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12-1467 (SFD) Structural Calcs (2)F" Knapp & Associates, Inc. 408 South Stoddard Ave., San Bernardino Ca. 92401 Phone: (909) 889-0115 Fax: (909).889-0455 E-mail: knappae@ao.l.com Structural Calculations for Filler Residence — Main Mouse 81150:Elsworth Place La .Quinta; .California Date: August 14, 2013 Prepared By: C'7_ y' OF BDM BUILDING & r F DEPT. �p FoNS®VUC7i,�� 2g. 13 DATE JD[Z-5 hTY OF LA, UINTA ,.,,ELOPMENT r Knapp & Associates, Inc. 408 South Stoddard Ave., San Bernardino Ca. 92401 Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: knappae@aol.com Filler Residence Vertical loading LP1-4 RFI -122 CD1-3 Lateral Loading LR1-19 DSI — I SBI -14 BCI -1 BPI -10 Structural Sheet Index: Design criteria Roof Level Framing Column Design Lateral Resistance Diaphragm Shear Strut Beam Design Bolt Connection Base Plate Design Foundation Loading FDN 1 —28 Foundation Calculations Roof (GVm Ceiling) Knapp & Associates.Inc. Roof Metal Deck = 2.0 psf Felt Paper = 0.5 Filler Residence Roof Truss By: D.J. 5/8" Plywood 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place R-30 insulation Date: 4/24/13 E-mail KNAPPAE@AOLCOM TEL (909) 889-0115 La Quinta, CA 92253 psf Pro # 12092.1 . _ Fax (909) 889.0455 Prest - Vuksic Architects, Inc. = 2.1 Sheet: n L - Roof (GVm Ceiling) Per CBC 2010 Roof Metal Deck = 2.0 psf Felt Paper = 0.5 psf Roof Truss = 2.5 psf 5/8" Plywood = 1.8 psf R-30 insulation = 1.2 psf Sprinkler . = 2.1 psf 5/8" Drywall = 2.8 psf Misc. = 2.1 psf DL = 15.0 psf LL = 20.0 psf Ext. Stud Wall: Per CBC 2010 2x Framing = 1.7 psf Insulation = 0.6 psf 7/8" Plaster = 8.0 psf 5/8" Drywall = 2.5 psf 1/2" Plywood = 1.5' psf Misc. = 0.7 psf DL = 15.0 psf Roof (Plaster Ceiling) Per CBC 2010 Roof Metal Deck = 2.0 psf Felt Paper = 0.5 psf Roof Truss = 2.5 psf 5/8" Plywood = 1.8 psf R-30 insulation = 0.0 psf Sprinkler = 2.1 psf 7/8" Piaster = 10.0 psf Misc. = 1.1 psf DL = 20.0 psf LL = 20.0 psf Partition Wall: DL = 15.0 psf Lateral Loads: Per CBC 2010 (Plywood Shear Wall) Seismic (Method A) Ss = 1.50 S7 = 0.60 Seismic Category:. D I = 1.00 R = 6.50 ISs 8 S, (USGS)) T = Ct(h„) x = 0.21 sec. -. [Ct = 0.020 h„ = 23.0' x = 0.75 ] Occupancy Group : II CBC 2010 Table 1604.5 (Table,12.8-2) Site Classs: D Fa= 1.00(Table 11.4-1) F„ = 1.50 (Table 11.4-2) SMs = FaSs = 1.5 SDs = 2/3 x SMs = 1.00 SML = FaSI = 0.60 SMI = F„SI = 0.9 SDI = 213 x SMI = 0.60 SDL = 2/3 x SML = 0.40 Increased per ASCE 7 05 sec. 12.3 Redundancy Factor V DSR I = 0.154 WDL / 1.4 = S x 1.3 x 1.3 = 0.186 WDL (ASD) Governs V = SDI IRT I = 0.439 WDL / 1.4 x 1.3 x 1.3 = 0:530 WDL (ASC I V= 0.01 WDL / 1.4 x 1.3 x 1.3 Soil Properites: Allowabel Soil Bearing Pressure = 1500 psf Lateral Bearing Pressure = 150 psf 1 rio 1 IN -TA ---z , DEPT. FOR L� p�o)Wx➢f E® Dare. cWCTION DATE Tel: xxx Knapp & Associates Inc. Filler Ps3o (figure 6-2) Residence By: D.J. 406 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/24/13 E-mTEL' ( 09) 889.0115 }� TEL' (909) 889.0115 La Quinta, CA 92253 Roof Angle interpolation Pro # ) 12092.1 • Fax !9091889.0455 Prest - Vuksic Architects, Inc. Design Sheet: Zone Surface Label 0 ° 10' 3.6 ° Wind (Method 1) Per CBC 2010 Factor Factor X = 1.29 (ASCE 7 05,Figure 6-2) 1 = -1.00 (ASCE 7 05,Table 11.5-1) Wall v = 95 mph Exposure C (Mostly 'C'exposure) Wall Kn = 1.00 (ASCE 7 O5, sec. 6.5.7) Pitch 0.75 12.0 (Max 12:12) 16.2 Buildinq Dimensions x 1.29 127.0' Wide x 141.0' Long x 20.0' Height w x End Zone w L psf End Zone = 2a (figure 6-2) B -3.5 a = lesser of : 10% of the least horizontal dimension = 0.1 x 127.0' = 12.70 ft OK 40% of mean roof height = 0.4 x 21.98 = 8.8 ft OK But Less Than: 1.00 0.0 4% of the least horizontal dimension = 0.04 x 127.0' = 5.1 ft 3.0 ft Int. Wall Therefore a = 8.8 ft; End Zone = 2 x 8.8 ft = 17.6 ft 9.7 PS = A.KdIP2,30 1.29 x 1.00 (Min. 10 psf in any direction) 1.00 12.6 Transverse MWFRS - P_ Calculatinns Roof D t So, the design wind pressure for both directions shall be i Lonoitud'inal MWFRS - P- Calculations Ps3o (figure 6-2) A Kr I PS Roof Angle interpolation Ht. & Exp. Topography Important Design Type Zone Surface Label 0 ° 10' 3.6 ° Factor Factor Factor Pressure Wall End Wall A 10.9 16.2 14.7 x 1.29 x 1.00 x 1.00 18.9 psf Roof B -3.5 -3.4 -3.4 x 1.29 x 1.00 x 1.00 0.0 psf Horiz x 1.29 Int. Wall C 7.2 10.8 9.7 x 1.29 x 1.00 x 1.00 12.6 psf Roof D -3.1 -3.9 -3.7 x 1.29 x 1.00 x 1.00 0.0 psf 1.00 x 1.00 End Wind E -12.5 -17.3 -15.9 x 1.29 x 1.00 x 1.00 -20.5 psf Lee F -7.3 -10.5 -9.6 x 1.29 x 1.00 x 1.00 -12.4 psf Vert. Lee H -5.6 x 1.29 x 1.00 x 1.00 1 -7.3 psf Int. Wind G -8.7 -12.0 -11.1 x 1.29 x 1.00 x 1.00 -14.3 psf Lee I H -5.6 -8.1 -7.4 1 x 1.29 1 x 1.00 1 x 1.00 1 -9.5 ps t So, the design wind pressure for both directions shall be i Lonoitud'inal MWFRS - P- Calculations 20.9 psf - Conservative Ps30 X K, I PS Base Ht. & Exp. Topography Important Design Type Zone Surface Label Pressure Factor Factor Factor Pressure End Wall A 10.9 x 1.29 x 1.00 x 1.00 14.0 psf Roof B 16.2 x 1.29 x 1.00 x 1.00 20.9 psf Horiz Int. Wall C 7.2 x 1.29 x 1.00 x 1.00 9.3 psf Roof D 10.8 x 1.29 x 1.00 x 1.00 13.9 psf End Wind E -12.5 x 1.29 x 1.00 x 1.00 -16.1 psf Lee F -7.3 x 1.29 x 1.00 x 1.00 -9.4 psf Vert. Int. Wind G -8.7 x 1.29 x 1.00 x 1.00 -11.2 psf Lee H -5.6 x 1.29 x 1.00 x 1.00 1 -7.3 psf 20.9 psf - Conservative Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.6675 Longitude = -116.24805000000002 Spectral Response Accelerations Ss and S1 Ss and S1 =Mapped Spectral Acceleration. Values Site Class B - Fa = 1.0 ,Fv =.1.0 Data are based on a 0.01 deg :grid spacing Period Sa (sec) (g) 0.2 1:500:(Ss, Site Class B) 1.0 0.600 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.6675 Longitude = -116.24805000000002 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv.x S1 Site Class'D:- ,9,==-1 O.Tv= 4.5: Period Sa (sec) (g) 0.2 1.500.(SMs, Site Class D) 1.0 0.900 (SM1„ Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.6675 Longitude = -116.2480500000.0002 Design Spectral Response Accelerations SDs and SD1 SDs =..2/3 x SMs and SD1 = 2/3 x SW .Site Class D - Fa = 1.0 .,Fv = 1.5 Period Sa (sec) (g) 0.2 1.000'(SDs, Site Class D) 1.0 0:600 (SD1, Site Class D) 1 1 fiU,eX CZ:�/ad�K/C46F X12®9 CITY OF IJiNT BUILDING S ,%R�� AFETY DEPA FOR CP'NSTOVED UCTION DATE _.----__ aY Le.3 i \�Q,81 450 Iswyor:•h PI, La {'umla, CA 92,25- m 22 `H . J ---•—•--------- .7) ----- l� L �J Ctiy OF LA Qtjl iA BU►LDING & SqF APp�� DEPT. Fofi CONS7'R� � N ROOF LEVEL FRA1 DATE Asociates Inc. tapp& Filler Residence -Main HouseBy: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Ploce Date: "/2/13 E-mailKNAPPAE@AOL.COM (� TEL.(909)889.0115 LO QuintO, CA 92253 Prest—Vuksic Archtiects, Inc. Pro) # Sheet: 12092.2 P-1 `H . J ---•—•--------- .7) ----- l� L �J Ctiy OF LA Qtjl iA BU►LDING & SqF APp�� DEPT. Fofi CONS7'R� � N ROOF LEVEL FRA1 DATE Joist / Beam Loading RB- 1 Knapp & Associates Inc. L = 19.50' L cant. _ .0' R cant. _ .0' DL = 15*(4/2+3) = Filler Residence LL By: BDM P1DL 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place PILL Date: 8/2113 E-mail KNAPPAE@AOL.COM t La Quints, CA 92253 0.0 ft Pro # 12092.2 TEL (909) 889-0115 (9091889-0455 Prest - Vuksic Architects, Inc. = (From RB - ) = Sheet: E'F -2 Joist / Beam Loading RB- 1 L = 19.50' L cant. _ .0' R cant. _ .0' DL = 15*(4/2+3) = 75 plf LL = 20*(4/2+3) = 100 plf P1DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P20L = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P3DL USE: 5 1/8 X 18 GLB 0 Ib RB- 2 L = .00' L cant. = .0' R cant. _ .0' DL = 0 = 0 plf LL = 0 = 0 plf P10L = (From RB - ) = 0 lb PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P20L = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P3DL USE: Beam Not Used 0 Ib RB- 3 L = .00' L cant. _ .0' R cant. _ .0' DL = 0 = 0 plf LL = 0 = 0 plf P1DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P3DL = (From RB - ) = 0 Ib P3LL = . (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: Beam Not Used -.. DL+LL 1 19.50' L Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8/2/13 I,,E-mailKNAPPAE@AOL.COM La Quinta, CA 92253 Pro # 12092.2 TEL. (909) 889-0115 Fax (909)889-0455 Prest - Vuksic Architects, Inc. Sheet: XF-3 Joist / Beam Loading DL+LL RB- 4 L = 17.00' L cant. _ .0' R cant. _ .0' IIIIIIIIIIIIIIIIIII IIIIIIIIIIII�lIII��IIII DL = 15*15/2 = 113 plf LL = 20*15/2 = 150 plf 17.00' PIDL = (From RB - ) = 0 Ib I<--------- ----__—_� PILL = (From RB - ) = 0 Ib L X = Distance from left support = 0,0 ft P201- = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 5 1/8 X 18 GLIB DL+H RB- 5 L = 17.50' L cant. _ .0' R cant. _ .0' pill DL = 20*(12.5/2+1.5) = 155 plf LL = 20*(12.5/2+1.5) = 155 plf 17.50' P1DL = (From RB - ) = 0 lb<�-------------------� PILL = (From RB - ) = 0 Ib L X = Distance from left support = 0.0 ft P2DL = (From RB - } = 0 Ib P&L = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W21X44 P, Pz DL+LL RB- 6 it L = 23.00' L cant. = 2.5' R cant. _ .0' IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII DL = 15*13/2 = 98 plf LL = 20*13/2 = 130 plf 2.50' 23.00' P101- = (From RB - 5) = 1,740 Ib I <-->I<---------- ------- -----_'I PILL = (From RB - 5) = 1,360 Ib L cant. L P,WL = (From RB - 5) = 1,410 Ib (il X = Distance from left support = -2.5 ft BUILDING � S (�(��1- P2DL = (From RB - 7) 6,114 1, � SAFETY DEPT P2LL = (From RB ) – 4,590 I� X = Distance from left support = I FOR CONS®VED ON USE: W18X35 TE—_gY Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Filler Residence 81 150 EISWorth Place By: BDM Date: 8/2113 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax !9091889.0455 La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Pro # 12092.2 % e c Sheet: E -A RB- 7 L = 17.00' L cant. _ DL = 20*5412 LL = 20*54/2 PIDL = (From RB - PILL = (From RB - ) X = Distance from left support P2DL = (From RB - ) P2LL = (From RB - ) X = Distance from left support Joist / Beam Loading 0' R cant. = .0' 540 plf 540 plf 0 lb 0 lb 0.0 ft 0 lb 0 Ib 0.0 ft USE: W14X43 USE: W21X101 (CAMBER =1") DL+LL RB- '8 L = 52.00' L cant. _ .0' R cant. _ .0' IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII DL = 20*(23/2+4) = 310 plf — LL = 20*(23/2+4) = 310 plf 52.00' P1DL = (From RB- ) = 01b<_—_---------------� I<--- ------- -------------� PILL = (From RB - ) = 0 Ib L X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P21 -L = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W21X101 (CAMBER =1") USE: W18X175 (CAMBER = 1 318") DL+LL RB- 9 L = 53.00' L cant. _ .0' R cant. _ .0' IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII DL = 20*55/2 = 550 plf — LL = 20*55/2 = 550 plf 53.00' P10L = (From RB - ) = 0 Ib I<--- ------- -------------� PILL = (From RB - ) = 0 Ib L X = Distance from left support = 0.0 ft P20L = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 lb X = Distance from left support = 0.0 ft USE: W18X175 (CAMBER = 1 318") Knapp & Associates Inc. Joist / Beam Loading , PZ DL+LL Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/17/13 �, KNAPPA E89@ Ot L.011. COM TEL (909) La Quinta, CA 92253 Pro # 12092.1 �Email d) .. Fax (909) 889.0455 Prest - Vuksic Architects, Inc. p Sheet: Rr 5— USE: W27X102 (C = 1/2" A CANT. TIP) Joist / Beam Loading , PZ DL+LL RB- 10 L 1 L = 14.50' L cant. = 13.0' R cant. = .0' = 40 pif DL = 20t4/2 = 40 plf P,DL LL = 20°4/2 = 40 plf 13.0' 14.50' PID. = (From RB - 5 & 8) = 12,980 Ib <--> PILL = (From RB - 5 & 8) = 9,420 Ib L cant. L PIWL = (From RB - 5 & 8) = 9,830 Ib = (From RB - ) X = Distance from left support = -13.0 ft = 0.0 ft P201. = (From RB - 7 & 9) = 23,140 Ib P2LL = (From RB - 7 & 9) = 17,520 Ib PIWL = (From RB - 7 & 9) = 13,510 Ib X = Distance from left support = 1.0 ft USE: W27X102 (C = 1/2" A CANT. TIP) . USE: W21X62 DL+LL 116- .12 (Transom Beam) L = 44.00' L cant. _ .0' R cant. = .0' ill 1111111(111111111111IM& DL = 15'5 = 75 plf LL = = 0 plf 44.00' WL = 20.9'15/2 (Out -of -Plane) = 157 plf <________ ____—A PIDL = (From RB - ) = 0 Ib L PILL = (From RB - ) = 0 Ib X =Distance from left support = 0.0 ft (�I�l/ ®� LA P2DL = (From RB - } = 0 Ib BU►(_DIN QUINTA P2LL = (From RB - ) = 0 ib ��R ` SAFELY DEPT. X = Distance from left support = 0.0 ft OVE®FOR COTRUCTION USE: HSS12X12X5/8 Camber =1 ' DATE DL+LL RB -'.11 L = 18.50' L cant. = 5.5' R cant. _ .0' DL = 20`412 = 40 pif LL = 20'4/2 = 40 plf 5.50' 18.50' P,DL = (From RB - 8) = 11,240 Ib <-__> <-------------------->I PILL = (From RB - 8) = 8,060 Ib L cant. L PIWL = (From RB - 8) = 8,420 Ib X = Distance from left support = -5.5 ft P2D1- = (From RB - ) = 0 Ib P&L = (From RB - ) - 0 Ib X = Distance from left support = 0.0 ft . USE: W21X62 DL+LL 116- .12 (Transom Beam) L = 44.00' L cant. _ .0' R cant. = .0' ill 1111111(111111111111IM& DL = 15'5 = 75 plf LL = = 0 plf 44.00' WL = 20.9'15/2 (Out -of -Plane) = 157 plf <________ ____—A PIDL = (From RB - ) = 0 Ib L PILL = (From RB - ) = 0 Ib X =Distance from left support = 0.0 ft (�I�l/ ®� LA P2DL = (From RB - } = 0 Ib BU►(_DIN QUINTA P2LL = (From RB - ) = 0 ib ��R ` SAFELY DEPT. X = Distance from left support = 0.0 ft OVE®FOR COTRUCTION USE: HSS12X12X5/8 Camber =1 ' DATE Knapp & Associates Inc. (Transom Beam L Filler Residence By: BDM 408 SOUTHDDARD AVENUE SAN BERNARARDINO,CA92401 81150 Elsworth Place Date: 8/2113 +,E-mail KNAPPAE@AOL.COM trrt TEL; (909) 889-0115 La Quinta, CA 92253 Proj # 12092.2 4 Fax (909)889-0455 Prest - Vuksic Architects, Inc. Sheet: Joist / Beam Loading RB- 13 (Transom Beam L = 5.50' L cant. _ .0' R cant. = .0' DL = 15*15/2 = 113 plf LL = 20*15/2 = 150 plf P1DL = (From RB - = 0 Ib P1LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - } = 0 Ib X = Distance from left support = 0.0 ft USE: 6X12 11121- :14 (Transom Beam L = 25.00' L cant. _ .0' R cant. _ .0' DL = 20*5 = 100 plf LL - = 0 plf WL = 20.9*15/2 (Out -of -Plane) = 157 plf P1DL = (From RB - ) = 0 lb PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: HSS12X12X5/8 RB- 15 L = 13.00' L 1 = .0' L 2 = 16.0' DL = 15*12/2 = 90 plf LL = 20*12/2 - 120 plf PlDL = (From RB - 13) = 350 Ib P1LL = (From RB - 13) = 410 Ib X = Distance from left support = 14.5 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 51/8 X 24 GLB (IIIIIIIIIIIIIIIIIIIIIII DL+LL IIIIIIIIIIIIIIIIIII 5.50' <------------- L DL+LL 25.00' L �DL+LL 13.00' __ 1I16.00' <---- ------------'---'I <--> I L L2 Knapp & Associates Inc.. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 . Filler Residence 81150 Elsworth Place By: BDM Date: 8/2/13 , E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 _C Fax (909)889-0455 La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Proj # 12092.2 Sheet: Joist / Beam Loading R13-16 L L = 19.50' L1. = 19.0' R cant. _ .0' DL = 20*(26.5/2+2) = 305 plf LL = 20*(26.5/2+2) = 305 plf PIDL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 6 314 X 16 1/2 GLB RB- 17 L L = 28.50' L cant. = 1.5' R cant. = 2.0' DL = 20*(10/2+2) = 140 plf LL = 20*(10/2+2) = 140 plf P1DL = (From RB - 20) = 1,570 Ib PILL = (From RB - 20) = 960 Ib X = Distance from left support = 30.5 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: HSS16X8X1/2 RB- 18 L = 24.00' L cant. _. .0' DL = 20*22/2 LL = 20*22/2 P1DL = (From RB - ) PILL = (From RB - ) X = Distance from left support P2DL =. (From RB - ) P2LL = (From RB - ) X = Distance from left support USE: W18X76 DL+LL IIIII III IIII IIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII� 19.0' 19.50' <--->I< --------- - - ------ L 1 --->I<----------------- L1 L P, /DDL+LL IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII If IIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIII+I 1.50' 28.50' 2.00' <—>I< — — — -- — ------------ — --- <---> I L cant. L R cant. �OL+LL R cant. _ .0' IIIlI11111111111111fllllllll111111111111111 220 plf = 220 calf 24.00'-----_� 0 lb 1< — ------- 016 L = 0.0 0 Ib Cit OF LA o lb BitfLDpi�G & EQ•tTUINTA - o.o APPROVEDSEPT FOR CONSTRU 7.0 N DATE _ Joist / Beam Loading R13-19 KnaPP & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Filler Residence 81150 Elsworth Place L By: Date: D.J. 4/17/13 E-mail KNAPPAE@AOL.COM j TEL. 9) 889.0115 Fax (909) 889-0455 La Quinta, CA 92253 Prest - Vuksic Architects, Inc. = 30 plf Proj # Sheet: 12092.1 1?-F-P�- Joist / Beam Loading R13-19 L = 24.00' L cant. _ .0' R cant. = 5.5' DL = 15*4/2 = 30 plf LL = 20*4/2 = 40 plf PZDL = (From RB - 23) = 2,073 Ib P1LL = (From RB - 23) = 3,127 Ib X = Distance from left support = 29.5 ft P2DL = (From RB - ) - 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft X USE: W18X50 = 21.5 ft RB- 20 L = 22.50' L cant. _ .0' R cant. _ .0' DL = 15*(4.5/2+2) = 64 plf LL = 20*(4.5/2+2) = 85 plf PZDL = (From RB - ) = 0 Ib P1LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: HSS16X8X1/2 RB- 21 L = 20.50' L cant. _ .0' R cant. = 1.5' DL = 15*12/2 = 90 plf LL = 20*12/2 = 120 pif P1DL = (From RB - 17) = 5,460 Ib P1LL = (From RB - 17) = 3,480 Ib PjwL = (From RB - 17) = 2,320 Ib X = Distance from left support = 22.0 ft P2DL = (From RB - 18) = 3,250 Ib P2LL = (From RB - 18) = 2,810 Ib X = Distance from left support = 21.5 ft USE: W18X76 1 Pz DL+LL IIII IIIIIIII IIIII IIIIIIIIIIIIIIIIIIIIlII II I I I I I IIII III I 24.00' 5.50' L R cant. DL+LL IIIIIIIIIIII 111111 I II II II 22.50' L Pz 1 P, DL+LL IIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 20.50' 1.50' i<-- -------->1<----> I L R cant. Knapp & Associates Inc. (Transom Beam) L L Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8/2113 ..E-mail KNAPPAE@AOL.COM TEL. (909)889-0115 La Quinta, CA 92253 Proj # 12092,2 ;a Fax (9091889-0455 Prest - Vuksic Architects, Inc. Sheet: Joist / Beam Loading RB- 22 (Transom Beam) L L = 24.00' L cant. = .0' R cant. _ .0' DL = 15*(10/2+2) = 105 plf LL = 20*(10/2+2) = 140 plf P1DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W1BX35 RB- .23 (Transom Beam) L L = . 