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Report fre s72(S -- G( 24 tc7 1 560 a,L,-tai Structural Calculations for: Acevedo Residence STRUCTURAL CALCULATIONS Pr:', 0 ,. Project No: 10092.08 d s 20 15 Issue Date: 11/03/15 f.;f r } .�,_ et.a.' Design Criteria Roof Loads Wall Loads N Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & 1/2" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf 1/2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.50 psf Total Live/Snow Loads 25.00 psf 1/2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 5.00 psf Floor Loads Total Ext. Wall Loads 15.00 psf 1/2" underlayment 1.50 psf 3/1" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 1/2" GWB 2.00 psf Miscellaneous 0.50 psf 2x4 framing 1.00 psf Total Dead Loads 10.00 psf %" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 50.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 0.00 psf Floor diaphragms: (glued) 3/4" T&G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 80 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 25 Miscellaneous: 4,..‘+%1'D Soil Bearing: 1500 psf assumeI Add.Snow Ld.—((EIev380)8/212)-25)PSF 0 cy DANt L r�'/ ct { Concrete foundations: 3000-psi mix , Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better ' 4 ' Repetitive Joists: DF/L#2 or better 1?,j Columns: DF/L#2 or better, Studs: Stud Grade. OF 1%. - Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar- Grade 40 Structural components-ASTM A36 Prepared by: Narchitecture/plonning 11c., es ^s[3 eccr.4.4 y R kL _r.Oswspo,Orepon row THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS.R IS PREPARED SOLELY FOR THE PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION.SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL.NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION,IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. V 02-12-09 ICON a.^c^.•~tU•.nlS'ie TINISN FLOOR(VERIFY ; d/ C 0/2-2%6 TGR PLATE WIN 000007)OVER a + AND I-2%6 BO1.PLATE I_TAO OSB SATE W/ O S +:IIA I' TYP AT EXTERIOR I 120 0 0/6/120 u ( `IWALLS E;II.. 2.FLOOR JOSTS-SEinli_ FRAMING PLAN FCR SIZE P' POST PER �ila AND SPAONGRAM VEil 2X6 P.T SILL RATE YE *SIMPSON'ABUi GS 01 62A[OR MORESLAB NHERE OCCURS T POST EASE ORt iiji X11_. I1Nro In [WIv uxo `5- ! 1lE • 1 . 1_ iIq. 4 ® 0 cONc WAIL w/1-p a -o CONCRETE PAO CR Z P A ii1€ - ,y '� �ILi TGR ON 15'M}"CONT :__ , I CONTINUOUS O: �t b PIM .�r CONC FTG W/1-/1,IF y \\4e MO POURS ARE DONE (AKRE REBAR �4�.___- MI - Li I j tallied PWC PERT DRAIN / w PROVIDE 2X1 KEY W/2-I4 OCCURS) { UNE IN GEOFABWC I. ETC A 1-F1 TAB W STEM W/I GR PEA GRAVEL warn' WALL nTIRACO /^K^T W/ ISEE PLANS FOR �� I• B `p DAYYLIGHT. RAN TONMI STANDARD 000100ASGRIE0 F FOOTING SIZE ., 4'tV I ;IABOT,OF FTC TO BE IB"501 4 BELOW ADJACENT EXTERIOR e IP GRADE ON UNDISTRUBED/95Z .. ''. COMPACT SOILS .a,r.a � TYPICAL FDN WALL TYP. PAD TYPICAL POST BASE —__ . ` OSCALE 3/4"= 1' 0" O SCALE' 3/A"= I'-0" O SCALE: 3/4" - 1'-0" -- - Rili I/O SILL -. a^ isi DRILL MOLES AND 200000 i To E%IMOLES ENO EOSIO L 2'..,Ye'FENDER w071075 a) FWNPfnW --626.10 _ 9""HAn"5MK BOLT STUD .. U • ANCNOI 0 6"WOR CWIV � 1e'-s _ FOOTING rEY WALL W rlrvc r;, • m , m -. ©0 DOSING FOOTING � ;Nv 'i �1�. .. /r-1\ CLEAN C%15RNG EDGE N (/) Q Cn Mial Opn `W - `_l-- - 1+ .I �RWR JOIST > a) a cc L J u L__J O \\ J/ NEW CONC TOOTING C1 �/ F-l�¢ 0 LL coLVo --� I- p E.2.6 9.114/I/2^%t0 AB I-9.J-fi.6 CONCRETE BIB 0CO O c)75 }L-f e Srul urrolxG PAP CRAWLSPACEG,R r v 9 WPFY 6 MIL VAPOR BARRIER EXTEND UPTON 0 5 Q 1AW >`k 000 WALL 1'-0 YIN ' I \ In ilk 4 ��I / UNDISTURBED SOL 11 RIc /� —_-_- ��� _ FOUNDATION CONNECTION TYP UNDER PIN Q In rI°'_ : r Lr--11 r . O SCALE 3/4'= 1-0 L SCALE: 3/4"= 1.-0. 9.ORRABBLEEB FD. I I TiT 1-1 11 L JA ' ��} O STRUCTURAL SCHEDULE LIE �BWNDARYN2100 SMEDF ROa SUBMISSION II -DAIS I USE HARDWARE REMARKS SHEAR PANEL AWCD GR LEVEL ROOII-DAISWx IO' [-SHEATHING SPACE Access- LM DI a a NIP RESUBMISSION 120815 - B} 4.10 0,112 5N0 WALL III PS +\".I6\"20-6+6.4.66A6. ,1-060 0 EA SND .. a 1.oalz - I��CONT NAILER SHAPE ASOV USN x1 a.ORp 5%1 ROAD TOR NAIANG �IAr.W1A�A�2-w® � x 5613" r-v+cOB L___ 2.12 Orly•16"0/C 1540 4C%xc AT 16.011 MAT.MING Q.mow rLR Kr M.020010 1 00 n ?5 o 10F110 0 16"0/C 540 DLO.AT MOPux1 .6 SCOPPC Tm.-Wary r/MER 110.M'.`STAFF S▪g▪' Wil } LI . 1 0210 122012 P50000 1`,..5.104 007 0 AY Oc 22/lOPAPP BY 101 WIEDATC: .10,5 p' SHEAR SI'NAM AE ER 1[0020.9 L---- SHEAR SCHEDULE 1.10 07102 0 2,0/C CONECT TO TCP PLAIT 0/121 t00�. I l W n! R ITP DEE T//(A)064 TODD C.E.Cb B..OIL Warr X 9" 6 i PI oA p 12 WI)1 E-AIDC OR 40D SPACE STAR 14ro00 PApcMTE P2 1.6 I2 FT }'-6"4-6-.10./fes 0 B"0/C E/w 0)Rix 1_ (2)2.1.1 BNEET TO: ro Y-o 4-0".10"./H T 0 B'WC E/+0)ux FOUNDATION RAN 70 }-s.2-0'.17..//a:060/2 E/+(5)000 - 0 FIRST FLOOR FRAMOIG FOUNDATION PLAN W/ FIRST FLOOR FRAMING ©LEDGER S1.01 SCALE-I/4'=1.-D" ., SIIEETS TOTAL 0 crolttlLrUD1'SnNn�g I� B 7 ICN-. �: . m C v.eCIALrR E I 2001 SOLI CONCENTRATED LOAD AT Y LAP SONG Or£R WANAGE d F p '+`!Il DINT IN ANY DIRECTION LONG THE AN AT OVER'OAK'BUILD COR-A-VENT v-.i0o ;i ISiF. Tm, PAPER RATED SxEATIpIV ON A♦ A.0 HEADER Dv O N D. B 1/2'W E W AL 01. LAP KF fL9Ia 1.]