TL 7547# Reaction 2 TL 5309# Max Moment 34706'# Max V(Reduced) 6419# TL Max Defi L/240 TL Actual Defi L/283 LL Max Defl L/360 LL Actual Defl L/806 Attributes Section i x Shear Actual 232.55 84.56 0.76 0.27 ChUoa| 153.40 34.88 0.90 0.60 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 2715 276 1.8 650 Adjustments Cv Volume 0.984 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 Pt loads: R1 = 7547 R2 =5309 SPAN = 18FT Uniform and partial uniform loads are|bs per lineal ft. _ ^ B*anxChek PLAN 2780 ROOF FRAMING TYPICAL HEADER Date: 4/13/13 Selection Conditions NDS2O12 N1in Beahn Am R1 35|n' R2 35in2 (1.5) DLD O 005 in Data Beam Span 5,5 ft Reaction 1 LL 1375# Reaction 2 LL 1375# Beam Wt per ft 617# Reaction 1 TL 2217# Reaction 2 TL 2217# Max Moment 3048'# Max V(Reduced) 1730# TL Max Defi L/240 TL Actual Defl L/595 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 30.66 25,38 0.11 0.06 Chdoa/ 27.19 12.54 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 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 Uniform LL:500 Uniform TL: 800 =A Uniform Load A RI =2217 R2 =2217 SPAN=5.5FT Uniform and partial uniform loads are|bu per lineal ft, BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2780 ROOF FRAMING H1 Date:4/13/13 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=7.8 in' R2=4,0 in 2 (1.5) DL Defl= 0.05 in Data Beam Span 5.5 ft Reaction I LL 1375# Reaction 2 LL 1375# Beam Wt per ft 7.87# Reaction 1 TL 4845# Reaction 2 TL 2484# Bm Wt Included 43# Maximum V 4845# Max Moment 3819'# Max V(Reduced) 3209# TL Max Defl L/240 TL Actual Defl L/863 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in 3) Shear(in') TL Defl(in) LL Defl Actual 49.91 32.38 0,08 0.03 Critical 36.90 23.25 0.28 0.18 Status OK OK OK OK Ratio 74% 72% 28% 15% 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 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:500 Uniform TL: 800 =A Point TL Distance B=2886 0.5 Uniform Load A Pt loads: R1 =4845 R2 =2484 SPAN =5.5 FT Uniform and partial uniform loads are lbs per lineal ft. ' UeunxC0okv2012licenoedhzKke0mrConau0hgEngineers, PC, Rog#5234-65770 PLAN 2780 UPPER FLOOR FRAMING GT4 (FOR REACTIONS ONLY) Date�4/13/13 Selection Conditions NDS2012 Min Bearing Area R1 1.6 i z R2 1 Oi ' (1 5) DLD O 038 in Recom Camber=057 in Data Beam Span 165 ft Reaction I LL 619# Reaction 2 LL 619# Beam Wt per ft 6.83# Reaction 1 TL 1046# Reaction 2 TL 1046# Max Moment 4316'# Max V(Reduced) 951 # TL Max Defl L/240 TL Actual Defl L/266 LL Max Defi L/360 LL Actual Defl L/542 Attributes Section Actual 42.19 28.13 0.74 0,37 Critical 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 O00 Le 0.00 Ft Loads Uniform LL: 75 Uniform TL: 120 =A Uniform Load A R1 = 1046 R2= 1046 SPAN = 1O.5FT Uniform and partial uniform loads are|ba per lineal ft. ' 8oamChokx2Q/2&cenoed Weller # PLAN 2780 UPPER FLOOR FRAMING TYPICAL JOIST Date:4/13/13 Selection Conditions NDS2012. Repetitive Use Min Bearing Area R1 1.4 in' R2 1.4 in z (1.5) DLD fl O 14 in Data Beam Span 16.5 ft Reaction 1 LL 440# Reaction 2 LL 440# Beam Wt per ft 