22.00' L 1 = .0' L 2 = 18.5' DL = 15*50/2 = 375 plf LL = 20*50/2 = 500 plf P1DL = (From RB - ) = 0 Ib P1LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From -RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: WlBX76 RB- 24 (Transom Beam) L = 22.00' L cant. _ .0' DL = 15*5 LL = WL = 20.9*20/2 (Out -of -Plane) P1DL = (From RB - ) P1LL = (From RB - ) X = Distance from left support P2DL = (From RB - ) P2LL = (From RB - ) X = Distance from left support �DL+LL I IIIIIIIIIIIIIIIII I(illlllllllllllllllllll�l�llll�lllll I 22.00' 18.50' L L2 �DL+LL R cant. _ .0' Illllllllllllllllllflllll�llll�llll�lllllll = 75 plf — 0 plf 209 plf 22.00' `<------- 0--------- '1 = 0 l L = Olb = 0.0 ft Cl ' OF A = 0 Ib ��j\JT BUILDING & A0 �AFEQY /e .. I P TDEPr PROVED = o.o ft FOR UCTION � ".TE Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/17/13 1E -mail KNAPPAE@AOL.COM La Quinta, CA 92253 Proj # 12092.1 TEL. (909) 889-0115 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: 1Z`F-10 Joist / Beam Loadinq RB- 25 L = 8.50' L cant. _ .0' R cant. = 2.5' DL = 15*4/2 = 30 plf LL = 20*4/2 = 40 plf PZDL = (From RB - 22) = 2,000 Ib PILL = (From RB - 22) = 2,240 Ib X = Distance from left support = 11.0 ft PZDL = (From RB - 28) = 1,950 Ib P2LL = (From RB - 28) = 1,980 Ib X = Distance from left support = 11.0 ft USE: W18X35 ::1113- :26 L = 10.50' L cant. _ .0' R cant. _ .0' DL = 15*4/2 = 30 plf LL = 20*4/2 = 40 plf P1DL = (From RB - ) = 0 Ib P1LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft PZDL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 6X12 R13-27 L = 11.50' L cant. = 0' R cant. _ .0' DL = 15*(2.5/2+2) = 49 plf LL = 20*(2.512+2) = 65 plf P1DL = (From RB - ) = 0 Ib P1LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft PZDL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 6X14 DL+LL IIIIIIIIIIIIIIIII IIII IIIIIIIIIIIIIIIIIIIII 1111111 8.5D' 2.50' <------------------->I <---> I L R cant. /DDL+LL IIIIIIIIIIIIIIIIIfllllllllllllllllll IIII II I I 10.50' <- ---------------------A L .1mapp & Associates Inc. L = 26.50' L cant. _ .0' R cant. = 1.0' DL i Filler Residence LL By: BDM P1DL 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place P1LL Date: 8/14/13 �E-mail KNAPPAE@AOL.COM TEL, (909) 8B9-0115 La Quinta, CA 92253 = 27.5 ft Pro' # 12092.2 �-..- Fax (9091889-0455 Prest - Vuksic Architects, Inc. =(From RB - ) Sheet: LFA Il Joist / Beam Loading RB- 28 L = 26.50' L cant. _ .0' R cant. = 1.0' DL = 15*(11/2+2) = 113 pif LL = 20*(11/2+2) - 150 plf P1DL = (From RB - 27) = 200 Ib P1LL = (From RB - 27) = 140 Ib X = Distance from left support = 27.5 ft P2DL = (From RB - ) = 0 lb P2LL =(From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W18X35 RB- 29 (Transom Beam L = 8.00' L cant. = .0' R cant. _ .0' DL = 15*5 = 75 plf LL = = 0 plf WL = 20.9*15/2 (Out -of -Plane) = 157 plf P1DL = (From RB - ) = 0 lb P1LL = (From RB - ) = 0 ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: HSS6X6X1/4 DL+LL IIIIIIIIIII II III IIIIIIIIIIIIIIIIIIIIIIIIIIIII 111111 I II 26.50' 1.00' ----- ----- <---> I L R cant. �DL+LL IIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIII 111111 8.00' <--------------------- --� L DL+LL RB- 30 L = 6.50' L 1 = 8.5' R cant. = .0' IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII DL = 15*(15/2+5) = 188 pif — LL = 20*(15/2+5) = 250 pif 8.50' 6.50' P1DL = (From RB - ) = 0 lb I <-->I<---- P1LL = (From RB - } = 0 Ib L t L X =Distance from left support - 0.0 ft (a f ,,, 1�n P2DL (From RB - ) 0 I BU(L.Dj�G & SAFQ' 'N7A P2LL - (From RB - ) - 0111 �l, �-�' DEpT- X =Distance from left support = 0.0 FU - ROVED Cd1VSTRUCT101V USE: 5 1/8 X 16 1/2 GLB "TE �- -- B Y Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4117/13 E-mTEL, (909) 8 PPAE @9-011AOL5 5 M La Quinta, CA 92253 Pro # 12092.1 ( TEL, t Fax (9091889-0455 Prest - Vuksic Architects, Inc. Sheet: IZF-17i Joist / Beam Loading RB- 31 L = 7.00' L 1 = .0' L 2 = 7.0' DL = 15*(6/2+2) = 75 plf LL = 20*(6/2+2) = 100 plf P1DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 51/8 x191/2 GLB ;RI3- :32 L = 3.00' L cant. _ .0' R cant. = 9.5' DL = 15*(15/2+5) = 188 plf LL = 20*(15/2+5) = 250 plf P101- = (From RB - 31) = 260 lb PILL = (From RB - 31) = 310 Ib . X = Distance from left support = 12.5 ft P201- = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W16X31 RB- 34. L = 9.50' L cant. _ .0' R cant. = .00' DL = 15*7/2 = 53 plf LL = 20*7/2 - 70 plf P1DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 6X12 �DL+LL IIIII III Illllllnllllllllll�lllllllllllllllllllilll � I III I 7.00' 7.00' <--- ------------------>� <----> L L2 P, DL+LL 1 I IIIIIIIIIIIIIIIII II IIII III III IIIIIIIIIIIIIIIII 3.00' 9.50' (<----------------A <_--> I L R cant. RB -:35 �napp & Associates Inc. 408 SOUTH STODDARD AVENUE } 4 SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM } (909)889-0115 Fax Fax (909) 8189-0455 Filler Residence 81150 Elsworth Place La Quinta, CA 92253 Prest - Vuksic Architei 1 Joist I Beam Loading RB -:35 By: D.J. L = 16.50' L cant. _ .0' R cant. _ .0' DL = 15*11/2+15*6 = 173 plf LL = 20*11/2 = 110 plf P1DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 51/8 X 21 GLB USE: 6X12 RB -36 By: D.J. L = 9.00' L cant. _ .0' R cant. _ .0' DL = 15*1012 = 75 plf LL = 20*10/2 = 100 plf P1DL = (From RB - ) = 500 Ib PILL = (From RB - ) = 500 Ib X = Distance from left support = 1.5 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 lb X = Distance from left support = 0.0 ft USE: 6X12 USE: 6X12 � I By: D.J. Date: 4/17/13 L = 7.00' L cant. _ .0' Inc. DL = 15*23/2 LL = 20*23/2 1 P1DL = (From RB - ) PILL = (From RB - ) X = Distance from left support P2DL = (From RB - ) P2LL = (From RB - ) I X = Distance from left support USE: 6X12 � I DL+LL R cant. = .00'IIIIIIIIIII I IIIIIIIIIIIIIIIIII�II1IIII II II I I 173 plf = 230 plf 7.00' 0 lb I <�----------->� 0 lb L = 0.0 ft'�- 0 lb TY OF 101 UILD NG L�GiU/N7A �P & SgEETY ®EPT FOR CCNVSTR VED DATE - By: D.J. Date: 4/17/13 Proj # 12092.1 Inc. Sheet: ep_(I DL+LL R cant. = .00'IIIIIIIIIII I IIIIIIIIIIIIIIIIII�II1IIII II II I I 173 plf = 230 plf 7.00' 0 lb I <�----------->� 0 lb L = 0.0 ft'�- 0 lb TY OF 101 UILD NG L�GiU/N7A �P & SgEETY ®EPT FOR CCNVSTR VED DATE - RB- 38 Knapp & Associates Inc. L = 13.00' L cant. _ .0' R cant. _ .0' DL Filler Residence = 400 plf By: D.J. = 20*40/2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place = (From RB - Date: 4/17/13 E-mail KNAPPAE@AOL.COM pl Jy TEL. (909) 889-0115 La Quinta, CA 92253 = 0 Ib Pro # 12092.1 � __j Fax (909) 889-0455 Prest - Vuksic Architects, Inc. P2DL Sheet: - = 0 Ib P2LL = (From RB - ) = 0 lb Joist / Beam Loadins( = Distance from left support RB- 38 L = 13.00' L cant. _ .0' R cant. _ .0' DL = 20*40/2 = 400 plf LL = 20*40/2 = 400 plf P1DL = (From RB - = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 lb X = Distance from left support = 0.0 ft USE: W18X35 RB- 39 L = 34.50' L cant. _ .0' R cant. = 2.5' DL = 20*(23/2+4) = 310 plf LL = 20*(23/2+4) = 310 plf P10L = (From RB - 38) = 2,830 Ib PILL = (From RB - 38) = 2,600 Ib X = Distance from left support = 26.0 ft P2DL = (From RB - 22 & 41 = 3,110 Ib P2LL = (From RB - 22 & 41 = 2,740 Ib X = Distance from left support = 37.0 ft USE: W18X40 RB- 40 L = 15.00' L cant. _ .0' R cant. _ .0' DL = 15*9/2 = 68 plf LL = 20*9/2 = 90 plf P1DL = (From RB - ) - 0 lb PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W18x76 DL+LL 13.00' <- --------_---_--A L P, fDL+LL I 2 34.50' �f 2.50' L R cant. DL+LL 4111111111111ni i 15.00' <,----------------- -� L app &. Associates Inc. L L Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 8/14/13 '-' E-mail KNAPPAE@AOL.CDM La Qu)nta, CA 92253 Proj # 12092.2 TEL -(909)889-0115 Fax (909) 889-0455 Prest - Vuksic Architects, Inc. Sheet: W" /S' Joist / Beam Loadinq RB- 41 L L = 17.00' L cant. = .0' R cant. _ .0' DL = 20*(7.5/2+2.5) = 125 plf LL = 20*(7.5/2+2.5) = 125 plf PIDL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P201- = (From RB - ) = 0 Ib P21 -L = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: W18X35 RB- 42 L L = 8.50' L cant. _ .0' R cant. _ .0' DL = 20*(23/2+4) = 310 plf LL = 20*(23/2+4) = 310 plf PIDL = (From RB - ) = 0 Ib PILL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 6X12 RB-, 43 L = 9.50' L cant. = .0' DL = 20*7/2 LL = 20*7/2 PIDL = (From RB - ) PILL = (From RB - ) X = Distance from left support P2DL = (From RB - ) P2LL = (From RB - ) X = Distance from left support r� �DL+LL IIIIIIIIIIIIIIIIIII If IIIIII�IIII�IIII�IIIII 17.00' L �DL+LL R cant. _ .0' IIIIIIIIIIIIIIIIIII(IIIIIIIIIIIIIIIIIIIIIII 70 plf 70 plf 9.50' 0 lb <---- ------------'I 0 lb L 0.0 ft Flb OF LA QUINTA0C SAFETY DEPT.PROVE®ONSTRUCTION Knapp & Associates Inc. L Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 4/17/13 E-mail KNAPPAE@AOL.COM tp TEL,(909)889-0115 La Quinta, CA 92253 Pro # 12092.1 ,ted Fax 19091889-0455 Prest - Vuksic Architects, Inc. Sheet: F— Joist / Beam Loading RB- 44 L = 14.00' L cant. = .0' R cant. = .0' DL = 15*4/2 = 30 plf LL = 20*4/2 = 150 plf P1DL = (From RB - 28) = 2,320 Ib P1LL = (From RB - 28) = 2,290 Ib X = Distance from left support = 11.0 ft P2DL = (From RB - 35) = 1,540 Ib P2LL = (From RB - 35) = 910 Ib X = Distance from left support = 11.0 ft USE: W16X31 RB- 45 L = 30.50' L cant. = .0' R cant. _ .0' DL = 15*30.5/2 = 229 plf LL 20*30.5/2 = 305 plf P1DL = (From RB - ) = 0 Ib P1LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft P2DL = (From RB - ) = 0 Ib P2LL = (From RB - ) = 0 Ib X = Distance from left support = 0.0 ft USE: 51/8 X 28 1/2 GLB (11111111111111111111111 DL+LL 1111111111111111111 14.00' L DL+LL 30.50' L Iunapp & ,associates Inc. DL+LL Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 8/2/13 E-mail KNAPPAE@AOL.COM tt TEL -(909)889-0115 889.0115 La Quinta, CA 92253 Pro # 12092.2 �,�..4,..,. Fax (909)889-0455 Prest - Vuksic Architects, Inc. Sheet: M$- /'I Joist / Beam Loading USE: 5118 X 24 GLB Determine Seismic Load to Wall Fp = 0.4 SDs 1 W = 0.4 x 1.00 x 1.00 x 15.0 psf = 6.00 psf DL+LL RB- 46 High Beam @ Garage L = 27.50' L cant. _ .0' R cant. = .0' DL = 15*6/2+15*4.5 = 113 plf Lk LL = 20*612 = 60 plf 27.50' PIDL = (From RB - ) = 0 Ib I<----------------� PILL = (From RB- ) = 0 Ib L X = Distance from left support = 0.0 ft USE: 5118 X 24 GLB Determine Seismic Load to Wall Fp = 0.4 SDs 1 W = 0.4 x 1.00 x 1.00 x 15.0 psf = 6.00 psf USE: 51/8 X 15 GLB scK L;olumn supporting Kt$ -4t UUT-OT-Mane Height of Column = 6.00' CITY OF Reaction from RB -47 = 1,010 Ib @ top of column BUILDING & SA QTM'��iq Vertical Reaction from RB -47 - 570 Ib @ top of column A�g� DEPT. 11 ROV USE: HSS5X5X1/4 STEEL COLUMN FCR CONSTRUNCTI® DATE DL+LL RB- 47 Low Beam @ Garage L = 24.00' L cant. _ .0' R cant. = .0' DL = 15*2 = 30 plf P1DL = (From RB- ) = 0 Ib 24.00' PILL = (From RB- ) = 0 Ib I <------------------------� X = Distance from left support = 0.0 ft L USE: 51/8 X 15 GLIB R13-47 Low Beam @ Garage w/ Out -of -Plane Load WL Kill111111111111111111 L = 24.00' L cant. _ .0' R cant. _ .0' WL = 20.9*(212+612) = 84 plf EL = 6.00*(2/2+6/2) = 24 plf 24.00' P1DL = (From RB - ) = 0 lb PILL = (From RB - ) = 0 Ib L X = Distance from left support = 0.0 ft USE: 51/8 X 15 GLB scK L;olumn supporting Kt$ -4t UUT-OT-Mane Height of Column = 6.00' CITY OF Reaction from RB -47 = 1,010 Ib @ top of column BUILDING & SA QTM'��iq Vertical Reaction from RB -47 - 570 Ib @ top of column A�g� DEPT. 11 ROV USE: HSS5X5X1/4 STEEL COLUMN FCR CONSTRUNCTI® DATE Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SANNARDINO.CA 9 E-mailKiIKNAPPAE@AOLOL.COMOM TEL (909) 889-0115 Fax (9091889-0455 Wood Beam Description: RS -1 CODE REFERENCES Project Tille: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: itic --I Q D PrWed, 14 AUG 2013, 1 3!WM File= Z:122WH26-APRES RF02LRB-JICSUPH4-0112092.21MUTILV-111 Do366-O.EC6 ENERCALC, INC. 1983-2013, Buid:6.13.6,21, Ver.6.13.6.21 4�® Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 C r Beam self weight calculated and added to loads C t Uniform Load : D=0.0750, Lr = 0.10 , Tributary Width =1.0 ft Load Combination Set: IBC 2009 Span # Maximum Bending Stress Ratio = 0.1741 Section used for this span Material Properties fb : Actual = 403.20psi FB: Allowable = 2,321.78psi Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksl 1.00 Fc - PHI 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi 0.00 Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1.00 0.97 +D+S+H D(0.075) Lr(0.1) 0.79 12.84 I Length =19.50 ft 1 0.085 0.048 5.125x18 j Span = 19.50 ft Applied Loads C r Beam self weight calculated and added to loads C t Uniform Load : D=0.0750, Lr = 0.10 , Tributary Width =1.0 ft DESIGN, SUMMARY Span # Maximum Bending Stress Ratio = 0.1741 Section used for this span 5.125x18 fb : Actual = 403.20psi FB: Allowable = 2,321.78psi Load Combination +D+Lr+H Location of maximum on span = 9.750ft 1 Span # where maximum occurs = Span # 1 I Maximum Deflection 0.97 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.073 in Ratio = 3206 I Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.143 in Ratio = 1638 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination C r Max Stress Ratios C t C L Segment Length Span # M V C d C FN D Only 1.00 1.00 0.97 Length =19.50 ft 1 0.085 0.048 1.00 0.97 +D+L+H 1.00 4.55 197.10 2321.78 0.97 Length =19.50 it 1 0.085 0.048 1.00 0.97 +D+Lr+H 0.00 0.00 0.97 Length =19.50 H 1 0.174 0.099 1.00 0.97 +D+S+H 197.10 2321.78 0.79 12.84 0.97 Length =19.50 ft 1 0.085 0.048 1.00 0.97 +D+0.750Lr+0.750L+H 0.00 0.00 0.00 0.00 0.97 Length =19.50 It 1 0.151 0.086 1.00 0.97 0.099 : 1 5.125x18 26.26 psi 265.00 psi +D+Lr+H 18.005 It Span # 1 1 C i C r C m C t C L Moment Values M fb Fb V Shear Values fv F'v 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.55 197.10 2321.78 0.79 12.84 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.55 197.10 2321.78 0.79 12.84 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.30 403.10 2321.78 1.62 26.26 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.55 197.10 2321.78 0.79 12.84 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1,00 1.00 1.00 8.11 351.67 2321.78 1.41 22.91 265.00 t 1 d 11 1� t - Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Protect ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 89.0115 Fax (909) 8869-0455 Pnnled: to AUG 2017 134Ph1 Wood Beam 'FileaZ:122WH26-APRESTIFD2LRB-JICSUPH4-ON209Z21MU ILV-11106366-O.EC6 ENERCALC,.INC. 1983.2013, 8uid:6.13.6.21, Ver.6.13.6.21 Description : RB -1 Load Combination Max Stress Ratios Load Combination Support 1 Support 2 Overall MAXlmum 1.907 1.907 D Only 0.932 0.932 Lr Only 0.975 Moment Values D+Lr 1:907 1.907 Shear Values Segment Length Span # M V C d C FN C 1 C r C m C I C L M lb F'b V N FIV +D+0.750L+0.750S+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.085 0.048 1.00 :0.97 1.00 1.00 1.00 1.00 1.00 4.55 197.10 2321.78 0.79 12.84 265.00 +D+W+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 111 1 0,085 0.048 1.00 0.97 1.00 1:00 1.00 1.00 1.00 4.55 197.10 2321.78 0:79 12.84 265.00 +D+0.70E+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 It 1 0.085 0.048 1.00 0.97 1.00 1.00 1.00 1.00 1.00 4.55 197.10 2321.78 0.79 12.84 265.00 +D+0.750Lr+0.750L+0.750W+H 0.97 1.00 1:00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.151 0.086 1.00 0.97 1.00 1.00 1400 1.00 1.00 8.11 351.67 2321.78 1.41 22.91 265.00 +D40.750L+0.7505+0.750W+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length =19.50 ft 1 0,085 0.048 1.00 .0.97 1.00 1.00 1.00 1.00 1.00 4.55 197.10 2321,78 0.79 12.84 265.00 +D+0.750Lr+0.750L+0.5250E+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.151 0.086 1.00 0.97 1.00 1.00 1,00 1.00 1.00 8.11 351.67 2321.78 1.41 22.91 265.00 +0+0.750L+0.750S+0.5250E4H 0.97 1.00, 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.085 D.048 1.00 0.97 1.00 1.00 1.00 1.00 1.00 4:55 197.10 2321.78 0.79 12.84 265.00 +0.60D+W+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 It 1 0.051 0.029 1.00 0.97 1.00 1.00 1.00 .1.00 1.00 2.73 118.26 2321,78 0.47 7.70 265.00 +0.600+0.70E+H 0.97 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 It 1 0.051 0.029 1.00 0.97 1.00 1.00 1-00 1.00 1.00 2,73 118.26 2321.78 0.47 7.70 265.00 Overall Maximum Deflections =Unfactored Loads Load Combination Span Max.'' Deg Location in Span Load Combination Max. °+' Deg Location in Span 0.1428 9.821 0.0000 Vertical:Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 1.907 1.907 D Only 0.932 0.932 Lr Only 0.975 0.975 D+Lr 1:907 1.907 CITY OF L,q QUINTA BUILDING & SAFETY DEPT. FO PPROVED RUCTION DATE �- BY Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909) 889.0115 Fax (909) 889.0455 Wood Beam Description : RBA CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 Project Descr. Pie 40 t 1 Ported. 14 AUG 2013. 12.066RA File = Z:122WH26-APRESnFD2LRB-JICSUPH4-0112092.21MUTILV-n1D6366-O.EC6n ' ENERCALC, INC. 19832013, Build:6.13.6.21, Ver.6.13.6.21 N Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Load Combination Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling C d C FN C i ( DIM. 113) Lr(0.15) C t C L M Ib F'b V fv Fv j� 5.125x18 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1130, Lr = 0.150 , Tributary Width =1.0 ft DESIGN SUMMARY (Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0,1891 Maximum Shear Stress Ratio 5.125x18 Section used for this span = 444.28psi fv : Actual = 2,353.85psi Fv: Allowable +D+Lr+H Load Combination = 8.500ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.063 in Ratio = 3225 0.000 in Ratio= 0 c360 0.120 in Ratio = 1705 0.000 in Ratio= 0 <240 0.122 :1 5.125x18 32.33 psi 265.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M Ib F'b V fv Fv D Only 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.089 0.057 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 265.00 +D+L+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 it 1 0.089 0.057 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 265.00 +D+Lr+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.189 0.122 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.25 444.28 2353.85 1.99 32.33 265.00 +D+S+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 it 1 0.089 0.057 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 255.00 +D+0.750Lr+0.750L+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.164 0.106 1.00 0.98 1.00 1.00 1.00 1.00 1.00 8.89 385.54 2353.85 1.73 28.06 265.00 1 '_j t t 1 I 1 - Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr SAN BERNARDINO, CA 92401 I�ti ��, Email KNAPPAE@AOLOL.COM COM TEL. (909) 889-0115 Fax (909) 889.0455 Pnnteu. 