¢O OCRET A/(2)®CACP AN xN5 STUDS 0 6'0P+19. lef CAP SHINGLE HI! �TkO k(A)fA END O MORI.RAILS �1 Illi .iIi 1 ' —EXHAVSi AK! 5 !IIS ill PANTED.oDDasN P aEl. DIED THRU BOLTS m 3 A 1,Et� 60x00.0 v I i iJlil:l PROVE RD MGR BU f ETON-HADING CAULK _ EA.SOE SOK'¢BEBe w s r I — s'G,o.w7,7 A!. Dc,RV a �,I AT Jr 0/C -�� TWzeI'aure. FD 2.61N¢n w/k'. I�I 2B8 PI AT 16"0/C NE RAN " 2X Rm,1st ` aE LecTexG9 RUST BE LESS TN•0 i EVRRCR Awtp ` R-21 BAl I6wSRATKx Im ��V .. ALv UL BWTS 2�OC SPACE B IJ US[DUALLY FELT PAPER STAG TkB 0 R BEAU LOCO.VARIES.PT OR 2aNL he LEDGER xRAP STANCHION RAIL AIR now RAFTER ,n: •7 OTYP. DECK DETAILS WINDOW HEADER & SILL RIDGE w/ CONTINUOUS VENT SCALE' 3/4..= 1'-0" O SCALE: 3/A..- 1. 0.. O SCALE 3/4"= 1'-0" a) V> ROOF' KEYNOTE SCHEDULE L U ����cc� Sym. Note C^` 1 SO DFLOw ROOF SHINGLES OVER HOE LAVER JD LB BLDG PAPER W N 3 EACH COURSE.OVER\'AGO PITCH SHEATHING OVFR N J ��' I- • v SNIN¢f o LT TARTER 000 010 V> RAFTERS 000-ENGINEERED TRUSSES OR SOLID Save,- I -� C a e.a;'' OVER(I)1x0 AS FE ��� ( V/ N ) 5ORO VENT vx0 OR NUN 44,.�� REFER TO FLANS FOR Siff k SPAGNG)INSULATE PER N '^ PROODE CONTINUOUS FARE VENTINGGB ��'�. 61 01]9 A V. ..--X ', Q Of A'Aw �` PROWDE(SOIL BAFFLE AS RORD.FOR VENT. 8jyW V a. 2X SLD BLNC w/2-I-BUTTONHOLE SCREENED VENTS C[ N 0 I,E1 �I =='1 -h-RREBLOCICwG 0 9.-0'AF.F.(NAM.HE.010'-0 '= OJ Tm �� 3co 9° /-\ BRACED WALL SCHEDULE II'''. 3.0 GI GOTTEN ON 2.FASCIA BD. c rn O5 xuu 1 U O x •i ,Av A.m m STRUCTURAL �••"—P- j A\tis ~ B MARK WALL COVERING NAILING PANEL SUPPORT CONNECTORS hJ GI.DOwNSPWT TO PIE LEADER BOOP V/ Ahm0 ROT REDO IF N.F.'COX Be a 6'o/c EOE R.SOA A FA Bo NAl PER TARE .J��O' EYP SHEAR WALL UN0 . ¢] DECK LESS l 50' RY I SIDE.UN&OC.0(0 012'0/C FIELD OF Pax- 602 A5) 1 I� LEDGER W AWW fB',s,WAGE 1�� EXTERIOR SIDING ON I LA-TYKE'DR NO NB ON f0 .Nr'COX M 0 fi O/C Eo¢ (2)2.S11A 0 fA W L1P90M NTr5 OR A 1-VT APA RATED SLOG w/BD 0 6,6,12 9 C 1; STRAP TE DELA bT �w ANTI SDE,HOOKED 6a 0 ly 0/<FETD OF PAx6 f0.ry JAI �' 61 w llli HLAs[w/Cst6 2i fh I I�a.�.. 91tC ON 2%6 STUDS 0 16'OC 6 Y2'OM INTERIOR < y • ® ) A-0' COVER w/AAE[BO I III•I�''/1�i1•0 e.. INSULAT005.1.EPER GS101 SHEAR*ALL 29 AATpJT FOR g1ANCES ROTH UNE 1 I._:' /.1� - w - r/dl/////////w` I I FINISH ODOR T.OVER TYPE)OVER V PARTICLE B0. LAN // O \� ? LH' L� 11 OUVER FIR JSTS(VERIFY ODE ALM STAGINGRNG INTO O - PLANS)INSULATE PER C5101 79A 0 © 7 ��/��� I PT 2X A SRL w/1/2--X 12' 0 Mr OG M.VENT J I r1 STRUCTURAL SCHEDULE /�/� [WLLSPC 6 OIL VAPOR BARRIER AT EXTEND UP FON WAIL I'-0'LoN(Tro TO MUDSILL) AARING Su.IUSE HARDWARE IREMARKS O TYP WALL DETAIL 11 LI W L[03R 61]_ll BI 1'8 ORA 29 I1 8 ID oRA BS l\n6\2 24E-1/4 GLUE. SCALE: 3/4"= I-0" sVEO POR SUBMISSION 11-0 0.15 RESUBMISSION 12-0&1 5 IP I BA A.B AP rt AO _— 11 ® HI 2,1? SAPAIGLB soup W.CNWA usr 4 OLP 0 16 0/C T eOPONT 04 DOING WISE FLASH RR MGT R 2.02P T.DFLO 0 IC 0/C SEW BLO0G Al MORONI 2.6 DECNNC PDX-RIREY x/DINER F(31 O ` L1 2.0 PT DR12 LEDGER DATA: "L/- - I---I /////1//1/3, vRSTAGGER A.SIG KAT 0 52'CC ® .06A1801- IMMO 2.12 A a 2O 0/C CORRECT TO TOP RAI[x/(2)16R TOED, J ..f/ BRAD UNE 2 0 N.R ram W/ AWA)IM TEED DRAWN BY BOX J PI ^'AwLF2TO RI. 1 CHECK-o BY.DLG 1 122 Art ORO 2.-6,1-6,10."/N.0 0'0/C Eh IN Ow 2'-D',2'-O'.lo'./M'.0 B'O/c Th(0(FTN 1 TO 2-9'.2'-9'.12'./00L a 6'0/C fie Is)uw NEETCONTNMB 1/-9 1 ROOF N WI FRAMING ROOF PLAN W/ FRAMING S1.02 SCALE-I/O'.1.-LC S.IEETB TOTAL Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:04 PM vase Location:B1-Porch End Beam-Left / Multi-Span Roof Beam IC° erehiteeture/pl®nning ii of [2012 International Residential Code(2012 NDS)] 1eseeex�es Ferry Rcao, Suite 102` 3.5 IN x 7.25 IN x 10.65 FT(1.6+9) Le:e o:W eg c...TeB Gf.97020 #2-Douglas-Fir-Larch-Dry Use 1r V!,:3==-C111 ao:ea=r:: wwws-. =exmr Section Adequate By: 14.4% Controlling Factor:Moment DEFLECTIONS eft Center LOADING DIAGRAM Live Load -0.09 IN 2U460 0.15 IN L/736 Dead Load -0.06 in 0.10 in Total Load -0.14 IN 2U278 0.25 IN U439 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A a Live Load 937 lb 795 lb Dead Load 663 lb 549 lb Total Load 1600 lb 1344 lb Bearing Length 0.73 in 0.61 in REAM DATA Left Center Span Length 1.65 ft 9 ft Unbraced Length-Top O ft O ft --1.66 R A 9 ft Unbraced Length-Bottom 1.65 ft 9 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING )_eft Center Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 1.7 ft 1.7 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 1.5 ft 5.4 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Wall Load WALL= 0 plf 0 plf Cd=1.15 CF=1.30 REAM LOADING Left Center Shear Stress: Fv= 180 psi Fv'= 207 psi Total Live Load 79 plf 177 plf Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 53 plf 119 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Beam Self Weight 6 plf 6 plf Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Total Load 137 plf 301 plf Controlling Moment: 3006 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1374 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 26.81 in3 30.66 in3 Area(Shear): 9.96 in2 25.38 in2 Moment of Inertia(deflection): 71.81 in4 111.15 in4 Moment: 3006 ft-lb 3438 ft-lb Shear: 1374 lb 3502 lb NOTES j DANIEL�l♦*��i• rtg r11 y Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:04 PM Page Location:B1-Porch End Beam-Right / Multi-Span Roof BeamN architecture/planning Ile, o{ [2012 International Residential Code(2012 NDS)] tE.8f.5 Exres terry Ra=_a. Sun=_70e 3.5 IN x 7.25 IN x 10.65 FT(9+ 1.6) L8fe Os we-;c.Oregon 370' #2-Douglas-Fir-Larch-Dry Use `•!