0# Reaction 1 TL 550# Reaction 2 TL 550# Max Moment 2269'# Max V(Reduced) 487# TL Max Defi L/240 TL Actual Defl L/375 81ributes Section Actual 31.64 16.88 0.53 038 ChUms/ 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 1.15 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:53 Uniform TL: 07 =A Uniform Load A RI =55D R2=550 SPAN= 1G.5FT Uniform and partial uniform loads are|bs per lineal ft. - WellerConsulting Engineers, PC. Reg#5234-65779 PLAN 2780 UPPER FLOOR FRAMING FJ1 Date:4/13/13 Selection Conditions NDS2U12. Repetitive Use Min Bearing Area R1= 1 1 in' R2 1 1 in" (1.5) DLD d 0.15 i Data Beam Span 1&0 ft Reaction I LL 360# Reaction 2 LL 360# Max Moment 2025W Max V(Reduced) 403# TL Max Def! L/240 TL Actual Def! L/385 Attributes Section Actual 31.64 16.88 0.56 0.41 Critical 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 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 CI Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:40 Uniform TL: 50 =A Uniform Load A RI =450 R2=450 SPAN= 18FT Uniform and partial uniform loads are|bn per lineal ft. ~ . ' BeenChokv20/2licensed Weller Consulting Engineers, PC. Reg#5234-65779 PLAN 2780 UPPER FLOOR FRAMING TYPICAL HEADER Date:4/13/13 Selection Conditions NDS2O12 /Nin BeohnQAnsa R1=2.9in2 R2=2.Ain' (1�5) DLDe8= 0.06 in Data Beam Span 65 ft Reaction 1 LL 1235# Reaction 2 LL 1235# Beam Wt per ft 6.17# Reaction 1 TL 1824# Reaction 2 TL 1824# Max Moment 2964'# Max V(Reduced) 1485# TL Max Defl L/240 TL Actual Defl L/525 LL Max Defl L/360 LL Actual Defl L/910 8ttfibutes Section Actual 30.66 2538 0.15 0.09 Chdom! 30.40 1237 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 ��djusted 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:380 Uniform TL: 475 =A Par Unif TL Start :E=nd= H=80 0 6.5 F Uniform Load A R1 = 1824 R2= 1824 SPAN =S.5FT Uniform and partial uniform loads are|ba per lineal ft. . m*enxCna«v2u/zononxuouzmeonruonuumng Engineers, PC. *eg*5234'65779 PLAN 2780 UPPER FLOOR FRAMING TYPICAL HEADER Date:4/13/13 Selection Conditions NDS2812 N|in 8eeringArea R1=2.8 inz R2=2,8 in" (1�5)DLDefl= 0.08 in Data Beam Span 6.5 ft Reaction 1 LL 1170# Reaction 2 LL 1170# Beam Wt per ft 6.17# Reaction I TL 1743# Reaction 2 TL 1743# Max Moment 2832'# Max V(Reduced) 1419# TL Max Defl L/240 TL Actual Defl L/548 LL Max Defl L/360 LL Actual Defl L/961 Attributes Section i 3 Actual 30.66 25.38 0.14 0.08 Critical 29.04 11.82 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 1 00 1.00 1.00 1.00 Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL:360 Uniform TL: 450 =A Par Unif TL Start H=OU 0 0.5 Uniform Load A R1 = 1743 R2= 1743 SPAN =0.5FT Uniform and partial uniform loads are|bm per lineal ft. ^ ^ BeonxChokx20/2htenaedkzNeAerCnnoulting Engineers, PC. Reg#5234-65779 PLAN 2780 UPPER FLOOR FRAMING H2 Date:4/13/13 Selection Conditions NDS2O12 Min Bearing Area Ri 2.0 in u R2 20i z (15) DLD M O23| Data Beam Span 16.5 ft Reaction 1 LL 726# Reaction 2 LL 726# Beam Wt per ft 9.57# Reaction 1 TL 1234# Reaction 2 TL 1234# Max Moment 5090W Max V(Reduced) 1094# TL Max Defl L/240 TL Actual