14 AUG 2613 12 Whi Wood Beam File=Z:V2WH26-APRES-nFD2LRB-JICSUPH4-0112092.YMUTILV-R1D6366-O.EC6 ENERCALC, INC. 1983-2013, Buili:6.13.6,21, Ver.,6.13.6.21 M-70600-09IT- ----- - Description : RB -0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Gd C, FN Ci C, C m C I C L M fb F'b V tv F'v 40+0.750L40.750S+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 It 1 0.089 0.057 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 265.00 40+W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 It 1 0.089 0.057 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 265.00 +D+0.70E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 It 1 0.089 0.057 1.00 0.88 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 265.00 +D+0.750Lr+0.750L+0.750W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.164 0.106 1.00 0.98 1.00 1.00 1.00 1.00 1.00 8.89 385.54 2353.85 1.73 28,05 265.00 +D-4750L40.750S40.750W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.089 0.057 1.00 0.96 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0,94 15.23 265.00 40+0.750Lr+0,750L+0.5250E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 It 1 0.164 0.106 1.00 0.98 1.00 1.00 1.00 1.00 1.00 8.89 385.54 2353.85 1.73 28.06 265.00 4040.750L+0.750S+0.5250E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.089 0,057 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.83 209.32 2353.85 0.94 15.23 255.00 -460D+W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 It 1 0.053 0.034 1.00 .0.98 1.00 1.00 1100 1.00 1.00 2.90 125.59 2353.85 0.55 9.14 255.00 4.60D40.70E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.053 0.034 1.00 0.98 1.00 1.00 1.00 1.00 1.00 2.90 125.59 2353.85 0.56 9.14 265.00 Overall Maximum. Deflections - Unfactored Loads Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. '+' Deg Location in Span D+Lr 1 0.1196 8.562 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.411 2.411 D Only 1.136 1.136 Lr Only 1.275 1.275 D4Lr 2.411 2.411 CITY OF LA QUINTA BUILDING & SAFETY DEPT, APPROVED FOR CONSTRUCTION DATE �� BY Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA92401 E-mail KNAPPAE@AOLOL.COMOM n® TEL. (9091 889.0115 Fax (909►889-D455 Steel Beam Description: RM CODE REFERENCES Project Title: Filler Residence_Main House Engineer: BDM Project ID: 12092.2 Protect Descr. Pnmea 14AUG2013 IZOM.1 File =Z:122wH26-APRESTTD2LRB-JtCSUPH4-011209ZZMUTILV-n1D6366-O.EC6 ' ENERCALC, INC. 1983-2013, Bu K6.13.6.21, Ver.6.13.6.21 Calculations per RISC 360-05, IBC 2006, CBC.2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method : Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully.Braced against lateral -torsional buckling E:'Modu[us ; 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 1D(0A55) Lr(0.155):W(0.1612) v s I - i i i Span = 17.50 ft W21x44 ! oiled Loads:. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : 0=0.1550, Lr = 0.1550, W = 0.1612 k/ft, Tributary Width= 1.0ft DESIGN:SUMMARY. o Maximum Bending Stress Ratio = 0.070: 1 Maximum Shear Stress Ratio = 0.026 :1 _u Section used for this span W21 x44 Section used for this span W21 x44 Me: Applied 16.106k -ft Va : Applied 3.819 k Mn / Omega: Allowable 238.024 k -ft Vn/Omega : Allowable 144.90 k Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination +D+0.750Lr+0.750L+0,750W+H Location of maximum on span 8.750ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 s Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio= 15,571 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max.Downward Total. Deflection 0.045 in Ratio = 4682 Max Upward Total Deflection 0.000 in Ratio = 0 <240 I :Maximum Forces:& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 17.50 ft 1 0.032 0.012 7.63 7.63 397.50 238.02 1.00 1.00 1.74 217.35 144.90 +D+L+H Dsgn. L = 17.50 ft 1 0.032 0.012 7.63 7:63 397.50 238.02 1:00 1.00 1.74 217.35 144.90 +D+Lr+H Dsgn. L = 17.50 ft t 0.057 0.021 13.56 13.56 397.50 238.02 1,00 1.00 3.10 217.35 144.90 4D+S+ti Dsgn. L = 17.50 ft 1 0.032 0.012 7.63 7.63 397.50 238.02 1,00 1.00 1.74 217.35 144.90 +D40.750Lr40.75OL4-H Dsgn. L = 17.50 it 1 0.051 0.019 12.08 12.08 397.50 238.02 1400 1.00 2.76 217.35 144.90 +D-+0.750L40.750S+H . Dsgn. L = 17.50 it 1 0.032 0.012 7.63 7.63 :397.50 238.02 1:00 1:00 1.74 217.35 144,90 40+W+H . Dsgn. L = 17.50 ft 1 0.058 0.012 13.80 13.80 :397.50 238.02 1:00 1.00 3.15 217.35 144.90 +D40.70E4-H Dsgn. L = 17.50 It 1 0,032 0.012 7.63 7.63 397.50 238.02 1.00 1.00 1.74 217.35 144.90 +D+0:750Lr+0.750L+0.750W 4H Dsgn. L = 17.50 ft 1 0.070 0.026 16:71 16.71 397.50 238.02 1.00 1.00 3.82 217.35 144.90 +D 40.750L40.750S40.750W4ti Dsgn. L = 17.50 ft 1 0.051 0.019 12.26 12.26 397.50 238.02 1.00 1.00 2.80 217.35 144.90 4D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 17.50 ft � 1 0.051 0.019 12.08 12.08 397.50 238.02 1.00 1.00 2.76 217.35 144.90 4D40.750L40.750S+0.5250E+H Dsgn. L = 17.50 It 1 0.032 0.012 7.63 7.63 397.50 238.02 1.00 1.00 1.74 217.35 144.90 1 11 J L it Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr: SAN BERNARDINO, CA 92401 �E-mail KNAPPAE@AOL.COM TEL_(909)889-0115 . _ Fax (909) 889.0455 PdtW. 14 AUG 2013.12.071`15 Steed Beam File=L-MM26=7lPRESRFD2LRB-JICSUPH4-(Xl209Z21MUTILV-I11D6366-G.EC6 ENERCALC. INC. 1983-2013. Build:6.13.6.2l. Ver.6.13.6.2I Description: RB -5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn. L = 17.50 ft 1 0.045 0.017 10.75 10.75 397.50 238.02 1.00 1.00 2.46 217.35 144,90 +0.60D+0.70E+H Dsgn. L = 17.50 It 1 0.019 0.007 4.58 4.58 397.50 238.02 1.00 1.00 1.05 217.35 144.90 Overall Maximum Deflections = Unfactored Loads Load Combination Span Max. '-'Dell Location in Span Load Combination Max. '+° Deg Location in Span D+Lr+W 1 0.0448 8.838 0.0000 0.000 Maximum Deflections for Load. Combinations °:Unfactored Loads Load Combination Span Max. Downward Den Location in Span Span Max. Upward Den Location in Span D Only 1 0.0173 8.838 0.0000 0.000 Lr Only 1 0.0135 8.838 0.0000 0.000 W Only 1 0.0140 8.838 0.0000 0.000 D+Lr 1 0.0308 8.838 0.0000 0.000 D+W 1 0.0314 8.838 0.0000 0.000 D+Lr+W 1 0.0448 8.838 0.0000 0.000 Vertical Reactions-.Uhfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.510 4.510 D Only 1.743 1.743 Lr Only 1.356 1.356 W Only 1.411 1.411 D+Lr 3.100 3.100 D+W 3.154 3.154 D+Lr+W 4.510 4.510 .Steel Section Properties VM44 Depth = 20.700 in I xx a 843.00 in"4 J = 0.770 in"4 Web Thick ' = 0.350 in S xx 81.60 in^3 Cw = 2,110.00 in16 Flange Width = 6.500 in R xx = 8.060 in Flange Thick = 0.450 in Zx = 95.400 In^3 Area = 13.000 in"2 I yy = 20.700 in^4 Weight = 44.252 pit S yy = 6.370 In^3 Wno = 32.900 in12 Kdesign = 0.950 in R yy = 1.260 in Sw = 24.100 in14 K1 = 0.813 in Zy = 10.200 in9 Of = 14.000 in"3 its = 1.600 in rT = 1.570 in . Ow = 46.800 in13 Ycg = 10.350 in CITY OF LA QUINT'A BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE �_ BY Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909) 889-0115 Fax (90911889.0455 Steel Beam Description: RB -6 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr: if -:11t INC. Pm:ed 14 AUG, 2013 12 e7PM Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 D(1.7 SpWlE 4) Lr4.59) 13) W(0.14 Span = 23.0 ft W18x35 Applied Loads Service loads entered. Load Factors will be applied for calculations. ri Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0980, Lr =1.30, W =1.40 k/ft, Tributary Width =1.0 ft Point Load : D =1.740, Lr =1.360, W =1.410 k @ 0.0 It Load for Span Number 2 Uniform Load. D = 0.0980, Lr = 0.130, W = 0.140 k/ft, Tributary Width = 1.0 ft Point Load : D = 6.114, Lr = 4.590 k @ 2.0 it, (RB -7) DESIGN SUMMARY • ± Maximum Bending Stress Ratio = 0.161 : 1 Maximum Shear Stress Ratio = 0.126 : 1 I Section used for this span W18x35 Section used for this span W18x35 Ma: Applied 26.710 k -ft Va : Applied 13.330 k Mn / Omega: Allowable 165.918 k -ft Vn/Omega : Allowable 106.20 k t Load Combination +D+Lr+H, LL Comb Run (+L) Load Combination +D+Lr+H, LL Comb Run (LL) ' Location of maximum on span 8.669ft Location of maximum on span 2.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.092 in Ratio = 2,996 Max Upward L+Lr+S Deflection -0.037 in Ratio = 1,612 Max Downward Total Deflection 0.207 in Ratio = 1332 Max Upward Total Deflection -0.070 in Ratio = 852 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0 Only Dsgn. L = 2.50 ft 1 0.029 0.069 -4.77 4.77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn. L = 23.00 ft 2 0.078 0.069 12.93 -4.77 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 +D+L+H, LL Comb Run ('L) Dsgn. L = 2.50 ft 1 0.029 0.069 A.77 4.77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn. L = 23.00 ft 2 0.078 0.069 12.93 -4.77 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 +D+L+H, LL Comb Run (L•) Dsgn. L = 2.50 ft 1 0.029 0.069 A.77 4.77 277.OB 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn. L = 23.00 ft 2 0.078 0.069 12.93 A.77 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 +D+L+H, LL Comb Run (LL) Dsgn. L = 2.50 ft 1 0.029 0.069 -4.77 4.77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn. L = 23.00 ft 2 0.078 0.069 12.93 -4,77 12.93 277.08 155.92 1.00 1.00 7.31 159.30 106.20 +D+Lr+H, LL Comb Run ('L) Dsgn. L = 2.50 ft 11" 0.029 0.122 •4.77 4.77 277.08 165.92 1.00 1.00 13.01 159.30 106.20 Dsgn. L = 23.00 ft r 2 0.161 .0.122 26.71 X7.77 26.71 277.08 165.92 1,00 1.00 13.01 159.30 106.20 +D+Lr+H, LL Comb Run (L') Dsgn. L = 2.50 ft } 1 0.074 0.072 -12.23 12.23 277.08 165.92 1.00 1.00 7.64 159.30 106.20 Osgn. L = 23.00 It 2 0.074 0.072 8.80 -12.23 12.23 277.08 165.92 1.00 1.00 7.64 159.30 106.20 +n-4 r+H I I r:emh Run (I 1 1 11 t t 1 i h Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: SAN BERNARDINO. CA 92401 E-mail KNAPPAEQAOL.COM TEL.(909)889.0115 Fax Fax (909)889-04555 Pnmed 74 AUG 2013 1207Ph1 Steel Beam Fila =7-122WH26-APRESTTD2LRB-JICSUPH4-0112092.21MUTILV-111D6366-O.EC6 ENERCALC, INC. 1983-2013, Bu'tld:5.13.6.21, Ver:6.13.6.21 10' 141LEANZV-1 A-91RH*0 11,111' , L11"Rigga Description : RB -6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L = 2.50 It 1 0.074 0.126 -12.23 12.23 277.08 165,92 1.00 1.00 13.33 159.30 106.20 Dsgn, L = 23.00 ft 2 0.134 0.126 22.29 -12.23 22.29 277.08 165.92 1.00 1.00 13.33 159.30 106.20 +D+S+H Dsgn, L = 2.50 ft 1 0.029 0.069 4.77 4.77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn, L = 23.00 ft .2 0.078 0.069 12.93 4.77 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 -0+0.750Lr+0.750L+H, LL Comb Run (- Dsgn, L = 2.50 It 1 0.029 0.109 4.77 4.77 277.08 165.92 1.00 1.00 11.58 159.30 106.20 Dsgn.L = 23.00 ft 2 0.140 0.109 23.26 4.77 23.26 .277.08 165.92 1.00 1.00 11.58 159.30 106.20 +D40.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 2.50 ft 1 0.062 0.071 -10.36 10.36 277.08 165.92 1.00 1.00 7.56 159.30 106.20 Dsgn, L = 23.00 ft 2 0.062 0.071 9.76 -10.36 10.36 277.08 165.92 1.00 1.00 7.56 159.30 106.20 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 2,50 ft 1 0.062 0.111 -10.36 10.36 277.08 165.92 1.00 1.00 11.83 159.30 106.20 Dsgn. L = 23.0011 2 0.120 0.111 19.93 -10.36 19.93 277.08 165.92 1.00 1.00 11.83 159.30 105.20 +0+0,750L+0.754S+H, LL Comb Run ('L Dsgn. L = 2.50 It 1 0.029 0.069 -4,77 4,77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn.L = 23.00 ft 2 0.078 0.069 12.93 4.77 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 +040.7501.+0.750S+H, LL Comb Run (L' Dsgn, L = 2.50 ft 1 0.029 0.069 4.77 4.77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn, L = 23.00 ft 2 0.078 0.069 12.93 4.77 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 +D+0.75DL+0.750S+H, LL Comb Run (LL Dsgn.L = 2.50 ft 1 0.029 0.069 4.77 4.77 277.08 165.92 1.00 1.00 7.32 159.30 106.20 Dsgn. L = 23.00 ft 2 0.078 0.069 12.93 4.77 12.93 277.08 165,92 1.00 1,00 7,32 159.30 106.20 +D+W+H Dsgn. L = 2.50 It 1 0.076 0.087 -12.67 12.67 277.08 165.92 1.00 1.00 9.27 159.30 106.20 Dsgn. L = 23.00 It 2 0.108 0.087 17.84 -12.67 17.84 277.08 165.92 1.00 1.00 9.27 159.30 106.20 +D+0;70E+H Dsgn, L = 2.50 It 1 0.029 0.069 4.77 4.77 .277.08 165.92 1,00 1.00 7.32 159.30 106.20 Dsgn, L = 23.00 It 2 0.078 0.069 12.93 4.77 12.93 277:08 165.92 1.00 1.00 7.32 159.30 106.20 +0+0.750Lr+0.750L+0.750W+H, LL Com Dsgn,L = 2.50 It 1 0.064 0.123 -10.69 10.69 277.08 165.92 1.00 1.00 13.05 159.30 106.20 Dsgn, L = 23.00 It 2 0.160 0.123 26.60 -10.69 26.60 .277:08 165.92 1.00 1.00 13.05 159.30 106.20 +0+0.750Lr+0.750L+0.750W+H, LL Com Dsgn, L = 2.50 ft 1 0.098 0.087 -160 16.29 277.08 165.92 1.00 1.00 9.21 159.30 106.20 Dsgn, L = 23.00 ft 2 0.098 0.085 13.76 -16.29 15.29 277.08 165.92 1.00 1.00 9.03 159.30 106.20 +D40.750Lr+0.750L+0.750W+H1.LL Com Dsgn,L = 2.50 ft 1 0.098 0.125 -16.29 16.29 277,08 165.92 1.00 1.00 13.29 159.30 106.20 Dsgn, L = 23.00 ft 2 0.142 0.125 23.62 16.29 23.62 277,08 165.92 1.00 1.00 13.29 159.30 106.20 +0+0.750L+0.750S40.750W+H, LL Coml Dsgn, L = 2.50 It 1 0.064 0.083 -10.69 10.69 277.08 165.92 1.00 1.00 8.78 159.30 106.20 Dsgn, L = 23.00 ft 2 0.100 0.083 16.52 -10.69 16.52 277.08 165.92 1.00 1.00 8.78 159.30 106.20 +0+0.750L-4750S+0.750W+H, LL Coml Dsgn. L = 2.50 it 1 0.064 0.083 A0.69 10.69 277.08 165.92 1.00 1.00 8.78 159.30 106.20 Dsgn, L = 23.00 It 2 0.100 0.083 16.52 -10.69 16.52 277.08 165.92 1.00 1.00 8.78 159.30 106.20 +0+0,750L40,750S40.750W+H, LL Coml Dsgn, L = 2.50 It 1 0.064 0.083 -10.69 10.69 277.08 165.92 1.00 1.00 8.78 159.30 106.10 Dsgn,L = 23.00 ft 2 0.100 0.083 16.52 -10.69 16.52 2T7.08 165.92 1.00 1.00 8.78 159.30 106.20 -D+0.750Lr+0.750L+0.5250E+H, LL Con Dsgn, L = 2.50 ft 1 0.029 0.109 4.77 4.77 277.08 165.92 1.00 1.00 11.58 159.30 106.20 Dsgn. L = 23.00 ft 2 0.140 0.109 23.26 4.77 23.26 277.08 165.92 1.00 1.00 11.56 159.30 106.20 +0+0.750Lr+0.750L+0.5250E+H, LL Con Dsgn, L = 2.50 It 1 0.062 0.071 -10.36 10.36 277.08 165.92 1.00 1.00 7.56 159.30 106.20 Dsgn, L = 23.00 ft 2 0.062 0.071 9.76 -10.36 10.36 277.08 165.92 1.00 1.00 7.56 159.30 106.20 +D+0.750Lr+0.750L+0.5250E+H,LL Con Dsgn. L = 2.50 ft 1 Dsgn, L = 23.00 ft 2 0.062 0..120 0.111 0.111 19:93 10.6 i0. 6 C �1 19.937.08-,`1.65e92' 33 (2�7' 8 /165 A Q,�1 �.Dp 11.83 11.83 159.30 159.30 106.20 106.20 +D+0.750L+0.750S+0.5250E+fi, LL Cam BUILDING �P,ODA � Sq-�, �1 �$T• Dsgn. L = 2.50 ft 1 0.029 0.069 �. 7 4,77 2 6 . 1. 7.32 159.30 106.20 Dsgn. L = 23.00 ft 2 0.078 0.069 12.93 4. 7 1 3 k27 if Q� 1.00 7.32 159.30 106.20 +0+0.750L+0.750S+0.5250E+ti, LL Com Dsgn. L = 2.50 ft 1 0.029 0.069 -4 7 (-�p F4Yl ' �Gi- v i-- LJ CO STROCTj7 N-00 7.32 159.30 106.20 Dsgn, L = 23.00 ft 2 0.078 0.069 12.93 -4 7 12.93 277.08 165.92 1.00 1.00 7.32 159.30 106.20 +D+0,750L40.750S+0.5250E+H, LL Com Dsgn. L = 2.50 ft 1 0.029 0.069 7�7ATE a 77 _277 08 BY165.92 1.00 1.00 7.32 159.30 106.20 Dsgn. L = 23.00 It 2 0.078 01069 12.93 277.08 153:92-100 x.00- 7.32 159.30 106.20 +0.60D+VJ+H Dsgn. L = 2.50 It 1 0.065 0.060 -10.76 10.76 277.08 165.92 1.00 1.00 6.35 159.30 106.20 Dsgn. L = 23.00 It 2 0.078 0.060 12.88 -10.76 12.88 277.08 165.92 1.00 1.00 6.35 159.30 106.20 ' Knapp & Associates. Inc. Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: �� / X 6 SAN BERNARDINO, CA 92401 ' E-mail KNAPPAE@AOL.COM 4 TEL .(909)889-0115 Fax (909) 889.0455 "ranted 14 AUG 2013 12 WPM Steel Beam File=Z.12MH26-TPREST\FD2LR8-JtCSUPH4-0112092.AMUTILV-N1D6366-O.EC6 ENERCALC, INC. 1983.2013. Buit1:6.13.6.21, Ver.6.13.6.21 i,rrr• Description : RB-6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega ' +0.60D40.70E+H Dsgn. L = 2.50 ft 1 0.017 0.041 -2.86 2.86 277.08 165.92 1.00 1.00 4.39 159.30 106.20 Dsgn. L = 2300 ft 2 0.047 0.041 7.76 -2.86 7.76 277.08 165.92 1.00 1.00 4.39 159.30 106.20 Overall Maximum Deflections - Unfactored Loads , Load Combination Span Max. -= Den Location in Span Load Combination Max. •+- Dell Location in Span 1 0.0000 11.500 D+Lr+W -0.0704 0.000 D+Lr+W 2 0.2073 11.323 0.0000 0.000 , Maximum Deflections for Load Combinations - Unfactored Loads Load Combinatlon Span Max. Downward De(I Location in Span Span Max. Upward Defl' Location in Span D Only 2 0.0864 10.969 1 -0.0318 0.000 Lr Only, LL Comb Run (•L) 2 0.0921 10.969 1 -0.0372 0.000 Lr Only, LL Comb Run (L') 1 0.0183 0.000 2 -0.0302 9.731 Lr Only, LL Comb Run (LL) 2 0.0624 11.500 1 -0.0189 0.000 W Only 2 0.0298 12.915 1 -0.0014 0.000 D+Lr, LL Comb Run ('L) 2 0.1785 10.969 1 -0.0690 0.000 D+Lr, LL Comb Run (L•) 2 0.0568 11.677 1 -0.0135 0.000 ' D+Lr, LL Comb Run (LL) 2 0.1487 11.146 1 -0.0507 0.000 D+W 2 0.1154 11.677 1 -0.0332 0.000 D+Lr+W, LL Comb Run ('L) 2 0,2073 11.323 1 -0.0704 0.000 D+Lr+W, LL Comb Run (L7 2 0.0862 12.208 1 -0.0149 0.000 ' D+Lr+W, LL Comb Run (LL) 2 0.1777 11.500 1 -0.0521 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MA)Qmum 26.876 5.015 ' D Only 9.392 1.855 Lr Only, LL Comb Run (•L) 5.686 1.894 Lr Only, LL Comb Run (L') 4.934 -0.324 Lr Only, LL Comb Run (LL) 10.620 1.570 , W Only 6.863 1.267 D+Lr, LL Comb Run ('L) 15.078 3.749 D+Lr, LL Comb Run (L') 14.327 1.530 D+Lr, LL Comb Run (LL) 20.013 3.424 D+W 16.256 3.121 D+Lr+W, LL Comb Run ('L) 21.942 5.015 D+Lr+W, LL Comb Run (L•) 21.190 2.797 D+Lr+W, LL Comb Run (LL) 26.876 4.691 Steel Section Properties : W11 8x35 ' Depth = 17.700 in I xx 510.00 in"4 J = 0.506 inA4 Web Thick = 0.300 in Flange Width = 6.000 in S xx R xx = 57.60 inA3 7.040 in Cw = 1,140.00 in16 ' Flange Thick = 0.425 in Zx = 66.500 inA3 Area = 10.300 in12 I yy = 15.300 inA4 Weight = 35.061 plf S yy = 5.120 inA3 Wno = 25.900 inA2 Kdesign = 0.827 in R yy = 1.220 in Sw = 16.500 in14 ' K1 = 0.750 in Zy = 8.060 inA3 Of = 10.500 inA3 As = 1.520 in rT = 1.490 in Ow = 32.700 in13 Yog = 8.850 in ' Project Title: Knapp & Associates Inc. Filler Residence_Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. _ SAN BERNARDINO, CA 92401 ' E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax (909) 889.0455 Pruned 14 AUG 201] 1201PM Beam Fil=2:122WH26-APRESTIFD2LRB-JICSUPH4-01120s2.MUTILV-111D6366-O.EC6rt@@� ENERCALC, INC, 1983.2013, Build:6.13.6.21, Ver:6.13.6.21 Description : RB-7 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination I BC 2009 I D(0.675) Lr(0.54) ' t Span=17.Oft 1 W14A3 1 ' _Applied LoadsService loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.6750, Lr = 0.540 k/ft, Tributary Width =1.0 ft :DESIGN SUMMARY ' Bending Stress Ratio = 0.262: 1 Maximum Shear Stress Ratio = 0.128: 1 I'I fMaximum Section used for this span W14x43 . Section used for this span W1 4x43 I i Ma: Applied 45.441 k-ft Va : Applied 10.692 k l Mn / Omega: Allowable 173.653 k-ft Vn/Omega : Allowable 83.570 k Load Combination +D+Lr+H Load Combination +D+Lr+H I Location of maximum on span 8.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs j Span # 1 l Maximum Deflection Max Downward L+Lr+S Deflection 0.082 in Ratio = 2,475 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.192 in Ratio = 1063 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn, L = 17,00 ft 1 0.149 0.073 25.93 25.93 290.00 173.65 1.00 1.00 6.10 125.36 83.57 +O+L+H Dsgn. L = 17.00 it 1 0.149 0.073 25.93 25.93 290.00 173.65 1.00 1,00 6.10 125.36 83.57 +D ' Dsgn, D5gn. L = 17.00 it 1 0.262 0.128 45.44 45.44 290.00 173.65 1.00 1.00 10.69 125.36 83.57 +D+S+H OSgn.L = 17.00 it 1 0.149 0.073 25,93 25.93 290.00 173.65 1.00 1.00 6.10 125.36 83.57 +D40.750Lr+0.750L+H L = 17.00 It 1 0.234 0.114 40.56 -� 9s5� 0 3 6• 00 9.54 125.35 83.57 'Dsgn. +p+0,750L.0.750S+H rg p � Dsgn. L = 17.00 h 1. 0.149 0.073 25.93 BUjLLJ�N(�29 .0 1 �j I�� 6.10 125.36 83.57 +D+w+H SAFETYs5 Q(�P�• ' Dsgn. L = 17.00 ft 1 0.149 0.073 +D+0,70E+H+� 25:93S.93j 29000 17 0 1. 