+ !.3 x30 Wee Section Adequate By: 19.7% Controlling Factor:Moment DEFLECTIONS Center Right ►.OADING DIAGRAM Live Load 0.15 IN L/736 -0.09 IN 2U460 Dead Load 0.09 in -0.04 in Total Load 0.23 IN U465 -0.13 IN 2U312 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A t3 Live Load 795 lb 1479 lb Dead Load 519 lb 1027 lb Total Load 1314 lb 2506 lb Bearing Length 0.60 in 1.15 in BEAM DATA Center Right Span Length 9 ft 1.65 ft Unbraced Length-Top O ft O ft s ft - 1.66 ft-1 Unbraced Length-Bottom 9 ft 1.65 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 ROOF LOADING Cer_Atr CentRight Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 1.7 ft 1.7 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 5.4 ft 13.5 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Wall Load WALL= 0 plf 0 plf Cd=1.15 CF=1.30 BEAM LOADING Center Right Shear Stress: Fv= 180 psi Fv'= 207 psi Total Live Load 177 plf 380 plf Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 119 plf 255 plf Modulus of Elasticity: E= 1 1600 ksi E'=1 1600 ksi Beam Self Weight 6 plf 6 plf Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Total Load 301 plf 640 plf Controlling Moment: 2871 ft-lb 4.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1450 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 25.61 in3 30.66 in3 Area(Shear): 10.51 in2 25.38 in2 Moment of Inertia(deflection): 64.21 in4 111.15 in4 Moment: 2871 ft-lb 3438 ft-lb Shear: -1450 lb 3502 lb NOTES A �, Gs Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:05 PM rage Location:B2-Deck Floor Beam Multi-Span Floor Beam IIc of [2012 International Residential Code(2012 NDS)] 1e.se5 Exiles Ferry Rcat. Sere 102 3.5IN X 9.25 IN X 18.0 FT(9+9) Les.e os�reac.Oregon9703E #2-Douglas-Fir-Larch-Dry Use r� Narchitecture/plannihg V'....:>3 r.?_i Section Adequate By:41.2% Controlling Factor:Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.06 IN U1748 0.06 IN U1748 Dead Load 0.01 in 0.01 in Total Load 0.08 IN U1413 0.08 IN U1412 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A a Live Load 866 lb 2475 lb 866 lb Dead Load 302 lb 1007 lb 302 lb Total Load 1168 lb 3482 lb 1168 lb Bearing Length 0.53 in 1.59 in 0.53 in REAM DATA Left Center Span Length 9 ft 9 ft Unbraced Length-Top 0 ft 0 ft 9ft 9ft Unbraced Length-Bottom 9 ft 9 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Le$ Cen er MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 5.5 ft 5.5 ft Bending Stress: Fb= 900 psi Fb'= 1064 psi Floor Tributary Width Side Two TW2= 0 ft 0 ft Cd=1.00 C1=0.98 CF=1.20 Wall Load WALL= 0 plf 0 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 REAM LOADING Left Center Reduced Floor Live Load 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Live Load 220 plf 220 plf Comp. L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Total Dead Load 83 plf 83 plf Controlling Moment: -3134 ft-lb Beam Self Weight 7 plf 7 plf Over right support of span 1 (Left Span) Total Load 310 plf 310 plf Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: 1741 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Redd Provided Section Modulus: 35.36 in3 49.91 in3 Area(Shear): 14.51 in2 32.38 in2 Moment of Inertia(deflection): 47.53 in4 230.84 in4 Moment: -3134 ft-lb 4424 ft-lb Shear: 1741 lb 3885 lb NOTES vj. 4 QAbI1F1�j��r•�, Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:07 PM page Location:B3-Ridge Beam Multi-Span Roof Beam I c gi . rchitecture/planning lit of [2012 International Residential Code(2012 NDS)] e,8e5 Bxnes Ferry Rcac, Surs 102 3.5 IN x 16.5 IN x 19.25 FT(17.5+1.8) _1:e Oswego,Oregon 970°o-c 24F-V4-Visually Graded Western Species-Dry Use 1r =0=5 0.3:-7 _= x�•.1.��.n ew Section Adequate By: 125.1% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.20 IN U1043 -0.06 IN 2U652 Dead Load 0.13 in -0.04 in Total Load 0.33 IN U640 -0.10 IN 2U406 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A a Live Load 1969 lb 2681 lb Dead Load 1269 lb 1741 lb Total Load 3238 lb 4422 lb Bearing Length 1.42 in 1.94 in BEAM DATA Cen a Right Span Length 17.5 ft 1.75 ft • Unbraced Length-Top O ft O ft 17.5 ft - Y. 5 ft Unbraced Length-Bottom 17.5 ft 1.75 ft CCCCCCSSSSSS Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING Center Right Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf 24F-V4-Visually Graded Western Species Roof Tributary Width Side One TW1 = 7.8 ft 7.8 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 1.3 ft 7.8 ft Bending Stress: Fb= 2400 psi Controlled by: Wall Load WALL= 0 plf 0 plf Fb_cmpr= 1850 psi Fb'= 2760 psi BEAM LOADING Center Right Cd=1.15 Total Live Load 225 plf 388 plf Shear Stress: Fv= 265 psi Fv'= 305 psi Total Dead Load(Adjusted for Roof Pitch) 135 plf 233 plf Cd=1.15 Beam Self Weight 13 plf 13 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Total Load 373If 633 plf Comp.