Defl L/438 LL Max Defl L/360 LL Actual Defl L/898 Attributes Section Actual 73.83 39.38 0,45 0.22 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 Ad �tments CF Size Factor 1100 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:88 Uniform TL: 140 =A Uniform Load A R1 = 1234 R2= 1234 SPAN= 1G.5FT Uniform and partial uniform loads are|bm per lineal ft, ~ uean/Cnaxv2o1z licensed to: meoorConxmmng Engineers, PC. PLAN 2780 UPPER FLOOR FRAMING H3 Date:4/13/13 Selection Conditions NDB2O12 MinBearingArea 28 ' R 8z Data Beam Span 8.5 ft Reaction 1 LL 1063# Reaction 2 LL 1063# Beam Wt per ft T87# Reaction 1 TL 1733# Reaction 2 TL 1733# Max Moment 3684'# Max V(Reduced) 1419# TL Max Defl L/240 TL Actual Defl L/660 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 49.91 32.38 0.15 0.08 Chboa| 35.59 10.28 OA3 0.28 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 8dfustments 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:250 Uniform TL: 4O0 =A Uniform Load A R1 = 1733 R2= 1733 SPAN =8.5FT Uniform and partial uniform loads are|ba per lineal ft. ^ PLAN 2780 UPPER FLOOR FRAMING 81 Dote:413/13 Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS2O12 K0|n Bearing Area R1 2.9 in z R2 2.9 in 2 (1 5) OLDeO 020 in Recom Camber--030 in Data Beam Span 12O ft Reaction I LL 1020# Reaction 2 LL 1020# Beam Wt per ft 7.97# Reaction 1 TL 1908# Reaction 2 TL 1908# Max Moment 5724*# Max V(Reduced) 1630# TL Max Defl L/240 TL Actual Defi L/415 LL Max Defl L/360 LL Actual Defi L/970 Aftribdes Section i Shear Actual 57.42 32.81 0.35 0.15 Critical 28.62 10,19 0.60 0.40 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 2400 240 1.8 650 4diustments 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: 120 Uniform TL: 150 =A Par Unif LL Par Unif TL Start End 50 H =O0 0 12.0 / =80 0 12.0 Uniform Load A R1 = 1908 R2= 1908 SPAN = 12FT Uniform and partial uniform loads are|ha per lineal ft. ° BearnChek v2012 licensed to: WellerConsulting Engineers, PC. Reg#5234-65779 PLAN 2780 UPPER FLOOR FRAMING B2 Date:413/13 Selection 6-3/4x 19-1/2 GL13 24F-V4 DF/DF Lu =0,0 Ft Conditions NDS2U12 h4in Beah A R1 21 4 in"R2 21 4i 2 (1.5)DLDeO 030 in Recom Camber=0.59 i Data Beam Span 20O ft Reaction I LL 8700# Reaction 2 LL 8700# Beam Wt per ft 31,98# Reaction I TL 13920# Reaction 2 TL 13920# Max Moment 69599 # Max V(Reduced) 11658# TL Max Defl L/240 TL Actual Defl L/291 Attributes S i Actual 427.78 131.63 0.82 0.43 Chdum/ 373.68 7286 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 2235 240 1.8 650 Adjustments Cv Volume 0.931 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: 320 Uniform TL: 400 =A Par Unif LL Par Unif TL Start End 550 H=880 0 20.0 / =80 0 20.0 Uniform Load A R1 = 13020 R2= 18920 SPAN=20FT Uniform and partial uniform loads are|bs per lineal ft. ~ oounn.nen,2o/2 licensed to: vvexer PLAN 2780 UPPER FLOOR FRAMING uu Date:4/13/13 Selection 5-1/8x 10-1/2 GLB 24F-V4 DFIDF Lu =0.0 Ft Conditions NDS2D12 Min Bearing Area R1=31 in z R2 31 in' Data Beam Span 16.0 ft Reaction I LL 800# Reaction 2 LL 800# Beam Wt per ft 1108# Reaction I