6.10 125.36 83.57 Dsgn. L = 17.00 ft 1 0.149 0.073 25.93 FCz5 s,0� , 100 1.00 6.10 125.36 83.57 +D+0,750Lr+0.750L+0,750W+H Ulll�� jON Dsgn. L = 17.00 ft 1 0.234 0.114 40.56 40.56 290.00 173.65 1.00 1.00 9.54 125.36 83.57 +0+0,750L+0.750S+0.750W+H DATE ' Dsgn. L = 17.00 ft 1 0.149 0.073 25.93 -25rt9 -- U(SY 173.65 1.00 1.00 6.10 125.36 83.57 +D+0,750Lr-#0.750L+0.5250E+H Dsgn. L = 17.00 ft 1 0.234 0.114 40.56 40.56 290.00 9.54 125:36 83.57 +D+0,750L+0.750S+0.5250E+H ' Dsgn.L = 17.00 it 1 0.149 0.073 25.93 25.93 290.00 173.65 1.00 1.00 6.10 125,36 83.57 Project Title: Filler Residence_Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descc ZB SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM kf TEL. (909) 889.0115 Fax (909)889.0455 Prneed 14 AUG 2013 12 0IRM Steel Beam Flo=Z;OM26-71PRESRFD2LRB-JICSUPH4-0112092.21MUTILV-RlD6366-O.EC6 ENERCALC. INC. 1983.2013, Build:6.13.6.21, Ver.6.13.6.21 Description : RB -7 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 40.60D+W+H Dsgn. L = 17.00 ft 1 0.090 0.044 15,56 15.56 290.00 173.65 1.00 1.00 3.66 125.36 83:57 +0.60D40.70E+H Dsgn. L = 17.00 it 1 0.090 0.044 15.56 15.56 290.00 173.65 1.00 1.00 3.66 125.36 83.57 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. =' Dell Location in Span load Combination Max. '+' Deff Location in Span D+Lr 1 0.1920 8.585 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored.Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 1 0.1096 8.585 0.0000 0.000 Lr Only 1 0.0824 8.585 0.0000 0.000 D+Lr 1 0.1920 8.585 0.0000 0.000 Vertical Reactions = Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX1mum 10.692 10.692 D Only 6.102 6.102 Lr Only 4.590 4.590 D+Lr 10.692 10.692 Steel Section Properties : W14x43 Depth = 13.700 in I xx = 428.00 in14 J = 1.050 in"4 Web Thick = 0.305 in S xx 62.60 in13 Cw = 1,950.00 in^6 Flange Width = 8.000 in R xx = 5.820 in Flange Thick = 0.530 in ZK = 69.600 in^3 Area = 12.600 in^2 I yy = 45.200 in"4 Weight = 42.890 plf S yy = 11.300 in^3 Wno = 26.300 in^2 Kdesign = 1.120 in R yy 11.890 in SW = 27.900 inM K1 = 1.000 in Zy = 17.300 in13 Of = 13.400 in13 Its = 2.180 in rT = 2.120 in Ow = 34.000 in13 Ycg = 6.850 in 11 1 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909)889-0`115 Fax (909)889.0455 Steel Beam Description: RB -8 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: ff_rf Prned INC, 1983.2013. Bui10:6.13.6.21. Ver,6.13.6.21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 D 0.31 Lr 0.31 W(0.324 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.310, Lr = 0.310, W = 0.3240 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY 11 • ' { Maximum Bending Stress Ratio = 0.401 : 1 Maximum Shear Stress Ratio = 0.091: 1 i Section used for this span W21x122 Section used for this span W21x122 Ma: Applied 306.804 k -ft Va : Applied 23.60 k ' Mn / Omega: Allowable 765.968 k -ft f Load Combination +D+0.750Lr+0.750L+0.750W+H Vn/Omega : Allowable 260.40 k Load Combination +D+0.750Lr+0.750L+0.750W+H t Location of maximum on span 26.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ' I Maximum Deflection i Max Downward L+Lr+S Deflection 0.599 in Ratio = 1,041 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 ! Max Downward Total Deflection 2.060 in Ratio = 303 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 52.00 It 1 0.191 0.043 146.08 146.08 1,279.17 765.97 1.00 1.00 11.24 390.60 260.40 +D+L+H Dsgn. L = 52.00 It 1 0.191 0.043 146.08 146.08 1,279.17 765.97 1.00 1.00 11.24 390.60 260.40 +D+L Dsgn.L = 52.00 It 1 0.328 0.074 250.66 250.86 1,279,17 765,97 1.00 1.00 19.30 390.60 260.40 +D+S+H Dsgn. L = 52.00 It 1 0.191 0.043 146.08[179 1,279.17 765.97 1,00 1.00 11.24 390.60 260.40 +D+0.750Lr+0.750L+H Dsgn. L = 52.00 It 1 0.293 0.066 224.67 . 1 27 .� (I ]¢5.71 r1,Q� OD 7.28 390.60 260.40 ' +D+0,75DL+0.750S+H ��,�,, `-A"1 h[( -J1 ^^ Dsgn. L - 52.00 ft 1 0.191 0.043 146.08 �'1`'N9. I�C S/Jti�PT 1:24 390.60 260.40 +p+W+}i Ut Dsgn. L = 52:00 ft 1 0.334 0.076 255.601.87QQnn1i7YIpO� 1.00 19.66 390.60 260.40 +D40.70 DsgnEl 52.00 ft 1 0.191 0.043 146.08 11,,479.97ST �.BLT7j��00 11.24 390.60 260.40 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 52.00 fl 1 0.401 0.091 306.80 1,279.17 765.97 1.00 1.00 23.60 390.60 260.40 +D+0.750L+0.750S+0,750W+H -- By Dsgn. L = 52.00 fl 1 0.298 0.067 228.22 765971-09-1.OD_ 17.56 390.60 260.40 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 52.00 It 1 0.293 0.066 224.67 224.67 1,279.17 765.97 1.00 1.00 17.28 390.60 260A0 +D+0.750L+0.750S+0.5250E+H ' Dsgn. L = 52.00 ft 1 0.191 0.043 146.06 146.08 1,279.17 765.97 1.00 1.00 11.24 390.60 260.40 Project Title: , - Knapp & Associates Inc. Filler Residence Main House Engineer: BDM - Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 Project Descr. 3� E-mad KNAPPAE@AOL.COM TEL (909) 889.0115 , (9091889-0455 Pived 14AUG 20i3 1203PM Steel Bea File=ZiMWH26-APRESnFD2LRB-JICSUPH4-01120922WUTILV-111D6366-O.EC6 ENERCALC, INC, 1983.2013. Build:6.13,6.21, Ver:6.13.6.21 ' rm Description : RB-8 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxfOmega Cb Rm Va Max Vnx Vnx/Omega ' +0,60D+W+H Dsgn. L = 52.00 it 1 0.257 0.058 197-16 197.16 1279.17 765.97 1.00 1.00 15.17 390.60 260.40 +0.60D+0.70E+H Dsgn. L = 52.00 it 1 0.114 0.026 87.65 87.65 1,279.17 765.97 1.00 1.00 6.74 390.60 260.40 ' Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+• Den Location in Span O+Lr+W 1 2.0597 26.260 0.0000 0.000 ' Maximum Deflections for-Load Combinations - Unfactored Loads Load Combination Span Max. Downward Den Location in Span Span Max. Upward Deft Location in Span D Only 1 0.8349 26.260 0.0000 0.000 Lr Only 1 0.5989 26.260 0.0000 0.000 W Only 1 0.6259 26.260 0.0000 0,000 D+Lr 1 1.4338 26.260 0.0000 0.000 D+W 1 1.4508 26.260 0.0000 0.000 D+Lr+W 1 2.0597 26.260 0.0000 0.000 Vertical'Reactions - Unfactored Support notation: Far left is 41 Values in KIPS ' Load Combination Support 1 Support 2 Overall MAXimum 27.721 D Only 11.237 27.721 11.237 ' Lr Only 8,060 8.060 W Only BA24 8.424 D+Lr 19.297 19.297 D+W 19.661 19.661 D+Lr+W 27.721 27.721 ' Steel Section Properties : W21x122 Depth = 21:700 in I xx = 2,960.00 in^4 J = 8.980 in^4 Web Thick = 0.600 in S xx 273.00 in"3 CW - 32700.00 in"6 ' Flange Width = 12.400 in R xx = 9.090 in Flange Thick = 0.960 in Zx = 307.000 in13 Area = 35.900 in"2 I yy = 305.000 1n^4 Weight = 122.204 plf S yy = 49.200 in13 Wno = 64.300 in"2 , Kdesign = 1.460 in R yy = 2.920 in Sw = 191.000 in14 K1 = 1.125 in Zy = 75.600 in"3 Of = 58.700 in°3 rts = 3.400 in rT = 3.300 in Ow = 153.000 in"3 Ycg = 10.850 in ' 11 11 1 ,7 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAEQAOL.COM TEL.9) 889-0115 Fax (90909)889-0455 Steel Beam mzgm�� Description: RB -9 CODE REFERENCES Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 Protect Descr. ®_ _ I Pmred:14 AUG 2013 12.08PI SUPH4-011209221MUTILV-111 D6366-0. ECG INC. 19833013. Build:6.13.5.21. Ver.6.13.6.21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 D(0.55) Lr(0.55) W(0.575) i i SRI$xj7Tg ft. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : 0 = 0.550, Lr = 0.550, W = 0.5750 kift, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.436: 1 Maximum Shear Stress Ratio = 0.104 : 1 Section used for this span W18x175 Section used for this span W18x175 Me: Applied 433.068 k -ft Va : Applied 36.857 k Mn / Omega: Allowable 993.014 k -ft Vn/Omega : Allowable 356.0 k Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination +D+0.750Lr+0.750L+0.750W+H Location of maximum on span 23.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.608 in Ratio = 927 f Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 2.046 in Ratio = 276 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 47.00 ft 1 0.201 0.048 200.09 200.09 1,658.33 993.01 1.00 1.00 17.03 534.00 356.00 +04L+H Dsgn. L = 47.00 ft 1 0.201 0.048 200.09 200.09 1,658.33 993.01 1.00 1.00 17.03 534.00 356.00 +D+Lr+H Dsgn. L = 47.D0 ft 1 0.354 0.084 351.96 351.96 1,658.33 993.01 1.00 1.00 29.95 534.00 356.00 +D+S+H Dsgn. L = 47.00 It 1 0.201 0.048 200.09 200.09 1,658.33 993.01 1.00 1.00 17.03 534.00 356.00 +0+0.750Lr+0.750L+H Dsgn. L = 47.00 ft 1 0.316 0.075 313.99 3 .999 �90n1.0 26.72 534.00 356.00 74 031. [ Y Dsgn. L = .000 ft 1 0.201 0.048 200.09 210.0 C3.11-A.UA- td�NT1j{.�3 ��'� 534.00 356.00 +D++t{ uv Dsgn. L = 47.00 ft 1 0.361 0.086 +0+0.70E+H"y 358.86 - It G &SAF � �T 8.86 1,658.33 993;Q1�1,U® 1.00 DEPZ54 �" R �� 534.00 356.00 Dsgn. L = 47.00 ft 1 0.201 0.048 200.09 00.09 ITJA-.�3CC?Vj1r�uOClrioN 17.03 534.00 356.00 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 47.00 ft 1 0.436 0.104 433.07 33.07 1,658.33 993.01 1.00 1.00 36.86 534.00 356.00 +D+0.750L+0.750S+0.750W+H9 qq Dsgn. L = 47.00 it 1 0.321 0.076 319.17 319.177E 1,65831oQ? nSY1.00 1.00 27.16 534.00 356.00 +D+0.750Lr40.750L40.5250E+H Dsgn. L = 47.00 ft 1 0.316 0.075 313.99 313.99 1,658.33 993.01 534.00 356.00 +D+0.750L+0.750S40.5250E+H Dsgn. L = 47.00 ft 1 0.101 0.048 200.09 200.09 1,658.33 993.01 1.00 1.00 17.03 534.00 356.00 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project Q. 12692.2 408 SOUTH STODDARD AVENUE Protect Descr. X f SAN BERNARDINO, CA 92401 i E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 Fax (9091889-0455 Pruned IA AW 2013 12 M-:41 Steel Beam Fib=Z:UZVH26-MRESRFD2LRB-JICSUPH4-0112092.21MUTILV-MD6366-O.EC6 ENERCALC. INC. 190-2013, Build:6.13.6.21. Ver.6.13.6.21 Description : RB -9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn. L = 47.00 ft 1 0,281 0,067 278.82 278.82 1,658.33 993.01 1.00 1.00 23.73 534.00 356.00 +0.60D+0.70E+H Dsgn. L = 47.0011 1 0.121 0.019 120.05 120.05 1,658.33 993.01 1.00 1.00 10.22 534.00 356.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. `+° Defl Location in Span D+Lr+W 1 2.0460 23.735 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Defl Location in Span 0 Only 1 0.8016 23.735 0.0000 0.000 Lr Only 1 0,6084 23.735 0.0000 0.000 W Only 1 0.6360 23.735 0.0000 0.000 D4 -Lr 1 1.4099 23.735 0.0000 0.000 D+W 1 1.4376 23.735 0.0000 0.000 D+Lr+W 1 2.0460 23.735 0.0000 0.000 Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 43.466 43.466 D Only 17.029 17.029 Lr Only 12.925 12.925 W Only 13.513 13.513 D+Lr 29.954 29.954 D+W 30.541 30.541 D+Lr+W 43.466 43.466 Steel Section Properties ; W18x175 Depth = 20.000 in I xx - 3,450.00 MA4 J = 33.8001nA4 Web Thick = 0.890 in S xx 344.00 inA3 Cw = 33300.00 in16 Flange Width = 11.400 in R xx = 8.200 in Flange Thick = 1.590 in Zx = 398.000 in13 Area - 51.300 inA2 I yy = 391.000 inN1 Weight = 174.625 pit S yy = 68.800 inA3 Wno = 52.500 in12 Kdesign = 1.990 in R yy = 2.760 in Sw = 238.000 inA4 K1 = 1.250 in Zy = 106.000 inA3 Of = 76.900 inA3 its = 3.240 in rT = 3.070 in Ow = 198.000 inA3 Ycg = 10.000 in 11 Knapp & Associates Inc. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINONO, CA 92401 Email KNAPPAE@AOL.COM TEL ,(909)889.0115 Fax (909)889.0455 Steel Beam 11115 1.1ri• Description : RB -10 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Prooerties Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr: INC. 1983.2013. Buhd:6.13.6.21. Ver.6,13.6.21 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 Span = 14.50 h K Span = 13.0 VV27x102 W27x102 Applied Loads 'Service loads entered. Load Factors will be applied for calculations, ' Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.050, Lr:,,, 0.040, W = 0.0420 kilt, Tributary Width =1.0 ft Point Load : D =12.980, Lr = 9.420, W = 9.830 k @ 0.0 ft ' Load for Span Number 2 Uniform Load : D = 0.050, Lr = 0.040, W = 0.0420 klft, Tributary Width = 1.0 ft Point Load : D = 23.140, Lr =17.520, W = 13.510 k @ 1.0 ft DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.552:1 Maximum Shear Stress Ratio Section used for this span W27x102 Section used for this span W27x102 Ma: Applied 420.011 k -ft Va : Applied 76.539 k ' Mn / Omega: Allowable 760.978 k -ft VnfOmega : Allawable 279.130 k j Load CombineM.750Lr+0.750L+0.750W+H, LL Comb Run (L`) Load CombineOW.750Lr+0.750L+0.750W+H, LL Comb Run (LL) 1 Location of maximum on span 14.500ft Location of maximum on span 14.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.308 in Ratio= 1,130 Max Upward L+Lr+S Deflection -0.026 in Ratio = 6,086 Max Downward Total Deflection 1.035 in Ratio = 336 ' Max Upward Tota! Deflection -0.082 in Ratio = 1907 Maximum Forces & Stresses for Load Combinations --` _ll Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Va'ues Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega '• D Only Dsgn. L = 14.50 ft 1 0.268 0.136 -204.10 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 it 2 0.268 0.136 -204.20 204.20 1,270,83 760,98 1.00 1.00 38.06 418.70 279.13 +D+L+H, LL Comb Run ('L) ' Dsgn. L = 14.50 ft 1 0.268 0.136 -204.20 Dsgn. L = 13.00 ft 2 0.268 0.136 -204.20 20".0l7t' 270.83>� 7§ .98--1-007.0 38.06 204.20 1,270.✓�3JF 76Wk SOD 11l I - 38.0 418.70 279.13 418.70 279.13 +D+L+H, LL Comb Run (L•) �c lJ f / � B U j�..n Dsgn. L = 14.50 ft 1 0.268 0.136 204.20 f Nlrr _ 204.20 1,270.83 &T60.�aF�1.�o EPl 38.0 418.70 279.13 ' Dsgn. L = 13.00 ft 2 0.268 0.136 204.20 +D+L+H, LL Comb Run 204.201,220;93 76Q. 1 QQ_1 98.0 Y "" k �� 418.70 279.13 (LL) Dsgn.L = 14.50 ft 1 0.268 0.136 -204.20 F r 204.20 `712T0P.8�D 38, 6 U�� 418.70 279.13 Dsgn.L = 13.00 ft 2 0.268 0.136 -204.20 204.20 1,270.83 76T98' . 38. 6 418.70 279.13 +D+Lr+H, LL Comb Run (•L) Dsgn. L = 14.50 ft 1 0.268 0.195 -204.20 C2640a 1,270.83 760.98 1.00 1.00 54 49 418.70 279.13 ' Dsgn. L = 13.00 ft 2 0.268 0.195 -204.20 Q 0 1,270. 3�71W. 0 1,1.0 00 49 418.70 279.13 +D+Lr+H, LL Comb Run (L•) Dsgn. L = 14.50 It 1 0.453 0.175 -345.00 345.00 1,270.83 760.98 1.00 .89 418.70 279.13 Dsgn. L = 13.00 It 2 0.453 0.175 -345.00 345.00 1,270.83 760.98 1.00 1.00 48.89 418.70 279.13 ' +n+4 r+H 1 I r.nmh Rnn !I I i Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr: _ 2,G SAN 6ERNARDINO, CA 9JT E-mail KNAPPAEQAOL.COM !` TEL (909)889.0115 ..,.J ....w Fax (9091889.0455 P=ed 14 AUG 2013 1108RA Steel Beam FIle=Z,122WH26-APRESTIF02LRB-J:CSUPH4-0112092.21MUTILV-AID6366-OEC6 FNFRP.AIC MC 1Q IMI A141•911691 Vo,r19691 RB -10 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L = 14.50 ft 1 0.453 0.234 -345.00 345.00 1,270.83 760.98 1.00 1.00 65.32 418.70 279.13 Dsgn. L = 13.00 ft 2 0.453 0.234 -345.00 345.00 1,270.83 760.98 1.00 1.00 65.32 418.70 279.13 4D+S+H Dsgn. L = 14,50 ft 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 It 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +D+0.750Lr4O.750L+H, LL Comb Run (' Dsgn. L = 14,50 it 1 0.268 0.180 -204.20 204.20 1,270.83 760.98 1.00 1.00 50.38 418.70 279.13 Dsgn. L = 13.00 It 2 0.268 0.180 -2134.20 204.20 1,270.83 760.98 1.00 1.00 50.38 418.70 279.13 +D+0.750Lr+0,750L+H, LL Comb Run (L Dsgn.L = 14.50 It 1 0.407 0.165 -309.80 309.80 1,270.83 760.98 1.00 1.00 46.18 418.70 279.13 Dsgn. L = 13.00 It 2 0.407 0.165 -309.80 309.80 1,270.83 760.98 1.00 1.00 46.18 418.70 279.13 +0+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 14.50 ft 1 0.407 0.210 -309.80 309.80 1,270.83 760.98 1.00 1.00 58.50 418.70 279.13 Dsgn. L = 13.00 It 2 0.407 0.210 -309.80 309.80 1,270.83 760.98 1.00 1.00 58.50 418.70 279.13 +D+0.750L-tO.750S+H, LL Comb Run ('L Dsgn.L = 14.50 It 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 it 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 4".750L40.750S+H, LL Comb Run (L' Dsgn. L = 14.50 It 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 ft 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +D+0.750L+0.750S+H, LL Comb Run (LL Ds9n. L = 14.50 It 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 It 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +0+W+H Dsgn, L = 14.50 It 1 0.461 0.222 -351,15 351.15 1,270.83 760.98 1.00 1.00 62.10 418.70 279.13 Dsgn. L = 13.00 ft 2 0.461 0.222 -351.15 351.15 1,270.83 760.98 1.00 1.00 62.10 418.70 279.13 +D+0.70E+H Dsgn, L = 14.50 It 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 ft 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +D40.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 14.50 111 1 0.413 0.245 -314A1 314.41 1,270.83 760.98 1.00 1.00 68.42 418.70 279.13 Dsgn, L = 13.00 It 2 0.413 0.245 -314.41 314.41 1,270.83 760.98 1.00 1.00 68.42 418.70 279,13 4D+0.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 14.50 It 1 0.552 0.230 A20.01 420.01 1,270,83 760.98 1.00 1.00 64.22 418.70 279.13 Dsgn. L = 13.00 It 2 0.552 0.230 -420.01 420.01 1,270.83 760.98 1.00 1.00 64.22 418,70 279.13 +D+0.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 14.50 ft 1 0.552 0-274 420.01 420.01 1,270,83 760.98 1.00 1.00 76.54 418.70 279.13 Dsgn. L = 13.00 it 2 0.552 0.274 420.01 420.01 1,270.83 760.98 1.00 1.00 76.54 418.70 279.13 +D+0.750L40.750S+0.750W+H, LL Coml Dsgn. L = 14.50 It 1 0.413 0.201 -314.41 314.41 1,270.83 760.98 1.00 1.00 56.09 418.70 279.13 Dsgn. L = 13.00 ft 2 0.413 0.201 -314.41 314.41 1,270.83 760.98 1.00 1.00 56.09 418.70 279.13 +D+0.750L40.750S+0.750W+H, LL Coml Dsgn. L = 14.50 It 1 0.413 0.201 -314.41 314.41 1,270.83 760.98 1.00 1.00 56.09 418.70 279.13 Dsgn. L = 13.00 ft 2 0.413 0.201 -314,41 314.41 1,270.83 760.98 1.00 1.00 55.09 418.70 279.13 +D40.750L+0.750S+0.750W+H, LL Coml Dsgn. L = 14.50 ft 1 0.413 0.201 -314.41 314.41 1,270.83 760.98 1.00 1.00 56.09 418.70 279.13 Dsgn. L = 13.00 It 2 0.413 0.201 -314.41 314.41 1,270.83 760.98 1,00 1.00 56,09 418.70 279.13 +D40.750L40.7501-41.5250E+H, LL Con Dsgn. L = 14.50 ft 1 0.268 0.180 -204.20 204.20 1,270,83 760.98 1.00 1.00 50.38 418.70 279.13 Dsgn. L = 13.00 it 2 0.268 0.180 -204.20 204.20 1,270.83 760.98 1.00 1.00 50.38 418.70 279.13 +D+0.750Lr+0.750L+0.5250E4H,LL Con Dsgn.L = 14.50 ft 1 0.407 0.165 -309.80 309.80 1,270.83 760.9B 1.00 1.00 46.18 418.70 279.13 Dsgn. L = 13.00 It 2 0.407 0.165 -309.80 309.80 1,270.83 760.98 1.00 1.00 46.18 418.70 279.13 +D+0.750Lr+0.750L+0.5250E+H,LL Con Dsgn. L = 14.50 It 1 0.407 0.210 -309.80 309.80 1,270.83 760.98 1,00 1.00 58.50 418.70 279.13 Dsgn. L = 13.00 If 2 0.407 0.210 -309.80 309.80 1,270.83 760.98 1.00 1.00 58.50 418.70 279.13 4D+0,750L+0.750S+0.5250E+H, LL Com Dsgn. L = 14.50 ft 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 ft 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +D40.750L40.750S+0.5250E+H, LL Com Dsgn, L = 14.50 It 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13.00 ft 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +D+0.750L40.750S+0.5250E+H, LL Com Dsgn.L = 14.50 ft 1 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 Dsgn. L = 13,00 ft 2 0.268 0.136 -204.20 204.20 1,270.83 760.98 1.00 1.00 38.06 418.70 279.13 +0.60D+W+H Dsgn. L = 14.50 It 1 0.354 0.168 -269.47 169.47 1,270.83 760.98 1.00 1.00 46.88 418.70 279.13 Dsgn. L = 13.00 ft 2 0.354 0.168 -269.47 269.47 1,270.83 760.98 1.00 1.00 46.88 418.70 279.13 t 1 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TELa(909)889.0155 �..