-I-to Grain: Fc- = 650 psi Fc- = 650 psi p Controlling Moment: 14073 ft-lb 8.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3315 lb 17.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provide Section Modulus: 61.19 in3 158.81 in3 Area(Shear): 16.32 in2 57.75 in2 Moment of Inertia(deflection): 581.94 in4 1310.2 in4 Moment: 14073 ft-lb 36527 ft-lb Shear: -3315 lb 11733 lb NOTES DANIEt, 10H 0 Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:07 PM page Location:B4-Porch Side Beam Roof Beam architecture/planning Ilc o, [2012 International Residential Code(2012 NDS)] +tstt Ex^s Ferry Ficao s,.e.13- 3.5 IN x 7.25 IN x 11.0 FTC Lire go.o..0097O #2-Douglas-Fir-Larch-Dry Use �r 4;:}5K u* •5D553.333i c.r rsvect Section Adequate By:42.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1425 Dead Load 0.20 in Total Load 0.29 IN L/448 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 275 lb 275 lb Dead Load 600 lb 600 lb Total Load 875 lb 875 lb Bearing Length 0.40 in 0.40 in BEAM DATA Span Length 11 ft Unbraced Length-Top O ft A - 11 rt Unbraced Length-Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1346 psi Tributary Width: TW= 1 ft Cd=1.15 CF=1.30 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1 ft Comp.-L to Grain: Fc-1= 625 psi Fc- = 625 psi Wall Load: WALL= 70 Controlling Moment: 2406 ft-lb plf 5.5 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 11 ft Controlling Shear: 875 lb Beam Self Weight: BSW= 6 plf At support. Beam Uniform Live Load: wL= 50 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 109 plf Total Uniform Load: wT= 159 plf Comparisons with required sections: Req'd Provided Section Modulus: 21.45 in3 30.66 in3 Area(Shear): 6.34 in2 25.38 in2 Moment of Inertia(deflection): 44.65 in4 111.15 in4 Moment: 2406 ft-lb 3438 ft-lb Shear: 875 lb 3502 lb NOTES DANIEL >R+r I'I 'I' y Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:05 PM Page Location:H1 -Header-worst case Roof Beam architecture/pl®nning Ile. of [2012 International Residential Code(2012 NDS)] trice 6xrE,Ferry Scat, sate 102 3.5 IN x 5.5 IN x 5.25 FT t. a Oisve ,.O e cn 9702 #2-Douglas-Fir-Larch-Dry Use IC US wW,„. - ,-: xcn Section Adequate By:0.8% Controlling Factor:Moment DEFLECTIONS Center ]GOADING DIAGRAM Live Load 0.07 IN U846 Dead Load 0.05 in Total Load 0.13 IN L/502 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS a ]3 Live Load 889 lb 889 lb Dead Load 607 lb 607 lb Total Load 1496 lb 1496 lb Bearing Length 0.68 in 0.68 in REAM DATA Span Length 5.3 ft Unbraced Length-Top 0 ft 5.25 ft Unbraced Length-Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1346 psi Tributary Width: TW= 5.5 ft Cd=1.15 CF=1.30 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 8 ft Comp. L to Grain: Fc--L= 625 psi Fc-J- = 625 psi Wall Load: WALL= 0 Controlling Moment: 1963 ft-lb plf 2.625 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 5.25 ft Controlling Shear: 1496 lb Beam Self Weight: BSW= 4 plf At support. Beam Uniform Live Load: wL= 339 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 231 plf Comparisons with required sections: Req'd Provided Total Uniform Load: wT= 570 plf Section Modulus: 17.51 in3 17.65 in3 Area(Shear): 10.84 in2 19.25 in2 Moment of Inertia(deflection): 17.39 in4 48.53 in4 Moment: 1963 ft-lb 1979 ft-lb Shear: 1496 lb 2657 lb NOTES• . DANIEL ■' +'r 7•n rj/r y Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:06 PM page Location:H2-Roof and Floor Beam Combination Roof And Floor Beam [2012 International Residential Code 2012 NDS ❑ ChifCCtu+ c/planning Ilc °' ( )� ".8!•Exnas Ferry Rc.c Scrt.!3: 5.125 IN x 12.0 IN x 10.0 FT 4t.Os*ego.Oregon 97030 24F-V4-VisuallyGradedWesternSpecies-DryUseC •� v607634=7 •595534(63. *vow aacxa>: Section Adequate By:29.1% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/638 Dead Load 0.11 in Total Load 0.30 IN L/404 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A @ Live Load 5550 lb 5550 lb Dead Load 3214 lb 3214 lb Total Load 8764 lb 8764 lb Bearing Length 2.63 in 2.63 in REAM DATA Center RIMIIIIIIIIIIIIIIIIIIIIIIIIL Span Length 10 ft Unbraced Length-Top 0 ft A ion B Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj.Factor 1.5 ROOF LOADING Side 1 Side 2 Camber Required 0.16 Roof Live Load RLL= 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 1.5 ft 16.5 ft 24F-V4-Visually Graded Western Species Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2400 psi Controlled by: Side 1 Side 2 Fb_cmpr= 1850 psi Fb'= 2760 psi Floor Live Load FLL= 40 psf 40 psf Cd=1.15 Floor Dead Load FDL= 15 psf 15 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Floor