TL 2025# Reaction 2 TL 2025# Max Moment 8098'# Max V(Reduced) 1803# TL Max Defi L/240 TL Actual Defi L/345 Attributes Section Actual 94.17 5181 0.56 0.17 Critical 35.21 9.80 0.80 O53 Status OK OK OK OK xeno 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 O00 Le 0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 =A Par Unif TL Start H=8U O 10.0 Uniform Load A R1 =2025 R2 =2025 SPAN= 10F[ Uniform and partial uniform loads are|bs per lineal ft, ` = Boo/nCnexv2o12xoenxmoxzvveoe/ConomnnDEngineers, PC. xeg#5234'65779 PLAN 2780 UPPER FLOOR FRAMING 84 Date:4/16/13 Selection 8-3/4x 10-1/2 GL13 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS2012 K8in BeahngArea R1= 7,8|nz R2=7,9|nz (1.5) DLOefl= 023 in Reuom Camber=0.35 in Data Beam Span 1&5 ft Reaction I LL 3960# Reaction 2 LL 3960# Beam Wt per ft 22.33# Reaction I TL 5134# Reaction 2 TIL 5134# Max Moment 21179'# Max V(Reduced) 4590# TL Max Defl L/240 TIL Actual Defi L/261 LL Max Defl L/360 LL Actual Defi L/376 Attributes Section (in 3) Shear(in 2 TL Defl (in) LL Defl Actual 160.78 91.88 0.76 0,53 Critical 107.60 28.69 0.83 0.55 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 2362 240 1.8 650 Adiustments Cv Volume 0.984 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:480 Uniform TL: 0UU =A Uniform Load A R1 =5134 R2=5134 SPAN= 1&5FT Uniform and partial uniform loads are|bo per lineal ft, ` ° Beun"./evvxv/2 licensed to: Weller PLAN 2780 UPPER FLOOR FRAMING BS Date:4/13/13 Conditions NDS2D12 N\inBeahn Anee R1 37i z R2 37i z (1 5)DLDe8 0.03 in Data Beam Span 8.0 ft Reaction 1 LL 1840# Reaction 2 LL 1840# Beam Wt per ft 9.57# Reaction 1 TL 2338# Reaction 2 TL 2338# Max Moment 4677'# Max V(Reduced) 1790# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Actual 73.83 39.38 0.09 0.06 Chbma| 56.69 14.92 0.40 0.27 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 990 180 1.6 625 Adiustments CF Size Factor 1.100 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:40O Uniform TL: 575 =A Uniform Load A R1 =2838 R2 =2338 SPAN =8FT Uniform and partial uniform loads are|bm per lineal ft. - " uoumcnexvzu72 licensed to: Weller Consulting PLAN 2780 UPPER FLOOR FRAMING 87 Date:4/13/13 Selection 5-1/8x 22-1/2 GL13 24F-V4 DF/DF Lu=0.0 Ft Conditions MDS2O12 /N|nBoahngAr a R1=212in"R2=212in' (1,5)DLDeM= 0.39 in Reoom Camber=0.5Qin Data Beam Span 21O ft Reaction I LL 8505# Reaction 2 LL 8505# Beam Wt per ft 2&02# Reaction I TL 13787# Reaction 2 TL 13787# Max Moment 72380'# Max V(Reduced) 11325# TL Max Defl L/240 TL Actual Defl L/309 LL Max Defl L/360 LL Actual Defl L/600 Attributes S i Shear Aoiue| 432.42 115.31 0.81 0.42 Chboa| 335,11 61.55 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 1.8 650 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 Cl Stability 1 0000 Rb 0.00 Le 0.00 Ft Loads Uniform LL 260 Uniform TL 325 =A Par Unif LL Par Unif TL Start End 550 H=D8U U 21.0 | =80 U 21.0 Uniform Load A R1 = 13787 R2 = 18787 SPAN=21FT Uniform and partial uniform loads are|bs per lineal ft. BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2780 UPPER FLOOR FRAMING