� Fax (909)889.0455 Piond 14 AUG 2013 12 08PM Ste@) BeamFile-Z,.WWH26-APREST)FD2LRB-JICSUPH4-0112092.Z1MUTILV-RID6366-O.EC6 ENERCALC. INC. 1963-2013. Build:6.13.6.21. Ver.6.13.621 Ill Description : RB -10 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+H Dsgn. L = 14.50 it 1 0.161 0.082 -122.52 122.52 1,270.83 760.98 1.00 1.00 22.83 418.70 279.13 Dsgn. L = 13,00 it 2 0.161 0.082 -122.52 122.52 1,270.83 760.98 1.00 1.00 22.83 418.70 279.13 'Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' ' De0 Location in Span Load Combination Max. '+' Dell Location in Span D+4-r+W 1 1.0345 0.000 0.0000 5.500 2 0.0000 0.000 D+Lr+W -0.0818 5.50D Maximum Deflections for Load Combinations -.Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Dell Location in Span D Only 1 0.4189 0.000 2 -0.0321 5.500 Lr Only, LL Comb Run ('L) 2 0.0034 5.600 1 -0.0170 0.000 Lr Only, LL Comb Run (L') 1 0.3078 0.000 2 -0.0256 5.500 Lr Only, LL Comb Run (LL) 1 0.2908 0.000 2 -0.0222 5.500 W Only 1 0.3079 0.000 2 -0.0241 5.500 D+Lr, LL Comb Run ('L) 1 0.4019 0.000 2 -0.0287 5.500 D+Lr, LL Comb Run (L') 1 0.7267 0.000 2 -0.0577 5.500 D+Lr, LL Comb Run (LL) 1 0.7097 0.000 2 -0.0543 5.500 D+W 1 0.7268 0.000 2 •0.0562 5.500 D+Lr+W, LL Comb Run ('L) 1 0.7098 0.000 2 -0.0528 5.500 D+Lr+W, LL Comb Run (L') 1 1.0345 0.000 2 40818 5.500 D+Lr+W, LL Comb Run (LL) 1 1.0176 0.000 2 -0.0784 5.500 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 124.992 •33.761 D Only 53.242 -12.939 Lr Only, LL Comb Run ('L) 16.432 1.608 Lr Only, LL Comb Run (L') 20.830 -10:830 Lr Only, LL Comb Run (LL) 37.263 -9.223 W Only 34.487 -9.992 D+Lr, LL Comb Run ('L) 69.675 -11.331 D+Lr, LL Comb Run (L') 74.073 -23.769 D+Lr, LL Comb Run (LL) 90.505 -22A62 D+W 87.729 -22.931 D+Lr+W, LL Comb Run ('L) 104.161 -21.323 D+Lr+W, LL Comb Run (L') 108.559 -33.761 D+Lr+W, LL Comb Run (LL) 124.992 -32.153 Steel Section Properties : W27A02 Depth = 27.100 In I xx = 3,620.00 in^4 J = 5.280 in44 Web Thick = 0.515 in S xx 267.00 in13 Cw = 24000.00 in^6 Flange Width = 10.000 in R xx = 11.000 in Flange Thick = 0.830 in ZX = 305:000 in13 Area = 30.000 in^2 I yy = 139.000 in^4 Weight = 102.120 pit S yy = 27.800 in^3 Wno = 65:700 in12 Kdesign = 1.430 in Ryy = 2.150 in :SW = 136.000 in"4 K1 = 1.053 in Zy = 43.400 in^3 Of = 51.700 in^3 ns = 2.620 in rT = 561.1n Ow = 151.000 in43 Ycg = 13.550 in CITY OF Ln Q INTA BUILDING & S/A'`FETYY DEPT. APPROVEDFOR CONSTRUCTION DATE BY Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAEQAOL.COM TEL (909) 889-0115 ,..e: Fax (9091889-0455 Steel Beam Description : RB -11 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2009 D(11.24) Lr8,06) W(8.42) b(0.04) 11-00.04) W(0. Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr. RF -;b C-; / ' Prnred 14 AUG 2013.12 09PM Fife = Z:1?2wH26-RPRESTIFD2LRB-JICSUPH4-051209221MUTILV-111D6366-O.EC6 , ENERCALC, INC 1983.2013, Build:6.13.6.21, Ver:613.6.21 Fy : Steel Yield : 50.0 ksi ' E: Modulus: 29,000.0 ksi -(0.04) W(0.042) ( 1 Span = 5.50 ft Span = 18.50 ft W21 x62 W21 x62 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.040, Lr = 0.040, W = 0.0420 Wit, Tributary Width =1.0 it Point Load : D =11.240, Lr = 8.060, W = 8.420 k @ 0.0 ft Load for Span Number 2 - Uniform Load : D = 0.040, Lr = 0.040, W = 0.0420 k/ft, Tributary Width = 1.0 It SUMMARY _DESIGN Maximum Bending Stress Ratio = 0.368: 1 Maximum Shear Stress Ratio = - - 0.146: 1 Section used for this span W21 x62 Section used for this span W21 x62 I Me: Applied 132.277 k -ft Va : Applied 24.501 k 1 Mn / Omega : Allowable 359.281 k -ft Vn/Omega : Allowable 168.0 k S Load CombirletlA.750Lr+0.750L+0.750W+H, LL Comb Run (L') Load Combinatlbr0.750Lr+0.750L+0.750W+H, LL Comb Run (L') i Location of maximum on span 5.500ft Location of maximum on span 5.500 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 !j Maximum Deflection Max Downward L+Lr+S Deflection 0.089 in C Ratio= 1,489 Max Upward L+Lr+S Deflection -0.045 in Ratio = 4,924 Max Downward Total Deflection 0.297 in Ratio = 445 Max Upward Total Deflection -0.146 in Ratio= 1520 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Max/On"a Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 5.50 ft 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18,50 fl 2 0.176 0.026 =63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +D+L+H, LL Comb Run ('L) Dsgn. L = 5.50 It 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 It 2 0.176 0.026 -63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +D+L+H, LL Comb Run (L') Dsgn. L = 5.50 it 1 0.176 0.070 -63.37 63.37 600.00 359.26 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 ft 2 0.176 0.026 -63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +D+L+H, LL Comb Run (LL) Dsgn. L = 5.50 It 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 it 2 0.176 0.026 -63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +D+Lr+H. LL Comb Run ('L) Dsgn. L = 5.50 It 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 fi 2 0.176 0.028 -63.37 63.37 600.00 359.28 1.00 1.00 4.74 252.00 168.00 +D+Lr+H, LL Comb Run (L') - " Dsgn. L = 5.50 ft 1 0.301 0.120 -108.30 108.30 600.00 359.28 1.00 1.00 20.08 252.00 168.00 Dsgn. L = 18,50 it 2 0.301 0.040 -108.30 108.30 600.00 359.28 1.00 1.00 6.80 252.00 168.00 +D+Lr+H, LL Comb Run (LL) Dson. L = 5.50 It 1 0.301 0.120 -108.30 108.30 600.00 359-28 1.00 1.00 20,08 252.00 168.00 L 'I Ld 1 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr.ry� _ SAN BERNARDINO, CA 92401 11�L * E-mail KNAPPAE a@AOL.COM fp TEL. (909) 889-0115 .�.d Fax (9091889.0455 Pnmed 14 AW 26U iWPM Steel Beam FiL-Z:X221NH26-APRESTIFD2LRB-JIGSUPH4-0112092.21MUTILV-111D636&0.EC6 ENERCALC, INC. 1963-2013, euild:6.13.6.21, Ver.6.13.6.21 Description: RB -11 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L = 18:50 ft 2 0.301 0.043 -108.30 108.30 600.00 359.28 1.00 1.00 7.17 252.00 168.00 +D+S+H Dsgn. L = 5.50 ft 1 0.176 0.070 -93.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 It 2 0.176 0.026 63.37 63.37 600.00 359:28 1.00 1.00 4.37 252.00 168.00 -D+0.750Lr+0.750L+H, LL Comb Run (" Dsgn. L = 5.50 ft 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 ft 2 0,176 0.028 -63.37 63.37 600.00 359.28 1.00 1.00 4.65 252.00 168.00 40+0.750Lr40.750L+H, LL Comb Run (L Dsgn. L = 5.50 It 1 0.270 0.107 -97.07 97.07 600.00 359.28 1.00 1.00 18.01 252.00 168.00 Dsgn. L = 18.50 It 2 0.270 0.037 -97.07 97.07 600.00 359.28 1.00 1.00 6.19 252.00 168.00 +D+0.75OLr+0.750L+H, LL Comb Run (L Dsgn, L = 5.50 It 1 0:270 0.107 -97.07 97.07 600.00 35128 1.00 1.00 18.01 252.00 168.00 Dsgn. L = 18.50 ft 2 0.270 '0.039 -97.07 97.07 600.00 359.28 1.00 1.00 6.47 252.00 168.00 +D+0.750L40.750S+H, LL Comb Run ('L Dsgn. L = 5.50 ft 1 0.176 0.070 -63.37 6137 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn, L = 18.50 ft 2 0.176 0,026 .63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +0+0.75OL40.750S+H, LL Comb Run (L' Dsgn. L = 5.50 It 1 0.176 0.070 -93.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 It 2 0.176 0.016 -63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +1)+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 5.501t 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1'.00 11.80 252.00 168.00 Dsgn. L = 18.50 It 2 0.176 0.026 =63.37 63.37 .600.00 359.28 1.00 1,00 4.37 252.00 168.00 +D+W4H Dsgn.L = 5.50 It 1 0.307 0.122 =110.31 110.31 600.00 359.28 1.00 1.00 20.45 252.00 168.00 Dsgn. L = 18.50 ft 2 0.307 0.043 A10.31 110.31 600.00 359.28 1.00 1.00 7.30 252.00 168.00 +D40,70E+H Dsgn. L = 5.50 ft 1 0.176 0.070 -63.37 63.37 600.00 359.28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 ft 2 0.176 0.026 -63.37 63.37 600.00 359.28 1.00 1.00 4.37 252.00 168.00 +D+0.75OLr+0.750L+0.750W+H,LL Com Dsgn. L = 5.50 ft 1 0.274 0.109 -98.58 98.58 600.00 359.28 1.00 1.00 18.29 252.00 168.00 Dsgn. L = 18.50 It 2 0.274 0.041 -98.58 98.58 600.00 359.28 1.00 1.00 6.84 252.00 168.00 +D40.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 5.50 It 1 0.368 0.146 -132.28 132.28 600.00 359.28 1.00 1.00 24.50 252.00 168.00 Dsgn. L = 18.50 It 2 0.368 0.050 -132.28 132.28 600.00 359.28 1.00 1.00 8.39 252.00 168.00 +D+0.750Lr+0.750L+0.750W4H, LL Com Dsgn. L = 5.50 ft 1 0.368 0.146 -132.28 132:28 600.00 359.28 1.00 1.00 24,50 252.00 168.00 Dsgn. L = 1830 It 2 0.368 0.052 -132.28 132128 600.00 359.28 1.00 1.00 8.67 252.00 168.00 +D+0.750L+0.75OS40.75OW+H,.LL Coml Dsgn. L = 5.50 ft 1 0.274 0.109 -98:58 98.58 600.00 359.28 1.00 1.00 18.29 252.00 168.00 Dsgn. L = 18.50 It 2 0.274 0.039 -98.58 98.58 600.00 359.28 1.00 1.00 6.57 252.OD 168.00 +D40.750L40.750S+0.750W+H, LL Coml Dsgn. L = 5.50 It 1 0.274 0.109 -98.58 98.58 600.00 359.28 1.00 1.00 18.29 252.00 168.00 Dsgn.L = 18.50 ft 2 0.274 0.039 -98.58 98.58 600.00 359.28 1.00 1.00 6.57 252.00 168.00 +D+0.750L+0,750S40.750W+H, LL Coml Dsgn. L = 5.50 ft 1 0.274 0.109 -98.58 98:58 600.00 359.28 1.00 1.00 18.29 252.00 168.00 Dsgn. L = 18.50 It 2 0.274 0.039 -98.58 98.58 600.00 359.28 1.00 1.00 6.57 252.00 168.00 +D40.750Lr+0.750L+0.5250E4H,LL Con Dsgn. L = 5.50 ft 1 0.176 0.070 63.37 63.37 600.00 359,28 1.00 1.00 11.80 252.00 168.00 Dsgn. L = 18.50 ft 2 0.176 0.028 -63.37 63,37 600.00 359.28 1.00 1.00 4.65 252.OD 168.00 4D40.75OLr40.75OL40.525OE+H,.LL Con Dsgn. L = 5.50 ft 1 0.270 0.107 .97.07 602._. 0.00 359.28 1.00 1.00 18.01 252.00 168.00 Dsgn. L = 18.50 ft 2 0.270 0.037 -97.07 97LDAPF31- rO7. p-e6q_�0'_00" _35 938--1.00 . 6.19 252.00 168.00 +D+0.750Lr+0.750L40.5250E+H, LL Con f q�� A359.28 g s��T 252.00 168.00 Dsgn. L= 18.50 It 2 0:270 0.039 -97:07;L6oobb� &�j=qo 6� 252.00 168.00 +D40.750L40.750S+0.5250E4H,. LL Com � �J �'' EPT.Dsgn: L = 5.50 ft 1 0.176 0.070 -63.3700.00 1`35 2 00 .0 11. 0 252.00 168.00 Dsgn: L = 18.50 ft 2 0.116 0.026 X3:37_or 6'p[�0(�N9W8JULQ fj N 4. 7 252.00 168.00 +040.750L+0.750S+0.5250E+H, LL Com 1, (u Dsgn. L = 5.50 ft 1 0.176 0.070 63.37600.00 359.28 1.00 1.00 11 0 252.00 168.00 Dsgn. L = 18.50 ft 2 0.176 0.026 -93.37600.00 359.28 1.00 1.00 4 7 252.00 168.00 +0+0.750L+0,750S+0.5250E4H, LL Com --- BY Dsgn. L = 5.50 ft 1 0.176 0.070 -63.37e09 8- 1.0 OIT�-'I 80 252.00 168.00 Dsgn. L = 18.50 ft 2 0.176 0.026 -63.37 63.37 600.00 359.28 1. 37 252.00 168.00 +0.600+W+H Dsgn. L = 5.50 ft 1 0.236 0.094 84.97 84.97 600.00 359.28 1.00 1.00 15.73 252.00 168.00 Dsgn. L = 18.50 ft 2 0.236 0.033 -84.97 84.97 600.00 359.28 1.00 1.00 5.55 252.00 168.00 +0.600+0.70E+H 1 Knapp & Associates Inc. Project Title: Filler Residence Main House Engineer: BDM - Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. Q � ?11 JQ SAN BERNARDINO, CA 92401 P- E-mail KNAPPAE@AOL.COM f TEL. (909) 889.0115 Fax (9091889.0455 Primed 14 AUG 2013 12C9Pri Steel BeamFIe=Z:122WH26-71PRESRFD2LRB-JICSUPH4-011 2092.21MUTILV-RlD6366-O.EC6 ENERCALC, INC. 1983-2013, Build:6.13.6.21, Ver.,&13,6.21 r.rrr Description: RB -11 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ' Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx70mega Dsgn. L = 5.50 ft 1 0,106 0,042 -38.02 38,02 600.00 359.28 1.00 1,00 7.08 252.00 168.00 Dsgn. L = 18.50 ft 2 0.106 0.016 -38.02 38.02 600.00 359.28 1.00 1.00 2.62 252.00 168.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '- Dell Location in Span Load Combination Max. '+ Dell Location in Span D+Lr+W 1 0.2957 0.000 0.0000 7.685 2 0.0000 0.000 D+Lr+W -0.1461 7.827 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 1 0.1183 0.000 2 -0.0567 7.685 Lr Only, LL Comb Run ('L) 2 0.0028 9.392 1 -0.0026 0.000 Lr Only, LL Comb Run (L`) 1 0.0886 0.000 2 -0.0451 7.827 Lr Only, LL Comb Run (LL) 1 0.0860 0.000 2 -0.0424 7.827 W Only 1 0.0899 0.000 2 -0.0443 7.827 D+Lr, LL Comb Run ('L) 1 0.1157 0.000 2 -0.0541 7.542 D+Lr, LL Comb Run (L') 1 0.2069 0.000 2 -0.1018 7.827 D+Lr, LL Comb Run (LL) 1 0.2043 0.000 2 -0.0991 7,685 D+W 1 0.2081 0.000 2 -0.1010 7.685 D+Lr+W, LL Comb Run (`L) 1 0.2055 0.000 2 -0.0983 7.685 D+Lr+W, LL Comb Run (L') 1 0.2967 0.000 2 -0.1461 7.827 D+Lr+W, LL Comb Run (LL) 1 0.2941 0.000 2 -0,1434 7.685 Vertical Reactions ..Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 38.830 -7.057 D Only 16.174 -2,479 Lr Only, LL Comb Run ('L) .0.370 0.370 Lr Only, LL Comb Run (L*) 10.709 -2:429 Lr Only, LL Comb Run (LL) 11.079 -2.059 W Only 11.577 -2.149 D+Lr, LL Comb Run ('L) 16.544 -2.109 D+Lr, LL Comb Run (L-) 26.883 4.908 D+Lr, LL Comb Run (LL) D+W 27.253 27.751 4.538 4.628 D+Lr+W, LL Comb Run ('L) 28.121 4.258 D+Lr+W, LL Comb Run (L') 38.460 -7.057 D+Lr+W, LL Comb Run (LL) 38.830 -6.687 Steel Section Properties : W21x62 Depth = 21.000 in I xx - 1,330.00 tnA4 d = 1.830 in"4 Web Thick = 0.400 in S xx 127.00 in43 CW = 5,950.00 in"6 Flange Width - 8.240 in R xx = 8.540 in Flange Thick - 0.615 in Zx = 144.000 in^3 , Area = 18.300 in"2 I yy = 57.500 in^4 Weight - 62.293 plf S yy = 14.000 in"3 Wno = 42.000 in42 Kdesign = 1.120 in R yy = 1.770 in Sw = 53.200 in"4 K1 = 0.813 in Zy = 21.700 in"3 Of = 24.600 in^3 As = 2.150 in rT = 2100 in Ow = 71.200 in13 Ycg - 10.500 in 1 Knapp & Associates Inc. Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr. E-mail KNAPPAE@AOL.COM TEL, (909) 889-0115 Fax (909) 889-0455 Pouted 14 AUG 2013.1210PF.i st@@i BeamFile-Z:12M26-7tPRESTIFD2LRB-JtCSUPH4-0112092.21MUTILV-RlD6366-O.EC6 i ENERCALC, INC. 1983.2013, Bui11:6.13.6.21, Ver.6.13.6.21 :'KW -06060M__ ---Lii�9-6�6i7�-.-KN4PP,.-ARCHITECTUREIENGINEERS� Description: RB -12 (Gravity) CODE REFERENCES y Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis : Major Axis Bending Load Combination IBC 2009 Fy : Steel Yield: 46.0 ksi E: Modulus: 29,000.0 ksi 0(0.1) i v i e _ y 1499I1FSpin Al�Q..f t XQQ i d _ ........._.__....... ...._ ._..._ ......__... Applied. Loads ._.. .._ ., _ .,. _._ , Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY _ .-. 9J Maximum Bendin Stress Ratio = s o 0.022: 1 --- ------------------- ---- -- ---- 0.187:1 Maximum Shear Stress Ratio = Section used for this span HSS12x12x5/8 Section used for this span 1HSS12x12x5/8 i Ma: Applied 46.740 k -ft Va : Applied 4.249 k j i Mn / Omega: Allowable Load Combination 250.200k -ft D Only Vn/Omega : Allowable Load Combination 196.979 k D Only Location of maximum on span 22.000ft Location of maximum on span 0.000 ft i Span # where maximum occurs Span # 1 Span # where maximum occurs Span# 1 Maximum Deflection ; Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 4360 Max Downward Total Deflection 1.033 in Ratio = 511 Max Upward Total Deflection 0.000 in Ratio = 04240 _............................ ... .............._ Maximum Forces & Stresses for Load Combinations ----.........._....._ ..__....... .. ..... ... ..._------------- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax • Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 44.00 It 1 0.187 0.022 46.74 46.74 417.83 250.20 1.14 1.00 4.25 328.95 196.98 +D+L+H Dsgn. L = 44.00 It 1 0.187 0.022 46.74 46.74 417.83 250.20 1.14 1.00 4.25 328.95 196.98 +D+L Dsgn.L = 44.00 It 1 0.187 0.022 46.74 46r74p-7��, 17.83- 250.20 1.14 1.00 4.25 328.95 196.98 Dsgn. L = 44.00 ft 1 0.187 0.022 46.74 46^ 41 r 417. 3@�F 2to �p�� . 328.95 196.98 +D+0.750Lr44.750L+H Dsgn. L = 44.00 ft 1 0:187 0.022 46.74 B�')�L�tl�t ,[�j 46. Q 17.8p AF.•r4Y1.�EP 4 �L4 328.95 196.98 744 y&-�253.f r.4. A41O7.8 Dsgn. L 00 ft 1 0.187 0.012 46.74. 46.74 i 2 5 328.95 196.98 +D+W+H Dsgn. L = 44.00 ft 1 0.187 0.022 46.74 FOR CONIQ n i� 46.74 417.83 1520 U�14Tf!1 4 5 328.95 196.98 +D+0.70E+H Dsgn. L = 44.00 ft 1 0.187 0.022 46.74 p,grZ 417.83 250.20 1.14 1.00 25 328.95 196.98 +0+0.750Lr+0.750L+0.750W+H �--- By Dsgn. L = 44.00 ft 1 0.187 0.022 46.74 �6y4"® 44h 10- 1 f4-1:00-- .25 328.95 196.98 +D+0.750L+0.750S+0.750W+H Dsgn. L = 44.00 It 1 0,187 0.022 46.74 46.74 417.83 250.20 1.14 1.00 4.25 328.95 196.98 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 44.00 It 1 0.187 0.022 46.74 46.74 417.83 250.20 1.14 1.00 4.25 328.95 196.98 +D+0.150L+0.750S+0.5250E+H Dsgn. L = 44.00 ft 1 0.187 0.022 46.74 46.74 417.83 250.20 1.14 1.00 4.25 328.95 196.98 Ll 1 11 Knapp & Associates Inc. Project Title: Filler Residence—Main House En ineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Pro?ect Descr: �� K E-mail KNAPPAE@AOL.COM TEL, (909) 889-01 IS •�.� Fax (909) 889-0455 Pureed 14 AUG 2113 1210K..i Steel Beam F�=Z.122WH26-'APRESnF02LRB-JICSUPK4-ON2092.21MLMLV-MD6366-O.EC6 ENERCALC, INC. 19832013, Buikl:6,13.6.21, Ver.6.13.6.21 ' i.�ii• Description : RB -12 (Gravity) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn. L = 44.00 ft 1 0.112 0.013 28.04 28.04 417.83 250.20 1.14 1.00 2.55 328.95 196.98 +0.60D+0J0E+H Dsgn. L = 44.00 fl 1 0.112 0.013 28.04 28.04 417.83 250.20 1.14 1.00 2.55 328.95 196.98 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. 'Deft Location in Span Load Combination Max. *+• Dell Location in Span ' D Only 1 1.0331 22.220 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Defl Location in Span D Only 1 1.0331 22.220 0.0000 0.000 Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 4.249 4.249 D Only 4.249 4.249 Steel Section Properties : HSS12xl2x518 Depth = 12.000 in Ixx - 548.00 in^4 J = 885.000 in44 S xx 91.40 in13 Width = 12.000 in R xx = 4.620 in Wall Thick = 0.581 in Zx = 109.000 in"3 Area = 25.700 in^2 lyy = 548.000 in^4 C = 0.000 in13 Weight = 93.139 plf S yy = 91.400 in^3 R yy = 4.620 in Ycg = 6.000 in Ll 1 11 Project Title: Knapp (& Associates Inc. Filler Residence Main House Engineer: BDM - Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN aERNARDINO, CA92401 Project Descr. go A i E-mail KNAPPAE@AOL.COMCOM jr TEL (909)889-0115 ,.� Fax (909) 889-0455 PirreQ14AUG 20131210PA1 Steel Beam File=Za22WH26-71PRESTIFD2LRB-JtCSUPH4-0112092.21MUTILV-RlD6366-O.EC6 ENERGALC, INC. 1963.2013, BuO.6.13.6.21, Ver:6.13.6.21 r.1rr• Description : R9-12 (Out-of-Planel CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 i W 0.209 c RM MUM Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.2090 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY j Maximum Bending Stress Ratio =� 0.202: 1 ._ Maximum Shear Stress Ratio = .0.023: 1� Section used for this span HSS12x12x5/8 Section used for this span HSS12x12x5/8 Me: Applied 50.578 k -ft Va : Applied 4.598 k Mn / Omega: Allowable 250.200 k -ft Vn/Omega : Allowable 196.979 k Load Combination +D+W+H Load Combination +D+W+H I Location of maximum on span 22.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 1 Maximum Deflection j Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.118 in Ratio = 472 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 44.00 ft 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +O+L+H Dsgn. L = 44.00 ft 1 0-000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+Lr+H Dsgn. L = 44.00 ft 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+S+H . Dsgn. L = 44.00 ft 1 0.000 r 417.83�� '250:20--a 1.00 -0.00 328.95 196.98 +0+0.750 Li+ U.750Lft ,1 Dsgn. L = 44.00 ft 1 0.000 417:83 250.20 s '�' `n� �� QUIl�0 3 .95 196.98 + "= �tj A +D+0.750L+0.750S+H Dsgn. L = 44.00 H 1 0.000 �1 jA,c 417:83 250.20 1.000 p1' 3 8.95 196.98 +D+W+H p' ,A Dsgn. L = 44.00 ft 1 0.202 0.023 50.58 1� 50.58 41 --13 � CeIvS R14 "' �L ® 4.60 8.95 196.98 J +0+0.70E+H Dsgn. L = 44.00 ft 1 O.00D ((�� 417.83 250.20 1.00 11fOTICN-0.00 28.95 196.98 IDATA +D40.750LrA.750L+0.750W+H Dsgn. L = 44.00 ft 1 0.152 0.018 37.93 37 93 417:83---. 