Tributary Width FTW= 0 ft 16.5 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Wall Load WALL= 80 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi BEAM LOADING Controlling Moment: 21909 ft-Ib Roof Uniform Live Load: wL-roof= 450 plf 5.0 ft from left support Roof Uniform Dead Load: wD-roof= 302 plf Floor Uniform Live Load: wL-floor= 660 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 248 plf Controlling Shear: 8764 lb Beam Self Weight: BSW= 13 plf At support. Combined Uniform Live Load: wL= 1110 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 643 plf Combined Uniform Total Load: wT= 1753 plf Comparisons with required sections: Req'd Provided Controlling Total Design Load: wT-cont= 1753 plf Section Modulus: 95.26 in3 123 in3 Area(Shear): 43.13 in2 61.5 in2 Moment of Inertia(deflection): 438.1 in4 738 in4 Moment: 21909 ft-lb 28290 ft-lb Shear: 8764 lb 12495 lb NOTES i cDANfa ...r+•ICH ife .l Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:04 PM Page Location:J1-Floor Joist Floor Joist architecture/planning II(, of [2012 International Residential Code(2012 NDS)] sews Exr.e5 Ferry F.cac. Sure 102. 1.5 IN x 11.25 IN x 15.38 FT ©16 O.C. Le%.e C_we. Gregor 07030 #2-Douglas-Fir-Larch-Dry UseC I. • r:-3. >=^s s ::o:::.�::a �w..a: r Section Adequate By:25.9% Controlling Factor:Moment . DEFLECTIONS Center I LOADING DIAGRAM Live Load 0.24 IN U783 Dead Load 0.09 in Total Load 0.32 IN U569 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS B D Live Load 410 lb 410 lb Dead Load 154 lb 154 lb Total Load 564 lb 564 lb Bearing Length 0.60 in 0.60 in SUPPORT LOADS B 13 Live Load 308 plf 308 plf Dead Load 116 plf 116 plf 15.38 ft Total Load 423 plf 423 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 15.38 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.-I-to Grain: Fc- = 625 psi Fc- = 625 psi Uniform Floor Loading Center Controlling Moment: 2168 ft-lb Live Load LL= 40 psf Dead Load DL= 15 psf 7.69 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 73.3 plf Controlling Shear: 564 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 25.14 in3 31.64 in3 Area(Shear): 4.7 in2 16.88 in2 Moment of Inertia(deflection): 112.53 in4 177.98 in4 Moment: 2168 ft-lb 2729 ft-lb Shear: 564 lb 2025 lb NOTES Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:05 PM page Location:J2-Deck Joist / Floor Joist I C Ilc of[2012 International Residential Code(2012 NDS)] 1e.se5 Exile,Ferry Rc3a Sone 102 1.5 IN X 7.25 IN X 11.0 FT ©16 O.C. Lake 3 we3:.Oregcn 0703 #2-Douglas-Fir-Larch-Wet Use rrNorchitecture/plonnierg v e,31=1.0117 _ -o3a x„w.=a c:ell Section Adequate By:4.1% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN U515 Dead Load 0.10 in • Total Load 0.35 IN U375 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A @ Live Load 293 lb 293 lb Dead Load 110 lb 110 lb Total Load 403 lb 403 lb Bearing Length 0.64 in 0.64 in SUPPORT LOADS A @ Live Load 220 plf 220 plf 4Dead Load 83 plf 83 plf »ft Total Load 302 plf 302 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 11 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.20 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 175 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Cm=0.97 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Cm=0.90 JOIST LOADING Uniform Floor Loading Center Comp.-L to Grain: Fc-1= 625 psi Fc--1-'= 419 psi Live Load LL= 40 psf Cm=0.67 Dead Load DL= 15 psf Controlling Moment: 1109 ft-lb Total Load TL= 55 psf TL Adj.For Joist Spacing wT= 73.3 plf 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -403 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 10.72 in3 13.14 in3 Area(Shear): 3.47 in2 10.88 in2 Moment of Inertia(deflection): 45.75 in4 47.63 in4 Moment: 1109 ft-lb 1360 ft-lb Shear: -403 lb 1266 lb p1OTES, •D • 9,}1 co Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:07 PM Page Location:P1-Deck Roof Post-worst case ColumnC architecture/pIonning tic of [2012 International Residential Code(2012 NDS)] 1f.S 0 Bxne5 FerryP.caa. Sire 102 3.5 IN x 3.5 IN x 9.0 FT Les.e o_.wean.`C'rea'm 5703E #2-Douglas-Fir-Larch-Wet Use 1r v 501.1:' %»7 ===_ wwvizi:e:4m:am Section Adequate By:32.2% VERTICAL REACTIONS J.OADING DIAGRAM Live Load: Vert-LL-Rxn= 1754 lb Dead Load: Vert-DL-Rxn= 1651 lb Total Load: Vert-TL-Rxn= 3405 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft — Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 410 psi Cm=0.80 Cf=1.15 Cp=0.33 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1148 psi Cm=0.85 CF=1.50 s ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1148 psi Cm=0.85 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 30.86 — A Ley/dy= 30.86 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 278 psi Live Load: PL= 1754 lb Allowable Compressive Stress: Fc'= 410 psi Dead Load: PD= 1627 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 24 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 3405 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1148 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1148 psi Combined Stress Factor: CSF= 0.68 NOTES DANIEL t. r ICH Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:05 PM Page Location:P1-Deck Floor Post-worst case Column I C architecture/planning Ile of [2012 International Residential Code(2012 NDS)) lese•5sxnes Ferry Rcau. Suite 102 3.5 IN x 3.5 IN x 3.0 FT este ObnE3 o.Oregon 9702. #2-Douglas-Fir-Larch-Wet Use fr vror.r l::,ti; . ;,t OK? N'd'x.tS.72.1^a•Sn Section Adequate By:56.