B8 Date:4/13/13 Selection 5-1/8x 9 GAB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area RI=3.3in2 R2=2.1 in' (1.5) DL Defi= 0.25 in Recom Camber=0.37 in Data Beam Span 11.5 ft Reaction I LL 940# Reaction 2 LL 493# Beam Wt per ft 1121 # Reaction I TL 2116# Reaction 2 TL 1354# Bm Wt Included 129# Maximum V 2116# Max Moment 6471 '# Max V(Reduced) 1860# TL Max Deft L/240 TL Actual Defl L/410 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 69.19 46.13 0.34 0.09 Critical 28.13 10.11 0.58 038 Status OK OK OK OK Ratio 41% 22% 59% 24% 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 End B= 1046 5.5 206 H=330 0 5.5 50 1=80 5.5 11.5 H Pt loads: Z� Z� R1 =2116 R2= 1354 SPAN = 11.5 FT Uniform and partial uniform loads are lbs per lineal ft. ` ° ^ ueonx.noxvuo/2 licensed to: Welter Consulting PLAN 2780 UPPER FLOOR FRAMING BQ Date:4/13/13 Selection Conditions NDS2O12 MinBearingArea R1=2.4in 2 R2 2.4 in o Data Beam Span 16.5 ft Reaction I LL 932# Reaction 2 LL 932# Beam Wt per ft 1121 # Reaction 1 TL 1577# Reaction 2 TL 1577# Max Moment 6507'# Max V(Reduced) 1434# TL Max Defl L/240 TL Actual Defl L/289 LL Max Defi L/360 LL Actual Defl L/590 Attributes Section Actual 6919 46.13 0.68 0.34 ChUoa| 28.29 T79 0.83 0.55 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 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 LL: 113 Uniform TL: 180 =A Uniform Load A R1 = 1577 R2 = 1577 SPAN = 18.5FT Uniform and partial uniform loads are lbs per lineal ft. ° oeunx^xexv2v/2 licensed to: Weller PLAN 2780 MAIN FLOOR FRAMING TYPICAL JOIST Date:4/13/13 Selection Conditions ND82O12. Repetitive Use Min Bearing Area R1 1.1 i , R2 1.1 i ' (15) DLU 0 0,10 in Data Beam Span 13.0 ft Reaction I LL 347# Reaction 2 LL 347# Beam Wt per ft 0# Reaction 1 TL 433# Reaction 2 TL 433# Max Moment 1408'# Max V(Reduced) 382# TL Max Defl L/240 TL Actual Defl L/426 LL Max Defi L/360 LL Actual Defl L/586 /�ftribu8es Section Actual 21.39 13.88 0.37 0.27 Ch8oe| 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 13 405 Adiustments 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 O00 Le 0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A Uniform Load A R1 =483 82=433 SPAN= 13FT Uniform and partial uniform loads are|bm per lineal ft. � � ° 8oeoCJnekv2U12 licensed to:Welter Consulting Engineers, PC. Reg#5234'05770 PLAN 2780 MAIN FLOOR FRAMING TYPICAL BEAM Date:4/13/13 Selection Conditions NDS2U12 Min Bearing Area R1 48 i ' R2 48 inz (1 5)DLDe0 002 in Data Beam Span 5.5 ft Reaction 1 LL 2365# Reaction 2 LL 2365# Beam Wt per ft 7.87# Reaction I TL 2978# Reaction 2 TL 2978# Max Moment 4095'# Max V(Reduced) 2143# TL Max Defl L/240 TL Actual Defl L/993 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section Aoiuo| 49.91 32.38 0.07 0.05 Chdua{ 45.50 17.86 0.28 0.18 Status OK OK OK OK xuoo 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 Adiustments CF Size Factor 1.200 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:88O Uniform TL: 1075 =A Uniform Load A R1 =2978 R2=2978 SPAN =5.5 FT Uniform and partial uniform loads are|bm per lineal ft,