0.20 1 �4 1.00 3.45 328.95 196.98 5 +0+0.750L+0.750S+0.750W+H Dsgn. L = 44.00 ft 1 0.152 0.018 37.93 37.93 417.83 250. 328.95 196.98 +0+0.750 Lr+0.750L+0.5250 E+H Dsgn. L = 44.00 It 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 44.001 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 ' +0.60D+W+H L 'I t 1 Knapp & Associates Inc. Project Title: Filler Residence Main House Engineer: BDM — Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr; 1�� 7 E-mail KNAPPAE@AOL.COMOM TEL. (909) 889.0115 Fax "1889-0455 Pm ed 14 AUG 201: 1210P1.1 Steel BeamFile = Z:122WH26 71PRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-111D6366-D:EC6 ENERCALC, INC. 1983-2013, Buiid:6.13.6.21, Ver.6.13.6.21 ).0109 Description: RB -12 (Out -of -Plane) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 44.00 ft 1 0.202 0.023 50.58 50.58 417.83 250.20 1.14 1.00 4.60 328.95 196.98 t0.60D+0.70E+H Dsgn. L = 44.00 ft 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 195.98 Overall Maximum Deflections - Unfactored. Loads Load Combination Span Max. °' Deft Location in Span Load Combination Max. '+° Dell Location in Span W Only 1 1.1179 22.220 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max..Downward Deo Location in Span Span Max. Upward Dell Location in Span W Only 1 1.1179 22.220 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 4.598 4.598 W Only 4.598 4.598 Steel Section Properties : HSS12x12x5/8 Depth = 12.000 in 1xx - 548.00 in14 J - 885.000 inA4 S xx 91.40 inA3 Width = 12.000 in R xx = 4.620 in Wall Thick = 0.581 In ZX = 109.000 in43 Area = 25.700 inA2 I yy = 548.000 inA4 C - 0.000 inA3 Weight = 93.139 plf S yy = 91.400 inA3 R yy = 4.620 in Ycg = 6.000 in L 'I t 1 1 1 1 1 t ki Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA92401 E-mail KNAPPAE@AOLOL.COMOM } TEL. (909)889.0115 Fax (909)869.0455 Lrtc::# 11<W -f06060913! CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr. n Foe = INC, 19832013. Build.6.13.6.21. Ver.6.13.6.21 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties 1.00 1.00 Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E : Modulus of Elasticity Load Combination I BC 2009 Fb - Compr 1,350.0 psi Ebend- xx 1,600.0 ksi 1.00 Fc - Pill 925.0 psi Eminbend - xx 580.0 ksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi 1.00 1.00 Ft 675.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.032 1.00 1.00 1.00 1.00 6x12 i ' z I Span = 5.50 ft � Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Length = 5,50 it 1 Uniform Load : D = 0.1130, Lr = 0.150 , Tributary Width =1.0 ft 0.070 DESIGN, SUMMARY 1.00 1 • FMaximum Bending Stress Ratio = _ __ ___ _ __ _ _ �- 0.07T. 1 Maximum Shear Stress Ratio 0.070 :1 Section used for this span 6x12 Section used for this span 6X12 fb : Actual 103.73psi fv: Actual 11.87 psi FB: Allowable } 1,350.00psi Fv: Allowable 170.00 psi j Load Combination_ +D+Lr+H Load Combination +D+Lr+H c Location of maximum on span 2.750ft Location of maximum on span _ 4.557 It # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 iSpan Maximum Deflection 1.00 1.00 Max Downward L+Lr+S Deflection 0.003 in Ratio = 23696 1 I Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 1.00 Max Downward Total Deflection 0.005 in Ratio = 12825 1.00 i Max Upward Total Deflection i i 0.000 In Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span it M V Cd CFN Ci Cr CmICv� D Only 1.00 1.00 1.00 Length = 5,50 H 1 0.035 0.032 1.00 1.00 1.00 1.00 +O+L+H 1.00 1.00 1.00 Length = 5,50 It 1 0,035 0.032 1.00 1.00 1.00 1.00 +O+Lr+H 1.00 1.00 1.00 Length = 5,50 it 1 0,077 0.070 1.00 1.00 1.00 1.00 +D+S+H 1.00 1.00 1.00 Length = 5,50 It 1 0.035 0.032 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 Length = 5,50 R 1 0.066 0.060 1.00 1.00 1.00 1.00 1.00 1-66j" I N G .�& SA FF QCIp T1.00 Od4 10 0h.O po&•00 100F� CPJNSij � . i . 1.00 1.00 1.05 103.73 1350.00 4,.17t 1.00 0.00 1.00 1IF-0.4$- BYAL59__J350_0_ 1.00 1.00 i:dl)""'-- 1.00 1.00 1.00 0.91 89.70 Shear Values tv Pv D 0.00 0.00 23 5.45 170.00 00 0.00 0.00 23 5.45 170.00 00 0.00 0.00 50 11.87 170.00 00 0.00 0.00 23 5.45 170.00 00 0.00 0.00 43 10.27 170.00 1 u 1 1 1 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Protect Descr. ve ^� E-mail KNAPPAEQAOL.COM TEL, (909)889.0115 Fax (909) 889-0455 Pnrea614 AUG 20131210,11 Wood BeamFIk=LU2WH26-71PRESTIFD2LRB-JICSUPH4-011Z092.21MUTILV-R1D6366-O.EC6 ENERCALC, INC. 1983.2013, Brrild:6.13.6.21, Ver.6.13.6.21 Description : RS -13 Load Combination Max Stress Ratios Moment Values Shear Values , Segment Length Span # M V C d C FN C i C r C m C I C L M fb F'b V tv F'v +0.+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.035 0.032 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48 47.59 1350.00 0.23 5.45 170.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.035 0.032 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48 47.59 1350.00 0.23 5,45 170.00 +0+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.501t 1 0.035 0.032 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48 47.59 1350.00 0.00 0.23 0.00 5.45 0.00 170.00 0.00 Length = 5.50 ft 1 0.066 0.060 1.00 1.00 1,00 1.00 1.00 1.00 1.00 0.91 89.70 1350.00 0.43 10.27 170.00 +D40.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.035 0.032 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48 47.59 1350.00 0.23 5.45 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 it 1 0.066 0.060 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 89.70 1350.00 0,43 10.27 170.00 +040,750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.035 0.032 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48 47.59 1350.00 0.23 5.45 170.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5,50 It 1 0.021 0.019 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29 28.55 1350.00 0.14 3.27 170.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.021 0.019 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29 28.55 1350.00 0,14 3.27 170.00 Overall Maximum Deflections •.Unfactored Loads Load Combination Span Max. ' ' Dell Location in Span Load Combination Max, W Dell Location in Span D+Lr 1 0.0051 2.770 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.762 0.762 D Only 0.350 0.350 Lr Only 0.413 0.413 D+Lr 0.762 0.762 1 u 1 1 1 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE } SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909)889.0115 Fax (909) 889-0455 Steel Beam Description: RB -14 (Gravity) CODE REFERENCES Project Title: Filler Residence Main House Engineer BDM Project ID: 12092.2 Project Descr: P9 +4 Kated 14AUG201311 ED2LRB-JiCSUPH4-0112M2.21MUTILV-fl1 D6366-0 ENERCALC. INC. 1963.2013. Bulld:6.13.6.21. Ver:6.13 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method; Allowable Strength Design _ Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 D(0.1) i • r► Span = 25.0 ft HSS12xl2x518 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10 kilt, Tributary Width =1.0 ft DESIGN SUMMARY s • Maximum Bending Stress Ratio = 0.060: 1 Maximum Shear Stress Ratio = 0.012: 1 Section used for this span HSS12x12x5/8 Section used for this span HSS12x12x5/8 Mo: Applied 15.089 k -ft Va : Applied 2.414 k Mn / Omega: Allowable 250.200 k -ft Vn/Omega : Allowable 196.979 k Load Combination D Only Load Combination D Only Location of maximum on span 12.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 In Ratio = 0 <360 Max Upward L4Lr+S Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.108 in Ratio = 2786 Max Upward Total Deflection 0.000 In Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 25,00 It 1 0.060 0.012 15.09 15.09 417.83 250.20 1.14 1.00 2.41 328.95 196.98 +D+L+H Dsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.09 417.83 250.20 1.14 1.00 2.41 328.95 196.98 +D+Lr+H Dsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.09 417.83 250.20 1.14 1.00 2.41 328.95 196.98 +D+S+H Dsgn. L = 25.00 It 1 0.060 0.012 15.09 15.09 417.83 2 1, 1.00 2.41 328.95 196.98 +D+0.750Lr-4750L+H �% `� Dsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.09[417.83 7'8 1,d4 1�0�� 196.98 +0+0.750L+0.7505+H �'L d r L/ Q Dsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.09183° 250.21) P14'\1a Sat 4E 42 14J6.9 Li�j?ai I- %� /�� Dsgn. L = - 25.00 ft 1 0.060 0.012 15.09 15.09 250. '14 Yl'f)04 328`9"3=PT96. +D+0,70E+H ��" �R Cfl�TDsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.097.8 D 250.2Q 1.14 1'60vsT�196 98 +D+0.750Lr+0.750L+0.750W+HFGFs ✓,Dsgn. L = 25.00 it 1 0.060 0.012 15.09 15.097. 3 '4'R 0 1.14 1.00 2.41 328.95 19 .98 +D+0,750L+0.750S+0.750W+H Dsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.09 j "41T13Y _ 250. 00 BY 328.95 1 6.98 +D+0,750Lr+0.750L+0.5250E+H -' Dsgn. L = 25.00 ft 1 0.060 0.012 15.09 15.09 417.83 250.20 1,14 1.00 2.11 96.98 +D+0.750L+0.75OS+0.5250E+H ! Dsgn.L = 25.00 ft 1 0.060 0.012 15.09 15.09 417.83 250.20 1.14 1.00 2.41 328.95 196.98 Ycg = 6.000 in I Y i t g Luc-) L'r� 1 CIO O 01 ro Knapp & Associates Inc. Project Title: Filler Residence—Main Engineer: BDM House Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr:"�� SAN BERNARDINO, CA 92401 1� E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 � Fax (909) 889,0455 PrN-d 1=AUG 20I i 11 SnAF.1 Steel Beam Fib -Z:t2M26-TPRESRFD2LRB-JICSUPH4-0N2092.ZtAJTILV-RiD6366-0.EC6 ENERCALC, INC. 19113-2013, Build:6.13.6.21, Ver.6.13.6.21 r.rrr• Description: RB -14 (Gravity) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn. L = 25.00 ft 1 0.036 0.007 9.05 9.05 417.83 250.20 1.14 1.00 1.45 328.95 196.98 +0.60D+0.70E+H Dsgn. L = 28.00 ft 1 0.036 0.007 9:05 9.05 417.83 250.20 1.14 1.00 1.45 328.95 196.98 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max,'-" De0 Location in Span Load Combination Max. "+" Dell Location in Span D Only 1 0.1077 12.625 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 1 0.1077 12.625 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.414 2.414 D Only 2.414 2:414 ' Steel Section'Propertiies : HSS12AW18 Depth = 12.000 in I xx = 548.00 in"4 J = 885.000 in'4 S xx 91.40 in13 Width = 12.000 in R xx = 4.620 in Wall Thick = 0.581 in Zx = 109.000 in^3 Area = 25.700 in12 I yy = 548.000 in"4 C = 0.000 in43 Weight = 93,139 pK S yy = 91.400 inI R yy = 4.620 in Ycg = 6.000 in I Y i t g Luc-) L'r� 1 CIO O 01 ro n i Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE } SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COMOM TEL, (909) 889.0115 __J Fax (909)889-0455 Steel Beam 4.41• Description: RB -14 (Out -of -Plane) CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: V-47 3 11 5101:4 ENERCALC. INC. 1983-2013. Build:6.13.6.21. Ver:6.13.6.21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 W(0.209) Span = 25.0 ft HSS12x12x5/8 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.2090 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.065: 1 Maximum Shear Stress Ratio = 0.013 : 1 Section used for this span HSS12x12x5/8 Section used for this span HSS12x12x5/8 Ma: Applied 16.328 k -ft Va : Applied 2.613 k Mn / Omega: Allowable 250.200 k -ft Vn/Omega : Allowable 196.979 k I Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 12.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 I Max Downward Total Deflection 0.117 in Ratio = 2575 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma -.Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0 Only ' Dsgn. L = 25.00 it 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+L+H Dsgn. L = 25.00 H 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+Lr+H Dsgn. L = 25.00 fl 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+S+H Dsgn. L = 25.00 it 1 0.000 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 +D+0.750Lr+0.750L+H Dsgn. L = 25.001 1 0.000 250.20 1.00 1.00 -0,00 3328.95 196.98 +D+0.750L+0,750S4H Dsgn. L = 25.00 H 1 0.000 4 88 25 1. 0 , 0 a0 95 196.98 / /�Q +fl+w+H v(� 1 I V t' n Dsgn. L = 25.00 N 1 0.065 0.013 16.33 41 �Q3(I'� 16.33 7. 2 0 201 1..15 A'r �/ �f�P328.9 196.98 j +D40.70E+H Dsgn. L = 25.00 fl 1 0.000 � �'^� I 417.8 `250j20 ii pt1�10t� -0�0 328.9 196.98 +D+0:750Lr+0.750L+0.750W+H OR CID Dsgn. L = 25.00 fl 1 0.049 0.010 12.25 12.25 417.83 250.20 1§4T�oa�CTIQ� 318. 196.98 +D40.750L+0,750S+0.750W+H Dsgn. L = 25.00 it 1 0.049 0.010 12.25 12.25 DA`I �3 250.20 1.14 1.00 1.96 328. 5 196.98 +D+0.750Lr+0.750L+0.5250E+H �- BY Dsgn. L= 25.00 fl 1 0.000 0 5 196.98 +D40.750L+0.750S40.5250E+H Dsgn. L = 25.00 11 1 +0.60D+W+H 0.000 417.83 250.20 1.00 1.00 :0.6C-328:95 196,98 F1 1 1 t 11 Knapp & Associates Inc. Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr --1 E-mail KNAPPAE@AOL.COM 1i TEL. (909) 889.0115 �..� Fax (909)889.0455 Prmled 14A0G2013 11'51A'A Steel Beam File=Z;MM26-APREBTIFD2LRB-JICSUPH4-0112092.21MUTILV-R1D6366-O.EC6 ENERCALC, INC. 1983.2013. Build:6.13.6.21. Ver:6.13.6.2i MOM Description : RB -14 (Out -of -Plane) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 25.00 It 1 0.065 0.013 16.33 16.33 417.83 250.20 1.14 1.00 2.61 328.95 196.98 +0.70E+H Dsgn. L = 25.00 H 1 0.000 Dsgn. 417.83 250.20 1.00 1.00 -0.00 328.95 196.98 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. '+ Dell Location in Span W Only 1 0.1165 12.625 0.0000 0.000 .Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span W Only 1 0.1165 12.625 0.0000 0.000 Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.613 2.613 W Only 2.613 2.613 Steel Section Properties : HSS12x12x518 Depth = 12.000 in I xx = 548.00 in^4 J = 885.000 in"4 S xx 91.40 in^3 Width = 12.000 in R xx = 4.620 in Wall Thick = 0.581 in Zx = 109.000 1n13 Area = 25.700 in^2 I yy = 548.000 in"4 C = 0.000 in13 Weight = 93:139 plf S yy = 91.400 in^3 R yy = 4.620 in Ycg = 6.000 in F1 1 1 t 11 t L� 1 i 1 t 1 t ri Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM t (909)889.015 Fax Fax t909► 889.04555 Wood Beam Description : RB -15 CODE REFERENCES Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 Protect Descr: ef File = PmAsd 14 AUG INC. 1963.2013. Buik1:6.13.6.21, Ver:6.13.6.21 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 5.125x24 Load Combination Set: IBC 2009 s Span = 13.0 ft Load Combination Material Properties Applied Loads Service loads entered. Load Factors will be applied for calculations. Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb - Compr 2,400.0 psi Ebend-xx 1,800.Oksi C FN Fc - Pdl 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend - yy 830.0 ksi 1.00 Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 5.125x24 Section used for this span 5.125x24 D(0.35) Lr(0.41) 0.09) Lr(0.12 0.09) Lr(0.12 5.125x24 5.125x24 s Span = 13.0 ft Load Combination Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Moment flue Load for Span Number 1 Segment Length Span # M V Uniform Load: D = 0.090, Lr = 0.120, Tributary Width = 1.0 ft C FN C I Load for Span Number 2 Cm C I CL Uniform Load: D = 0.090, Lr = 0.120 , Tributary Width = 1.0 ft b Point Load: D = 0.350, Lr = 0.410 k @ 1.50 ft DESIGN SUMMARY 1.00 1.00 e [Maximum Bending Stress Ratio = 0.074--l- Maximum Shear Stress Ratio = 0.083: 1 Section used for this span 5.125x24 Section used for this span 5.125x24 fb : Actual = . 170.39 psi fv : Actual = 21.93 psi FB : Allowable = 2,301.01 psi Fv : Allowable 265.00 psi Load Combination +D+Lr+H, LL Comb Run (LL) Load Combination +D+Lr+H, LL Comb Run (LL) Location of maximum on span = 0.000ft Location of maximum on span = 13.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.00 TE -&U5 Max Downward L+Lr+S Deflection 0.012 in Ratio = 15901 Max Upward L+Lr+S Deflection -0.004 in Ratio = 36429 1.00 Max Downward Total Deflection 0.021 in Ratio = 9173 1.00 Max Upward Total Deflection -0.004 in Ratio= 36429 Length =13.0 ft 1 CITY OF �-A PUINTA BUILDIN &SAFE Maximum Forces & Stresses for Load Combinations TY p Load Combination Max Stress Ratios Moment flue Sh ar Values Segment Length Span # M V C d C FN C I C r Cm C I CL M � b D Only 0.95 1.00 1.00 1.00 1.00 1.00 0.00LN44 Length =13.0 It 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1,00 1.00 83.85 2349.29 0.89 10.87 26Length =16.0 ft 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 TE -&U5 2301.0��,��26 +D-iL+H, LL Comb Run ('L) 0.96 1.00 1.00 1.00 1.00 1.00 - n Length =13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2 2 Length =16.0 It 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 26 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401E-mail KNAPPAE@AOL.COM TEL (909)889-0115 tr_L.