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 4065 lb Dead Load: Vert-DL-Rxn= 2107 lb Total Load: Vert-TL-Rxn= 6172 lb I COLUMN DATA Total Column Length: 3 ft Unbraced Length(X-Axis)Lx: 3 ft — V Unbraced Length(Y-Axis)Ly: 3 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1151 psi Cm=0.80 Cf=1.15 Cp=0.93 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1148 psi Cm=0.85 CF=1.50 D fl Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1148 psi Cm=0.85 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 10.29 A Ley/dy= 10.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 504 psi Live Load: PL= 4065 lb Allowable Compressive Stress: Fc'= 1151 psi Dead Load: PD= 2099 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 8 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 6172 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1148 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1148 psi Combined Stress Factor: CSF= 0.44 NOTES, < D 924 flit .1C1Q Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:06 PM page Location:P2-Header 2 Posts Column architecture/pl®nnifg Ile of [2012 International Residential Code(2012 NDS)] Tessa axle,Ferry Rcaa. Sure 102 3.5 IN x 5.5 IN x 8.0 FTIC Lake Oswego.cEa_n 9703a #2-Douglas-Fir-Larch-Dry Use t� v==. >-:>; .___._<.32; wxw::,niica.>Z zrn Section Adequate By: 19.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 5550 lb Dead Load: Vert-DL-Rxn= 3247 lb Total Load: Vert-TL-Rxn= 8797 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch ease Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 564 psi Cd=1.00 Cf=1.10 Cp=0.38 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1170 psi Cd=1.00 CF=1.30 8 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 19.25 in2 Section Modulus(X-X Axis): Sx= 17.65 in3 Section Modulus(Y-Y Axis): Sy= 11.23 in3 Slenderness Ratio: Lex/dx= 17.45 Ley/dy= 27.43 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 457 psi Live Load: PL= 5550 lb Allowable Compressive Stress: Fc'= 564 psi Dead Load: PD= 3214 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 33 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 8797 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1170 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1170 psi Combined Stress Factor: CSF= 0.81 NOTES DANIEL. f•CNA •y o Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:06 PM page Location:Fl -Footing-Center / Footing architecture/plannirr g lic, of [2012 International Residential Code(2012 NDS)] 18865 soon.Ferry P.oad. Suite 102\ Footing Size:2.6 FT x 2.6 FT x 10.00 IN Late Os wsgo.Oregon 9703E- Reinforcement: 703~Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(4)min. I C IS N v 933,!;1.0137 :soasaaa3za www.rogiriFiretl pa„ Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.6 ft Length: L= 2.6 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 3.5 in Column Depth: n= 3.5 in Baseplate Width: bsw= 3.5 in Baseplate Length: bsl= 3.5 in FOOTING CALCULATIONS I-3.5In-I Bearing Calculations: — Ultimate Bearing Pressure: Qu= 913 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.49 sf Area Provided: A= 6.76 sf lc)in Baseplate Bearing: P A Bearing Required: Bear= 9032 lb 3 3 in Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2200 lb 2.6 ft Allowable Beam Shear: Vc1 = 14625 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 39 in Live Load: PL= 4065 lb Punching Shear: Vu2= 8150 lb Dead Load: PD= 2107 lb Allowable Punching Shear(ACI 11-35): vc2-a= 54844 lb Total Load: PT= 6172 lb Allowable Punching Shear(ACI 11-36): vc2-b= 76875 lb Ultimate Factored Load: Pu= 9032 lb Allowable Punching Shear(ACI 11-37): vc2-c= 36563 lb Weight to resist uplift w/1.5 F.S.: U.R.= 545 lb Controlling Allowable Punching Shear: vc2= 36563 lb Bending Calculations: Factored Moment: Mu= 27766 in-lb Nominal Moment Strength: Mn= 169933 in-lb Reinforcement Calculations: -Concrete Compressive Block Depth: a= 0.47 in Steel Required Based on Moment: As(1)= 0.12 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.62 in2 Controlling Reinforcing Steel: As-reqd= 0.62 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 10.85 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Vetol DAN/EL ION Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:06 PM Page Location:F2-Footing-Ends / Footing [2012 International Residential Code(2012 NDS)] +605 Boones Ferry Road. supe 1°2^ l �� Footing Size:2.0 FT x 2.0 FT x 10.00 IN Lee Oswego.Oregon 9703E Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(3)min. IC II v 5,,.::==K7 ::0:=31 w;_ rorw.i ow . Section Footing Design Adequate FOOTING PROPERTIES )`OADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 3.5 in Column Depth: n= 3.5 in Baseplate Width: bsw= 3.5 in f-3.6 in-1 Baseplate Length: bsl= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 921 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.68 sf t0 i" Area Provided: A= 4.00 sf i o n Baseplate Bearing: T Bearing Required: Bear= 5356 lb 3 in Allowable Bearing: Bear-A= 33841 lb i Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 893 lb 2 It Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 39 in Live Load: PL= 2345 lb Punching Shear: Vu2= 4472 lb Dead Load: PD= 1337 lb Allowable Punching Shear(ACI 11-35): vc2-a= 54844 lb Total Load: PT= 3682 lb Allowable Punching Shear(ACI 11-36): vc2-b= 76875 lb Ultimate Factored Load: Pu= 5356 lb Allowable Punching Shear(ACI 11-37): vc2-c= 36563 lb Weight to resist uplift w/1.5 F.S.: U.R.= 322 lb Controlling Allowable Punching Shear: vc2= 36563 lb Bending Calculations: Factored Moment: Mu= 11724 in-lb Nominal Moment Strength: Mn= 127575 in-lb Reinforcement Calculations: -Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.05 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 _ Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.25 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES � DANIEL '.�iil..„ Q Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:08 PM page Location:F2-Ridge Beam Pad at House _ / Footing architecture/planning lit, of [2012 International Residential Code(2012 NDS)] O 1BS85 Bowies Ferry Rose, Suite 102 i\ 1, Footing Size:2.0 FT x 2.0 FT x 10.00 IN LeS.e Oswego,aegon 97e35 -;_r- Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(3)min. I C r� vy>>.!2,.0 7 ,_a x3.0339 wwu.MEE 4SO4On Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf I--5.5 In—I Concrete Compressive Strength: Pc= 2500 psi _ I Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft to in Depth: Depth= 10 in n n n Effective Depth to Top Layer of Steel: d= 6.25 in T COLUMN AND BASEPLATE SIZE 3 in Column Type: Concrete Column Width: m= 3.5 in Column Depth: n= 5.5 in I 2 n FOOTING CALCULATIONS 1-3.5 in—I Bearing Calculations: Ultimate Bearing Pressure: Qu= 802 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.33 sf Area Provided: A= 4.00 sf Baseplate Bearing: 10 in Bearing Required: Bear= 4625 lb n n n Allowable Bearing: Bear-A= 53178 lb T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 771 lb _ T Allowable Beam Shear: Vol = 11250 lb Punching Shear Calculations(Two Way Shear): 2 f Critical Perimeter: Bo= 43 in Punching Shear: Vu2= 3705 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 45810 lb Live Load: PL= 1939 lb Allowable Punching Shear(ACI 11-36): vc2-b= 78750 lb Dead Load: PD= 1269 lb Allowable Punching Shear(ACI 11-37): vc2-c= 40313 lb Total Load: PT= 3208 lb Controlling Allowable Punching Shear: vc2= 40313 lb Ultimate Factored Load: Pu= 4625 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 322 lb Factored Moment: Mu= 10124 in-lb Nominal Moment Strength: Mn= 127575 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.05 in2 -Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.25 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES ����D Q J? DANIEL tiiii' Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:08 PM Page Location:F2-Ridge Beam Pad-Outside _ / Footing '` ' [2012 International Residential Code 2012 NDS)] ars Boonmctur./planning Ilcl of L Code(2012 15885 Boenes Ferry P.cao. Suite 10e Footing Size:2.0 FT x 2.0 FT x 10.00 IN �, La}e Oswego.Oregon 9703 ��/;.5.sa:sa,.7 .-.,ss,.a;e www.Y€44ican Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(3)min. C _ Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM - Allowable Soil Bearing Pressure: Qs= 1500 psf 1-5.5 in—H Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft to in Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in I n c _ T COLUMN AND BASEPLATE SIZE 3 in Column Type: Concrete _ T Column Width: m= 3.5 in Column Depth: n= 5.5 in s I FOOTING CALCULATIONS I3.5 in-1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1106 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 3.22 sf Area Provided: A= 4.00 sf Baseplate Bearing: 10 in Bearing Required: Bear= 6379 lb n n n Allowable Bearing: Bear-A= 53178 lb T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 1063 lb1 T Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): I 2e Critical Perimeter: Bo= 43 in Punching Shear: Vu2= 5110 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 45810 lb Live Load: PL= 2681 lb Allowable Punching Shear(ACI 11-36): vc2-b= 78750 lb Dead Load: PD= 1741 lb Allowable Punching Shear(ACI 11-37): vc2-c= 40313 lb Total Load: PT= 4422 lb Controlling Allowable Punching Shear: vc2= 40313 lb Ultimate Factored Load: Pu= 6379 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 322 lb Factored Moment: Mu= 13962 in-lb Nominal Moment Strength: Mn= 127575 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.06 in2 -Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.25 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES DnAItEIj 1 Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:07 PM page Location:F3-House Underpin Footing I c architecture/planni `g Ile: of [2012 International Residential Code(2012 NDS)] 1ess5 stones Ferry Road, Suite 102 ' !; Footing Size:2.75 FT x 2.75 FT x 12.00 IN Lef.e Oswego.Oregon 9703E Reinforcement:#4 Bars @ 6.00 IN.O.C.ENV/(5)min. II ~933°3.^:?7 >.a53S W.x.+b !!lit 0:C1 Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM - Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi 1—s.5 in—I Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.75 ft Length: L= 2.75 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in 12 in COLUMN AND BASEPLATE SIZE r n n n 9 Column Type: Steel T Column Width: m= 3.5 in 3 in Column Depth: n= 5.5 in Baseplate Width: bsw= 3.5 in I 2.75 ft I Baseplate Length: bsl= 5.5 in x-3.5 inH FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1163 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.52 sf 12 in Area Provided: A= 7.56 sf Baseplate Bearing: P n n n 9 Bearing Required: Bear= 12776 lb T Allowable Bearing: Bear-A= 53178 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2517 lb 2.75 ft Allowable Beam Shear: Vc1 = 20419 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 51 in Live Load: PL= 5550 lb Punching Shear: Vu2= 10881 lb Dead Load: PD= 3247 lb Allowable Punching Shear(ACI 11-35): vc2-a= 71719 lb Total Load: PT= 8797 lb Allowable Punching Shear(ACI 11-36): vc2-b= 133650 lb Ultimate Factored Load: Pu= 12776 lb Allowable Punching Shear(ACI 11-37): vc2-c= 63113 lb Weight to resist uplift w/1.5 F.S.: U.R.= 731 lb Controlling Allowable Punching Shear: vc2= 63113 lb Bending Calculations: Factored Moment: Mu= 42116 in-lb Nominal Moment Strength: Mn= 281545 in-lb Reinforcement Calculations: -Concrete Compressive Block Depth: a= 0.56 in Steel Required Based on Moment: As(1)= 0.14 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.79 in2 Controlling Reinforcing Steel: As-reqd= 0.79 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 11.75 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES � DANIEL/iti1� f i i ".f Project: 10092.08-Acevedo Addition StruCalc Version 9.0.2.4 12/7/2015 4:33:07 PM Page Location:R1-Rafter Roof RafterNorchitecture/planning lit, of [2012 International Residential Code(2012 NDS)] 1E455 Exres Ferry Rcac, Suite 102 1.5 IN x 11.25 IN x 15.25 FT(13.5+1.8)@ 24 O.C. LE%.E.C<<ve;c.C:eecr.97020 #2-Douglas-Fir-Larch-Dry Use ♦r 3.17 ss:•z:a wna.r :_iiasex Section Adequate By:67.2% Controlling Factor:Moment pEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.16 IN U1104 0.01 IN 2U9358 Dead Load 0.11 in 0.00 in Total Load 0.27 IN U672 0.00 IN 2Ulnfinity Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 169 plf 338 lb Upper Dead Load @ A 112 plf 223 lb Upper Total Load @ A 281 plf 561 lb Lower Live Load @ B 216 plf 431 lb Lower Dead Load @ B 145 plf 289 lb Lower Total Load @ B 360 plf 720 lb 13.5 ft ��.7a n B H RAFTER SUPPORT DATA B l� Bearing Length 0.60 in 0.77 in RAFTER LOADING RAFTER DATA interior Rave Uniform Roof Loading Span Length 13.5 ft 1.75 ft Roof Live Load: LL= 25 psf Rafter Pitch 6 :12 Roof Dead Load: DL= 15 psf Roof sheathing applied to top of joists-top of rafters fully braced. Slope Adjusted Spans And Loads Roof Duration Factor 1.15 Interior Span: L-adj= 15.09 ft Peak Notch Depth 0.00 Eave Span: L-Eave-adj= 1.96 ft Base Notch Depth 0.00 Rafter Live Load: wL-adj= 40 plf MATERIAL PROPERTIES Eave Live Load: wL-Eave-adj= 40 plf #2-Douglas-Fir-Larch Rafter Dead Load: wD-adj= 27 plf Base Values Adjusted Rafter Total Load: wT-adj= 67 plf Bending Stress: Fb= 900 psi Fb'= 1190 psi Eave Total Load: wT-Eave-adj= 67 plf Cd=1.15 CF=1.00 0=1.15 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 1877 ft-lb 6.753 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -513 lb 13.416 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 18.93 in3 31.64 in3 Area(Shear): 3.72 in2 16.88 in2 Moment of Inertia(deflection): 47.68 in4 177.98 in4 Moment: 1877 ft-lb 3138 ft-lb Shear: -513 lb 2329 lb NOTES Iia rail, • c , 1, Go O amraacheitecrturaeo,/ps l®mi`glci ; 4,c O.up c,Orcpcn 9iC3! Braced Wall Panel Calculations • Wind Calculations Braced Required Specific Total Adjusted Braced Bracing Wall Line Bracing General Wind Wind Adj Bracing Length Bracing Length Wall Line Method Spacing (ft) Length (ft) Adjustment Factor Factor (ft) Provided (ft) Wall Hgt Eave Hgt#of BWL 1 WSP 20 4.5 1.0 1.3 1.0 - 1 5.85 8.0 2 WSP 20 4.5 1.0 1.0 1.0 - 4.50 8.0 A WSP 20 4.5 1.0 1.3 1.0 - 5.85 8.0 Seismic Calculations Braced Required Total Adjusted Braced Bracing Wall Line Bracing Bracing Length Bracing Length Wall Line Method Length (ft) Length (ft) Seismic Adjustment Factor (ft) Provided (ft) 1 WSP 17.75 4.0 - 4.0 8.0 2 WSP 17.75 4.0 - 4.0 8.0 A WSP I 16.5 4.0 - I 4.0 8.0 �st,g,D ' X47 r DANIELl r 1 +0H Acevedo Addition ���� °'3 4