�Fax (9091889.0455 Project Title: Engineer. Project Descr. Filler Residence -Main House BDM Project ID: 12092.2 �� PriMai IG AUG AIJ 71'-SAF.4 Wood Beam File Z:422WH26-APRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-nlD6366-O.EC6 ENERCALC, INC. 19832013, BuM:6.13.6.21, Ver:6.1016.21 i.r0i Description : RB-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C IN C i Cr C m C t C L M fb F'b V IV F'v +D+L+H, LL Comb Run (L') 0.96 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =15.0 It 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 8385 2301.01 0.89 10.87 265.00 +D+L+H, LL Comb Run (LL) 0.96 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0.00 Length =13.0 It 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.69 10.87 265.00 Length =16.0 It 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +D+Lr+H, LL Comb Run ('L) 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 , Length =13.0 It 1 0.061 0.079 1.00 0.98 1.00 1.00 1.00 1.00 1.00 5.85 142.67 2349.29 1.73 21.07 265.00 Length = 16.0 ft 2 0.062 0.079 1.00 0.96 1.00 1.00 1.00 1.00 1,00 5.85 142.67 2301.01 1.73 21.07 265.00 +O+Lr+H, LL Comb Run (L') 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 it 1 0.047 0.066 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.57 111.56 2349.29 1,43 17.44 265.00 Length = 16.0 fl 2 0.048 0.066 1.00 0.96 1.00 1.00 1.00 1.00 1.00 4.57 111.56 2301,01 0.96 17.44 265.00 , +D+Lr+H, LL Comb Run (LL) 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 It 1 0.073 0.083 1.00 0.98 1.00 1.00 1.00 1.00 1.00 6.99 170.39 2349.29 1.80 21.93 265.00 Length =16.0 It 2 0.074 0.083 1.00 0.96 1.00 1.00 1.00 1.00 1.00 6.99 170.39 2301.01 1.80 21.93 265.00 +D+S+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 It 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 ft 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +D40.750LrA.750L+H, LL Comb R4 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.054 0.070 1.00 0.98 1.00 1.00 1.00 1.00 1.00 5.25 127.96 2349.29 1.52 18.52 265.00 Length =16.0 It 2 0.056 0.070 1.00 0.96 1.00 1.00 1.00 1.00 1.00 5.25 127.96 2301.01 1.52 18.52 265.00 +D+0.750LrA,750L+H, LL Comb R4 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 it 1 0.045 0.059 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.29 104.63 2349.29 1.27 15.51 265.00 Length = 16.0 ft 2 0.045 0.059 1.00 0.96 1.00 1.00 1.00 1.00 1.00 4.29 104.63 2301.01 0.94 15.51 265.00 +D+0.750Lr+0.750L+H, LL Comb R4 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =13.0 I1 1 0.063 0.072 1.00 0.98 1.00 1.00 1.00 1,00 1.00 6.10 148.75 2349.29 1.57 19.17 265.00 Length =16.0 it 2 0.065 0.072 1.00 0.96 1.00 1.00 1.00 1.00 1.00 6.10 148.75 2301.01 1.57 19.17 265.00 4".750L40.750S+H, LL Comb Ru 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.036 0.041 1.00 0.98 1,00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 it 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +D+0.750L+0.750S+H, LL Comb Ru 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 N 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 ft 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +D+0.750L+0.750S+H, LL Comb Ru 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 it 1 0.036 0,041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 It 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +O+W+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 It 1 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +0+0.70E+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length = 16.0 ft 2 0.036 0-041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +0*0,750Lr+0.750L40.750W+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.054 0.070 1.00 0.98 1.00 1.00 1.00 1.00 1.00 5.25 127.96 2349.29 1.52 18.52 265.00 Length = 16.0 ft 2 0.056 0.070 1.00 0.96 1.00 1.00 1.00 1.00 1.00 5.25 127.96 2301.01 1,52 18.52 265.00 +D+0,750Lr+0.750L+0.750W+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.045 0.059 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.29 104.63 2349.29 1.27 15.51 265.00 Length = 16.0 ft 2 0.045 0.059 1.00 0.96 1.00 1.00 1.00 1.00 1.00 4.29 104.63 2301.01 0.94 15.51 265.00 +D+0.150Lr+0.750L+0.750W+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.063 0-072 1.00 0.98 1.00 1.00 1.00 1-00 1.00 6,10 148.75 2349.29 1.57 19.17 265.00 Length = 16.0 ft 2 0.065 0.072 1,00 0.96 1.00 1.00 1.00 1.00 1.00 6.10 148.75 2301.01 1.57 19.17 265.00 +D+0.750L+0.750S+0.750W+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length = 16.0 ft 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +040.750L40.75OS40.750W+H, LL 1 0.96 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =13.0 I1 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 It 2 0.036 0.041 1,00 0.96 1.00 1.00 1.00 1.00 1,00 3.44 83.85 2301.01 0.89 10.87 255.00 +D40.750L+0.750S+0.750W+H, LL 1 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 u 1 1 t 1 t 1 11 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE J, SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL: (909) 889.0115 fax (909)889.0455 Wood Beam r,rrr Description : RB -15 Project Title: Filler Residence -Main House Engineer: BDM Project Descr: Fie = INC. Project ID: 12092.2 1=' 5'1 Printed• 14 AUG 2013 11 55M '.ZMUTILV-I11 D6366-O.EC6 Buiid:6.13.6.21. Ver:6.13.6.21 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i Cr C m C t C L M lb F'b V tv F v Length =15.0 It 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1:00 3.44 63.85 2301.01 0.89 10.87 265.00 +040.750Lr+0.750L+0.5250E+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.054 0.070 1.00 0.98 1.00 1.00 1.00 1.00 1.00 5.25 127.96 2349.29 1.52 18.52 265.00 Length = 16.0 It 2 0.056 0.070 1.00 0:96 1.00 1.00 1.00 1.00 1.00 5.25 127.96 2301.01 1.52 18.52 265.00 +D40.750Lr+0.750L+0.5250E+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 fl 1 0.045 0.059 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.29 104.63 2349.29 1.27 15.51 265.00 Length =16.0 It 2 0.045 0.059 1.00 0.96 1.00 1.00 1.00 1.00 1.00 4.29 104.63 2301.01 0.94 15.51 265.00 +D+0.750Lr+0.750L+0.5250E+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 It 1 0.063 0.072 1.00 0.98 1.00 1.00 1.00 1.00 1.00 6.10 148.75 2349.29 1.57 19.17 265.00 Length = 16.0 It 2 0.065 0.072 1.00 0.96 1.00 1.00 1.00 1.00 1.00 6.10 148.75 2301.01 1.57 19.17 265.00 +040.750L+0.750S+0.5250E+H, LL 0;96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 It 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length =16.0 ft 2 0.036 0.041 1.00 0.96 1.00 1.00 • 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +D40.750L+0.750S40.5250E+H, LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length = 16.0 It 2 0.036 0.041 1.00 . 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0:89 10.87 265.00 +D40.750L+0.750S+0.5250E+H,LL 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.036 0.041 1.00 0.98 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2349.29 0.89 10.87 265.00 Length = 16.0 It 2 0.036 0.041 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.44 83.85 2301.01 0.89 10.87 265.00 +0.60D+W+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.021 0.025 1.00 0.98 1.00 1.00 1.00 1.00 1.00 2.06 50.31 2349.29 0.53 6.52 265.00 Length =16.0 It 2 0.022 0.025 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.06 50.31 2301.01 0.53 6.52 265.00 +0.60D+0.70E+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.021 0.025 1.00 0.98 1.00 1.00 1.00 1.00 1.00 2.06 50.31 2349.29 0.53 6.52 265.00 Length =16.0 It 2 0.022 0.025 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.06 50.31 .2301.01 0.53 6.52 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '--'.Dell Location in Span Load Combination Max. W DeFl Location in Span D+Lr, LL Comb Run (L') 1 0.0068 5.665 Lr Only, LL Comb Run ('L) -0.0038 9.514 D+Lr, LL Comb Run ('L) 2 0.0209 8.670 0.0000 9.514 Vertical Reactions = Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAAtmum 1.192 5.107 1.606 D Only 0.499 2.500 0.758 Lr Only, LL Comb Run ('L) -0.186 1.668 0:848 Lr Only,. LL Comb Run(L') 0,693 '0.938 -0.071 Lr Only. LL Comb Run.(LL) 0.507 2.606 0.777 D+Lr, LL Comb Run (`L) 0.314 4.168 1.606 D+Lr, LL Comb Run (L') 1.192 3.439 0.687 D+Lr, LL Comb Run (LL) 1.006' 5.107 1.535 CITY OF LA QU-INTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE ___-_____ E3y r Knapp & Associates Inc. Project Title: Filler Residence_Main House Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr. f E-mail KNAPPAE@AOL.COM r TEL. (909) 889.0115 ,.,,�j Fax (909)889.0455 Prraed 14 AUG 2013 11 P5A4 Wood Beam FiL=Z:122wH26-APRESPFD2LRB-JICSUPH4-O112092.21MUTILV-R1D6366-O.EC6 ENERCALC, INC 1963.2013. Bulld•613.6.21, Ver.6.13.6.21 Description: RB -16 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb - Compr 2,400.0 psi Ebend- roc 1,800.Oksi Wood Species : DF/DF Fc - Pdl 1,650.0 psi Eminbend - xx Fc - Perp 650.0 psi Ebend- yy 930.0 ksi 1,600.0 ksi Wood Grade :24F - V8 Fv 265.0 psi Eniinbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling } D(0.305) ELr(0.305) D(0.305) Lr(0.305) 1 i v v �► _ � i i 1 I i 6.75x1 g 5 t SPan=I ft 6.75x16. Span =19. Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3050, Lr = 0.3050 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.3050, Lr= 0,3050 , Tributary Width =1.0 ft DESIGN SUMMARY • • !Maximum Bending Stress Ratio __ ____ _ _ __ _ 0.5091 Maximum Shear Stress Ratio �«~ 0.349 : 1 ' Section used for this span 6.75x16.5 Section used for this span 6.75x16.5 j) fb : Actual 1,152.83 psi fv : Actual 92,52 psi FB : Allowable = 2,278.44psi Fv : Allowable = 265.00 psi Load Combination +D+Lr+H, LL Comb Run (LL) Load Combination +D+Lr+H, LL Comb Run (LL) ` Location of maximum on span = 0.000ft Location of maximum on span = 19.000 ft i # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 ISpan Maximum Deflection f ' l Max Downward L+Lr+S Deflection 0.153 in Ratio = 1524 t Max Upward L+Lr+S Deflection -0.065 in Ratio = 3503 Max Downward Total Deflection 0.254 in Ratio = 920 I IMax Upward Total Deflection -0.065 in Ratio = 3503 I , Maximum Forces & Stresses for Load Combinations Load Combination ' Max Stress Ratios Moment Values Shear Values Segment Length " Span # M V C d. C FIV C i C r C m C I C L M fb F'b V fv F'v D Onty 1 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 10,262 0,181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15,29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 H 2 0,263 0,181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 ' +O+L+H, LL Comb Run ('L) 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15,29 599.03 2264.37 3.57 48.07 265.00 Length =19.50 ft - 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +D+L+H, LL Comb Run (L') 0,95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 t 1 t t 1 1 1 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAEQAOL.COM TEL. (909) 889.0115 Fax (909) 889-0455 Wood Beam Description : RB -16 Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 Project Descr. WF -53 (i' INC. 19832013. BiAd:6.13.6.21. Ver.6.13.6.21 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i Cr C m C I C L M lb Fb V fv F'v Length = 19.01t 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length = 19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +D+L+H, LL Comb Run (LL) 0.95 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +D+Lr+H, LL Comb Run ('L) 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.388 0.331 1.00 0.95 1.00 1.00 1.00 1.00 1,00 22.63 886.72 2284.37 6.52 87.83 265.00 Length = 19.50 ft 2 0.389 0.331 1.00 0.95 1.00 1.00 1.00 1.00 1.00 22.63 886.72 2278.44 6.52 87.83 265.00 +D+Lr+H, LL Comb Run (L') 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.379 0.325 1.00 0.95 1.00 1.00 1.00 1.00 1.00 22.08 865.15 2284.37 6.39 86.00 265.00 Length =19.50 It 2 0.380 0.325 1.00 0.95 1.00 1.00 1.00 1,00 1.00 22.08 865.15 2278.44 3.92 86.00 265.00 +D+Lr+H, LL Comb Run (LL) 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.505 0.349 1.00 0.95 1.00 1.00 1.00 1.00 1.00 29.42 1,152.83 2284.37 6.87 92.52 265.00 Length = 19.50 ft 2 0.506 0.349 1.00 0.95 1.00 1.00 1.00 1.00 1.00 29.42 1,152.83 2278.44 6.87 92.52 265.00 +D+S+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +0+0.750Lr+0.750L+H, LL Comb Rt 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.357 0.294 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.80 814.79 2284.37 5.78 77.89 265.00 Length = 19.5011 2 0.358 0.294 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.80 814.79 2276.44 5.78 77.89 265.00 +D+0.750Lr+0.750L+H, LL Comb Rt 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.350 0.288 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.38 798.62 2284.37 5.67 76.34 265.00 Length = 19.50 ft 2 0.351 0.288 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.38 798.62 2278.44 3.83 76.34 265.00 +0+0.750Lr+0.750L+H, LL Comb Rt 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.444 0.307 1.00 0.95 1.00 1.00 1.00 1.00 1.00 25.89 1,014.38 2284.37 6.04 81,41 265.00 Length = 19.50 ft 2 0.445 0.307 1.00 0.95 1.00 1.00 1,00 1.00 1.00 25.89 1,014.38 2278.44 6.04 81.41 265.00 +D+0.750L+0.750S+H, LL Comb Ru 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15,29 599.03 2284.37 3.57 48.07 265.00 Length =19,50 R 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +D40.750L+0.750S+H, LL Comb Ru 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.262 0.181 1.00 0.95 1.00 1.00 1,00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +0+0.750L+0.750S+H, LL Comb Ru 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +D+W+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265,00 +0+0.70E+H 0.95 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2276.44 3.57 48.07 265.00 +0+0.750Lr40.750L+0.750W+H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.357 0.294 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.80 814.79 2284.37 5.78 77.89 265.00 Length =19.50 ft 2 0.356 0.294 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.80 814.79 2278.44 5.78 77.89 265.00 +D40.750Lr+0.750L+0.750W4H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.350 0.288 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.38 798.62 2284.37 5.67 76.34 265.00 Length =19.50 ft 2 0.351 0.288 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.38 798.62 2278.44 3.83 76.34 265.00 +D+0,750Lr+0.750L40.750W4H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0,444 0,307 1.00 0.95 1.00 1.00 1.00 1.00 1.Q0'- 25 89----1;0148--2 81.41 265.00 Length = 19.50 H 2 4D+0.750L+0.750S+0.750W+H, LL t 0.445 0.307 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 1.00 25.89 13.8 p 28.Qp-� Ld C�04�]�41 I0.� /0 265.00 Length =19.0 ft 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.I)0 Bfy512g.DiI�5913.0. 0.0"04 `2�Z8¢X�I7.O7 10 0.00 265.00 Length =19.50 It 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1 )0 15.2 59 03 �4�4� 3.57 Apt � bo 48`07 265.00 +D+0,750L+0.750S40.750W+H, LL r 0.95 1.00 1.00 1.00 1.00 1'00 E OQQ ) 0.00 0.00 Length =19.0 N 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1100 1 f24JR (3JJ94S`22��1(�j(311CTI(� 48.07 265.00 Length =19.50 It 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1"'00 15.29 599.03 �2/rs.A4 '3. 48.07 265.00 +D+0.750L40.750S+0.750W+H. LL r 0.95 1.00 1.00 1.00 1.00 11.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.262 O.t81 1.00 0.95 1.00 1.00 1.00 1.00 1.0O3gT19.29 599.03 .37 3.57 48.07 265.00 Length = 19,50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 111.06 _ 15.29 99:03- 265.00 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. �� - SAN BERNARDINO. CA 92401 E-rnail KNAPPAE@AOL.COM ,ll TEL. (909) 889.0115 Fax (909)889-D455 Printed U AUG 2013 11 SSAkt Wood Beam File=2:122NM26-APRESTIFD2LRB-JICSUPHa-0112092.21MUTILV-111D6366-O.EC6 ENERCALC, INC. 1983.2013, Buib:6.13.6.21. Ver.6.13A21 Description: RB -16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C I C L M ib Fb V tv Fv +D+0.75OLr+0.750L+0.5250E+H, LL 0.95 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.357 0.294 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.80 814,79 2284.37 5.78 77.89 265.00 Length =19.50 It 2 0.358 0.294 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.80 814.79 2278.44 5.78 77.89 265.00 +D+0.75OLr+0.750L+0.525OE4H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.350 0.288 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.38 798.62 2284.37 5.67 76.34 265.00 Length =19.50 ft 2 0351 0.288 1.00 0.95 1.00 1.00 1.00 1.00 1.00 20.38 798.62 2278.44 3.83 76.34 265.00 +D+0.750Lr+0.750L+0.5250E+H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0 444 0.307 1.00 0.95 1.00 1.00 1.00 1.00 1.00 25.89 1,014.38 2284.37 6.04 81.41 265.00 Length =19.50 It 2 OA45 0.307 1.00 0.95 1.00 1.00 1.00 1.00 1.00 25.89 1,014.38 2278.44 6.04 81.41 265.00 +D40.750L40.750S+0.5250E+H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19,50 It 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +040.750L+0.750S+0.5250E+H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =19.0 It 1 0.262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 ft 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +D40.750L+0.75OS40.5250E+H, LL 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0,262 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2284.37 3.57 48.07 265.00 Length =19.50 It 2 0.263 0.181 1.00 0.95 1.00 1.00 1.00 1.00 1.00 15.29 599.03 2278.44 3.57 48.07 265.00 +0.60D+W+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 O,OD 0.00 0.00 Length =19.0 ft 1 0.157 0.109 1.00 0.95 1.00 1.00 1.00 1.00 1.00 9.17 359.42 2284.37 2.14 28.84 265.00 Length =19.50 ft 2 0.158 0.109 1.00 0.95 1.00 1.00 1.00 1.00 1.00 9.17 359.42 2278.44 2.14 28.84 265.00 +0.60D+0.70E+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.157 0.109 1.00 0.95 1.00 1.00 1.00 1.00 1.00 9.17 359.42 2284.37 2.14 28.84 265.00 Length =19.50 ft 2 0.158 0.109 1.00 0.95 1.00 1.00 1.00 1.00 1.00 9.17 359.42 2278.44 2.14 28.84 265.00 Overall Maximum Deflections- Unfactored Loads Load Combination Span Max. "--' Dell Location in Span Load Combination Max. '+ Deft Location in Span D+Lr, LL Comb Run (L') 1 0.2255 8.598 0.0000 0.000 D+Lr, LL Comb Run ('L) 2 0.2542 10.785 0,0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MUmum 4.869 15.280 5.030 D Only 2.329 7.940 2.433 Lr Only, LL Comb Run ('L) -0.386 3.737 2.597 Lr Only, LL Comb Run (L') 2.540 3.603 -0.348 Lr Only, LL Comb Run (LL) 2.154 7.340 2.249 D+Lr, LL Comb Run ('L) 1.943 11.676 5.030 D+Lr, LL Comb Run (L') 4.869 11.543 2.084 D+Lr, LL Comb Run (LL) 4.483 15.280 4.681 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Title: Engineer: Project Descr: Filler Residence -Main House BDM Project ID: 12092.2 ft P � Beam self weight calculated and added to loads .ar�'^�-� p t Email KNAPPAE@AOL.COM t f (909)889-0115 Fax �,.�,""' "'""" Fax (909)889.0455 Pr+tRd 14 AUG 2G13.12niPF.1 rJtee� Beam File =Z:MM26-APRESRF02LRB-,RCSUPH4-011209221WTILV-!1106366-O.EC6 ENERCALC, INC.1983.2013, Btft:6.13.6.21, Ver.6.13.&2I ' Load for Span Number 2 Descrintion : RB -17 Uniform Load : D = 0.140, Lr = 0.140, W = 0.150 klft, Tributary Width =1.0 ft CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 ' D(0.14) L14 W 0.15 v w IS a�16x8x12 e__.................... Applied Loads D(0. 14Lr 0.14 W 0.15 D 0.14 09 NtQ141B�) • v Tuxii Sfi�S16x8 11 11/2 .a..........- ........ ... - -_. _------ .._.m.------..----- - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.140, Lr = 0.140, W = 1,110 111, Tributary Width =1.0 ft ' Load for Span Number 2 Uniform Load : D = 0.140, Lr = 0.140, W = 0.150 klft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.140, Lr = 0.140, W = 0.150 kfft, Tributary Width = .1.0 ft Point Load : D =1.570, Lr = 0.960 k @ 2.0 ft DESIGN SUMMARY • __-_--i-7-2,-,:_.. Maximum Bending Stress Ratio = . 0._1...Maximum Shear Stress Ratio = 0.028 :1 Section used for this span HSS16x8x1/2 Section used for this span HSS16x8x1/2 1 Ma: Applied 41.939 k -ft Va : Applied 6.355 k Mn / Omega: Allowable 243.313 k -ft Vn/Omega : Allowable 224.480 k Load Combirrfiliiddt750Lr+0.750L+0.750W+H; LL Comb Run ('L`) Load Combinf3lid)1750Lr+0.750L+0.750W+H, LL Comb Run ('LL) Location of maximum on span 14.070ft Location of maximum on span 28.500 it Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.108 in Ratio = 3,175 Max Upward L+Lr+S Deflection -0.018 in Ratio = 2,025 Max Downward Total Deflection 0.370 in Ratio = 925 Max Upward Total Deflection -0.061 in Ratio = 587 Maximum Forces & Stresses for. Load.Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max nx n a C m a ax Y n Omega D Only f 224.48 U 6M AF� U �' Dsgn. L = 28.50 ft 2 0.082 0.014 20.05 3.57 -3 20.05 40`6.33- 6&1.00 3 3.19 d.B�' 224,48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 466.33 24-131 000 0' 74.88 224.48 I --%W 6 R V ED +O+L+H, LL Comb Run (^L) v 46.33 Dsgn. L = 1.50ft 1 0.001 0.013 -0.24 0.24 E2a31Z C,-EaNbDTRUQ.Td0N4.88 224.48 Dsgn. L = 28.50 H 2 0.082 0.014 20.05 -3.57 20.05 46.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1,00 1.00 2.00 374.88 224.48 +D+t_+H, LL Comb Run ('L') BYT% Dsgn. L = 1.50 ft 1 0.001 0,013 -0.24 0.24 406.3 2-4311 1:0071-.00 114 224.48 Dsgn. L = 28.50 ft 2 0.082 0.014 20.05 -3.57 20.05 4f)'R-31.1 243`31"'1'16-1031 9 314.::224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+L+H, LL Comb Run ('LL) Dsgn. L = 1.50 It 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1,16 1.00 3.19 374.88 224.48 Dsgn, L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 ' +D+L+H; LL Comb Run (L") Knapp & Associates Inc. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINOINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909) 889.0115 ,...J Fax (909)889-0455 Project Title: Filler Residence Main House Engineer: BDM Project ID: 12092.2 Protect Descr: Pwed 14AUu2013 1201P" , Steel Beam File=Z:122WH26-APRESTIFD2LRB-JtCSUPH4-ON2092.21MUT(LV-ntDs365- O.EC6 ENERCALC. INC. 19812013, Build.6,13.6.21, Verfi.13.6 21 0.r00• Description : RB-17 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 ft 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1,16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 , +D+L+H, LL Comb Run (L'L) Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3,19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+L+H, LL Comb Run (LL') Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 ft 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243,31 1.00 1.00 2.00 374.88 224.48 +D+L+H, LL Comb Run (LLL) Dsgn. L = 1.50 It 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2,96 374.88 224.48 , Dsgn. L = 28,50 ft 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224,48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406,33 243,31 1.00 1.00 2.00 374.88 224.48 +D+Lr+H, LL Comb Run ("L) Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.88 374.88 124,48 Dsgn. L = 28.50 It 2 0.078 0.015 19.00 -5.77 19.00 406.33 243.31 1,17 1.00 3.27 374.88 224,48 Dsgn. L = 2.00 ft 3 0.024 0.014 -5.77 5.77 406.33 243.31 1.00 1.00 3.24 374.88 224,48 +D+Lr+H, LL Comb Run ('L') Dsgn. L = 1.50 ft 1 0.001 0.022 -0.24 0.24 405.33 243.31 1.00 1.00 4.96 374.88 224,48 Dsgn. L = 28.50 ft 2 0.141 0.023 34.25 -3.57 34.25 406.33 243.31 1.15 1.00 5.19 374.88 224:48 , Dsgn, L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224:48 +D+Lr+H, LL Comb Run ('LL) Dsgn. L = 1,5011 1 0.001 0.012 -0.24 0.24 406.33 243.31 1.00 1.00 4.88 374.88 224.48 Dsgn. L = 28,50 It 2 0.136 0.023 33.18 -5.77 33.18 406.33 243.31 1.16 1.00 5.27 374.88 224.48 Dsgn. L = 2.00 It 3 0.024 0.014 -5.77 5.77 406.33 243.31 1.00 1.00 3.24 374,88 224.48 ' +D+Lr+H, LL Comb Run (L") Dsgn, L = 1.5011 1 0.002 0.013 -0.40 0.40 406.33 243.31 1.00 1.00 2.97 374.88 224.48 Dsgn, L = 28.50 It 2 0.082 0.014 19.97 -3.57 19.97 406.33 243.31 1,16 1.00 3.19 374.88 224.48 Dsgn. L = 2,00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+Lr+H, LL Comb Run (L'L) Dsgn. L = 1.50 ft 1 0.002 0.013 -0.40 0.40 406.33 243.31 1.00 1.00 2.89 374.88 224.48 Dsgn. L = 28.50 It 2 0.078 0.015 18.92 -5.77 18.92 406.33 243.31 1,17 1.00 3,27 374.88 224.48 Dsgn. L = 2.00 ft 3 0.024 0.014 -5.77 5.77 406.33 243.31 1.00 1.00 3.24 374.88 224.48 +D+Lr+H, LL Comb Run (LL') Dsgn. L = 1.50 It 1 0.002 0.022 -0.40 DAD 406.33 243.31 1.00 1.00 4.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.140 0.023 34.17 -3.57 34,17 406.33 243.31 1.15 1,00 5.18 374.88 124.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+Lr+H, LL Comb Run (LLL) ' Dsgn. L = 1.50 It 1 0.002 0,022 -0.40 0.40 406.33 243.31 1,00 1.00 4.88 374.88 224.48 Dsgn. L = 28.50 It 2 0.136 0.023 33.10 -5.77 33.10 406.33 243.31 1.16 1.00 5.26 374.88 224.48 Dsgn. L = 2.00 It 3 0.024 0.014 -5.77 5.77 406.33 243.31 1.00 1.00 3.24 374.88 224,48 +D+S+H Dsgn, L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406,33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 ft 2 0.082 0.014 20A5 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 •3.57 3.57 406,33 243.31 1;00 1.00 2.00 374.88 224.48 +D+0.750Lr+0.750L+H, LL Comb Run {' Dsgn. L = 1.50 It 1 0.001 0,013 -0.24 0.24 406.33 243.31 1.00 1.00 2.90 374.88 224.48 Dsgn. L = 28.50 ft 2 0.079 0.014 19.26 -5.22 19.26 406.33 243.31 1.17 1.00 3.25 374.88 224.48 , Dsgn. L = 2.00 ft 3 0.021 0.013 -5.22 5.22 406,33 243.31 1,00 1.00 2.93 374.88 224.48 +D+0.750Lr+0.750L+4i. LL Comb Run (' Dsgn. L = 1,50 ft 1 0.001 0.020 -0.24 0.24 406.33 243.31 1.00 1.00 4.46 374,88 224.48 Dsgn. L = 28,50 ft 2 0.126 0.021 30.69 -3.57 30.69 406.33 243.31 1.15 1.00 4.69 374.88 224.48 , Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D-4750Lr+0.750L+4i, LL Comb Run (' Dsgn, L = 1.50 ft 1 0.001 0.020 -0.24 0.24 406.33 243.31 1.00 1.00 4.40 374,88 224.48 Dsgn L = 28.50 ft 2 0.123 0.021 29.90 -5.22 29.90 406.33 243.31 1.16 1.00 4.75 374.88 224.48 Dsgn, L = 2,00 It 3 0.021 0,013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 ' +0+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 1.50 ft 1 0.001 0.013 -0.36 0.36 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 19.99 -3.57 19.99 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374,88 224.48 +D+0,750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 1,50 It 1 0.001 0.013 -0.36 0.36 406.33 243.31 1.00 1.00 2.91 374.88 224,48 Dsgn_ L = 28.50 ft 2 0.079 0.014 19,20 -5.22 19.20 406.33 243.31 1.17 1.00 3.25 374.88 224,48 Dsgn. L = 2.00 ft +0+0.750Lr+0.7501-+44 3 0.021 0.013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 , , LL Comb Run (L i] 1 Il LI 1 f] • Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: �o SAN BERNARDINO, CA 92401 _ J 7 E-mail KNAPPAE@AOL.COM TEL. (909) 8890115 Fax (909)889.0455 Prared 14 AUG 2013 12 01 PH Steel Beam File=Z:MM26-71PRESTIFD2LRB-JICSUPH4-0112092.2VMUTILV-AID6366-O.EC6 ENERCALC. INC. 1983-2013. Suit,1:6.13.6.21, Ver.6.13.6 21 RB -17 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Ve Max Vnx Vnx/Omega Dsgn. L = 1.50 ft 1 0.001 0.020 -0.36 0.36 406.33 243.31 1:00 1.00 4.46 374.88 224.48 Dsgn.L = 28.50 ft 2 0.126 0.021 30.63 -3.57 30.63 406.33 243.31 1.15 1.00 4.69 374.88 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.OD 1.00 2.00 374.88 224,48 +D+0;750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 1.50 ft 1 0.001 0.020 -0.36 0.36 406.33 243.31 1.00 1.00 4.40 374.88 224.48 Dsgn. L = 28.50 It 2 0.123 0.011 29.84 -5.22 29.84 406.33 243.31 1.16 1.00 4.74 374.88 224.48 Dsgn. L-= 2.00 It 3 0.021 0.013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 +0+0.750L+0.750S+H, LL Comb Run (" Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 .406.33 243,31 1.00 1.00 2.96 374.88 224:48 Dsgn. L = 28.50 N 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +0+0.7501-40.75034H, LL Comb Run ('L Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224:48 +040.75OL40.750S+H, LL Comb Run (-'L Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 40633 24131 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 =3.57 3.57 406.33 243.31 1.00 1.00 2,00 374.88 224:48 +0+0.7501-40.750S+H, LL Comb Run (L' Dsgn. L = 1.50 It 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn, L = 28.50 ft 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +040.7501-40.750S41-1, LL Comb Run (L' Dsgn. L = 1.50 ft 1 0.001 D.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 314.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243,31 1.16 1.00 3.19 374,88 224.48 Dsgn. L = 2.00 If 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +040.75OL40.750S4H, LL Comb Run (LL Dsgn. L = 1.50 It 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 40633 24131 1.00 1.00 2.00 374.88 224.48 ;".7501.40.750S+H, LL Comb Run (LL Dsgn. L = 1.50 ft 1 0.001 0-013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 If 2 0,082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3,19 374.88 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +04W4H Dsgn. L = 1.50 ft 1 0.002 0.023 -0.41 0.41 406.33 243.31 1.00 1.00 5.09 374.88 224.48 Dsgn. L = 28.50 ft 2 0.144 0.024 35.03 -3.87 35.03 40633 243.31 1.15 1.00 5.34 374.88 224.48 Dsgn, L:= 2.00 ft 3 0.016 0.010 -3.87 3.87 406.33 243.31 1.00 1.00 2.30 374.88 224,48 +040.70E+H Dsgn. L = 1.50 ft 1 0.001 0.013 424 0;24 406;33 243.31 1.00 1.00 2,96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0,014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 It 3 D.015 0.009 -3.57 3.57 406.33 243.31 1100 1.00 2.00 374,88 224.48 +".750Lr4O.750L+0.75OW441,.LL Cam Dsgn_ L = 1.50 ft 1 0.002 0.020 -0.37 0,37 406.33 243.31 1.00 1.00 4.50 374.88 224.48 Dsgn. L = 28.50 ft 2 0.125 0.022 30.49 -5.45 30:49 406.33 243.31 1.16 1.00 4;86 374.88 224.48 Dsgn, L = 2.00 It 3 0.022 0.014 -5.45 5.45 406.33 243.31 1.00 1.00 3.16 374.88 224.48 +040.750Lr+0.750L+0.750W+H,.LL Cam Dsgn. L = 1.50 ft 1 0.002 0.027 -0.37 0.37 406.33 243.31. 1.00' 1.00 6.06 374.88 224.48 Dsgn. L = 28.50 If 2 0.172 0.028 41.94 -3.80 41.94 406.33 243.31 1.15 1.00 6.30 374.88 224.48 Dsgn. L = 2.00 It 3 0.016 0.010 -3.80 3:80 4 6. 3 a3-.Jr--rOT-T.DO '-'°- -t23 224.8 +D40.750Lr+0.750L40.750W+H, LL Com 1 ® f Q Q W I TA Dsgn. L = 1.50 ft 1 0.002 0.027 -0.37 0.37 4 6.33, 4131 t 0 0 Or 74.88 224.48 Dsgn. L= 28.50 If 2 0.169 0.028 41.13 5.45 41.13 4 6: lJ1 0 11�I&-' 91,0'�AFE s,5DU'Oq, 224.48 Dsgn. L= 2.00 ft 3 0.022 0.014 -5:45 5.45 6.33 ��.3I �1-Q0 0��3'§� 374.88 224.8 +D40.750Lr+0.750L+0.750W+H, LL Cam A P f'- ff b Dsgn.L= 1.50ft 1 0.002 0.020 -0.49 0.49 �4�.3,4 Cj•0tlRU8PM74.88 L = 28.50 ft 2 0.128 0.021 31.22 -3.80 31:22 33 3 1"f 5 0' - 37Dsgn. 224. 8Dsgn. L = 2.00 ft 3 0.016 0.010 -3.80 3.80 t)6.33 33 243.31 ' 1.00 1.00 2.23 374.88 224.48 +D40.750Lr+0.750L+0:750W+H„LL Com Dsgn.L= 1.50ft 1 0.002 0.020 -0.49 0.49 gbhTE ABY LU--3A-8a 224.8 .Dsgn. L = 28.50 If 2 0.125 0.022 30.43 -5.45 30.43 4 5 374.88 224,8 Dsgn. L = 2.00 ft 3 0.022 0.014 -5:45 5.45 406.33 243.31 1.00 1.00 3.16 374.88 224,48 +D+0.75OLr40.750L+0.750W+H, LL Com . Dsgn. L = 1:50 ft 1 0.002 0.027 -0.49 0.49 406.33 243.31 1.00 1.00 6.06 374.88 224.48 Dsgn. L = 28.50 ft 2 0.172 0.028 41.88 -3.80 41.88 406.33 243.31 1.15 1.00 6.29 374.88 224:48 Dsgn. L = 2.00 ft 3 0.016 0.010 •3.80 3.80 406.33 243.31 1.00 1.00 2.23 374.88 224.8 +040.75OLr+0.750L+0.750W+H, LL Cam Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909) 889.0115 Fax (909)889.0455 Project Title_ Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project DeScr.�� Pmted 14A1}GZO13 120W!A ' ' Steel Beam File=Z,122WH26-APRESTI FD2LRB-JICSUPH4--01120922WUTILV-A1D6365-O.EC6 ENERCALC, INC. 1963.2013, 80d.6.13 621, Ver.613 6 21 r.rrr Description : RB-17 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 1.50 It 1 0.002 0.027 -0.49 0.49 406.33 243,31 1.00 1.00 6.00 374.88 22448 Dsgn. L = 28.50 ft 2 0.169 0.028 41.07 -5.45 41.07 406.33 243.31 1.15 1.00 6.35 374.88 22448 Dsgn. L = 2.00 ft 3 0.022 0.014 -5.45 5.45 406.33 243.31 1,00 1.00 3.16 374.88 224.48 , +D+0.750L+0.7505+0.750W+H, LL Coml Dsgn. L = 1.50 It 1 0.002 0.020 -0,37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 Dsgn. L = 28.50 ft 2 0.129 0.021 31.28 -3.80 31.28 406.33 243.31 1.15 1.00 4.80 374.88 224.48 Dsgn. L = 2.001t 3 0.016 0.010 -3.80 3.80 406.33 243.31 1.00 1.00 2.23 374.88 224.48 +0+0.750L+0.750S+0.750W+H, LL Com► , Dsgn. L = 1.50 ft 1 0.002 0.010 -0.37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 Dsgn. L = 28.50 It 2 0.129 0.021 31.28 -3.80 31.28 406.33 243.31 1.15 1.00 4.80 374.88 224.48 Dsgn. L = 2.00 ft 3 0.016 0.010 -3.80 3.80 406.33 243.31 1.00 1.00 2.23 374.88 224.48 +D40,750L40.750540.750W+H, LL Coml Dsgn. L = 1.50 ft 1 0.002 0.020 -0.37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 ' Dsgn. L = 28.50 It 2 0,129 0.021 31.28 -3.80 31.28 406.33 243.31 1.15 1.00 4.80 374.88 224AB Dsgn. L = 2.00 ft 3 0.016 0.010 -3.80 3.80 406.33 243.31 1.00 1.00 2.23 374.88 224.48 +D+0.750L++0.750540.750W+H, LL Coml Dsgn. L = 1.50 It 1 0.002 0.020 -0.37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 ' Dsgn. L = 28.50 ft 2 0.129 0.021 31.28 -3.80 31.28 406.33 243.31 1.15 1.00 4.80 374.88 224.48 Dsgn. L = 2.00 ft 3 0.016 0.010 -3.80 3.80 406.33 243.31 1.00 1.00 2.23 374,88 224.48 +D+0.750L+0.750S+0.750W+H, LL Coml Dsgn. L = 1.50 It 1 0.002 0.020 -0.37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 Dsgn. L = 28.50 ft 2 0.129 0.021 31.28 -3,80 31.28 406.33 243.31 1,15 1.00 4.80 374,88 224AB ' Dsgn. L = 2.00 It 3 0.016 0.010 -3.80 3.80 406.33 243.31 1.00 1.00 2.23 374.88 224.48 +D+0.750L+0.750S+0.750W+H, LL Coml Dsgn. L = 1.50 It 1 0.002 0.020 -0.37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 Dsgn. L = 28.50 It 2 0.129 0.021 31,26 -3.80 31.28 406.33 243.31 1.15 1,00 4.80 374.88 224.48 Dsgn. L = 2.00 It 3 0.016 0.010 -3.80 3.80 406,33 243.31 1.00 1.00 2.23 374.88 224.48 , +0+0,750L+0.750S+0.750W+H, LL Coml Dsgn. L = 1.50 It 1 0.002 0.020 -0.37 0.37 406.33 243.31 1.00 1.00 4.56 374.88 224.48 Dsgn. L = 28.50 It 2 0.129 0.021 31.28 -3.80 31.28 406.33 243.31 1.15 1.00 4.80 374.88 224.48 Dsgn. L = 2.00 ft 3 0.016 0.010 -3.80 3.80 406.33 243.31 1,00 1.00 2.23 374.88 224.48 +0+0.750Lr+0.750L+0.5250E+H, LL Cort Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406,33 243.31 1.00 1.00 2.90 374.88 224.48 Dsgn, L = 28.50 ft 2 0.079 0.014 19.26 -5.22 19.26 406.33 243.31 1.17 1.00 3.25 374.88 224,48 Dsgn. L = 2.00 It 3 0.021 0.013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 +D+0.750Lr+0.750L+0.5250E+H, LL Cort ' Dsgn, L = 1.50 ft 1 0.001 0.020 -0.24 0.24 406.33 243.31 1.00 1.00 4.46 374.88 224.48 Dsgn. L = 28.50 It 2 0.126 0.021 30.69 -3.57 30.69 406.33 243.31 1.15 1-00 4.69 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+0.750Lr+0.750L+0.5250E+H, LL Con , Dsgn. L = 1.50 ft 1 0.001 0.020 -0.24 0.24 406.33 243.31 1.00 1.00 4.40 374.88 224.48 Dsgn. L = 28.50 It 2 0.123 0.021 29.90 -5.22 29.90 406.33 243.31 1,16 1.00 4.75 374.88 224.48 Dsgn. L = 2.00 ft 3 0.021 0.013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 +D+0.750Lr+0.750L40.5250E+H, LL Can Dsgn. L = 1.50 It 1 0.001 0.013 -0.36 0.36 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 ft 2 0.082 0.014 19.99 -3.57 1919 406.33 243.31 1.16 1.00 3.19 374.88 22448 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+0.750Lr+0.750L+0.5250E+H, LL Cort Dsgn. L = 1.50 ft 1 0.001 0.013 -0.36 0.36 406,33 243,31 1.00 1.00 2.91 374.88 224.48 Dsgn. L = 28.50 ft 2 0.079 0.014 19.20 -5.22 19.20 406.33 243.31 1.17 1.00 3.25 374.88 224.48 Dsgn. L = 2.00 ft 3 0,021 0.013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 +D+0.750Lr. 0,750L+0.5250E+H, LL Cort Dsgn. L = 1.50 ft 1 0.001 0.020 -0.36 0.36 406.33 243.31 1.00 1.00 4.46 374.88 224.48 Dsgn. L = 28.50 It 2 0.126 0.021 30.63 -3.57 30.63 406.33 243.31 1,15 1.00 4.69 374.88 224.48 Dsgn.L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374,88 224AB +0+0.750Lr+0.750L+0.5250E4H, LL Con Dsgn. L = 1.50 It 1 0.001 0.020 -0.36 0,36 406.33 243.31 1.00 1.00 4.40 374.88 224.48 Dsgn. L = 28.50 It 2 0.123 0.021 29.84 -5.22 29.84 406.33 243.31 1.16 1.00 4.74 374.88 224.48 Dsgn. L = 2.00 ft 3 0,021 0.013 -5.22 5.22 406.33 243.31 1.00 1.00 2.93 374.88 224.48 +D+0.750L+0.7505+0.5250E+H, LL Com Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2,96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+0.750L+0.750S+0.5250E+H, LL Com Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 ft 2 0,082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 +0+0.750L+0.750S+0.5250E+H, ILL Com 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr, p SAN BERNARDINO, CA 92401 91f_ E-mail KNAPPAE@AOL.COM ` TEL. (909) 889.0115 Fax (909) 889-0455 Pmea 14AU2013.120113M Steel Beam File=Z:U2WH26-APRESTIFD2LRB-JICSUPH4-011209221MUTILV-11106366-O.EC6 ENERCALC, INC. 1983.2013, Build:6.13.6.21, Ver.6.13.6.21 Description : Load Combination Max Stress Ratios Support 3 Support 4 Summary of Moment Values Summary of Shear Values Segment Length Span # ' M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 1.50 ft 1 0.001 0.013 1.918 -0.24 0.24 406.33 243.31 1.00 '1.00 2.96 374.88 224.48 Dsgn. L = 28.50 ft 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+0.750L+0.750S+0.5250E+H, LL Com Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0:014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.0011 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+0.750L+0.750S+0.5250E+H,LL Com Dsgn. L = 1.50 fl 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224.48 Dsgn. L = 28.50 It 2 0.082 0.014 .20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 ft 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.88 224.48 +D+0.750L40.750S+0.5250E+H, LL Com Dsgn. L = 1.50 ft 1 0.001 0.013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.88 224,48 Dsgn, L = 28.50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.88 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374,86 224.48 +D+0.750L40.750S+0.5250E+H, LL Com Dsgn. L = 1.50 It 1 0.001 0:013 -0.24 0.24 406.33 243.31 1.00 1.00 2.96 374.86 124AB Dsgn. L = 28:50 It 2 0.082 0.014 20.05 -3.57 20.05 406.33 243.31 1.16 1.00 3.19 374.86 224.48 Dsgn. L = 2.00 It 3 0.015 0.009 -3.57 3.57 406.33 243.31 1.00 1.00 2.00 374.86 224A8 +0.60D+W+H Dsgn. L = 1.50 ft 1 0.001 0.017 -0.31 0.31 406.33 243.31 1.00 1.00 3.91 374.88 224.48 Dsgn. L = 28.50 It 2 0.111 0.018 27.01 -2.44 27.01 406.33 243.31 1.15 1.00 4.06 374.88 224AB Dsgn. L = 2.00 It 3 0.010 0.007 -2.44 2.44 406.33 243.31 1.00 1.00 1.50 374.88 224.48 +0.60D+0.70E+H Dsgn. L = 1.50 It 1 0.001 0.008 -0.15 0.15 406.33 243.31 1.00 1.00 1.78 374.88 224.48 Dsgn. L = 28.50 ft 2 0.049 0.009 12.03 -2.14 12.03 406.33 243.31 1.16 1.00 1.92 " 374.88 224.48 Dsgn. L = 2.00 ft 3 0.009 0.005 -2.14 2.14 406.33 243.31 1.00 1.00 1.20 374.88 224.48 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Deg Location in Span Load Combination Max. '+' Deg Location in Span 1 0.0000 14.430 D+Lr+W -0.0613 0.000 D+Lr+W 2 0.3696 14.430 0.0000 0.000 3 0.0000 14.430 D+Lr+W -0.0784 2.000 Maximum Deflections for Load Combinations-.Unfactored Loads. Load Combination Span Max. Downward Deg Location in Span Span Max. Upward Deg Location in Span D Only 2 0.1488 14.070 3 -0.0300 2.000 Lr Only, LL Comb Run ("L) 3 0.0039 2.000 2 -0.0102 16.595 Lr Only, LL Comb Run ('L') 2 0.1077 14.430 3 -0.0237 2.000 Lr Only, LL Comb Run ('LL) 2 0.0977 14.070 3 -0.0198 2.000 Lr Only. LL Comb Run (L") 1 0.0002 0.000 2 -0.0007 12.266 Lr Only, LL Comb Run (L'L) 3 0.0040 2.000 2 -0.0109 16.234 Lr Only, LL Comb Run (LL') 2 0.1070 14.430 3 -0.0236 2.000 Lr Only, LL Comb Run (LLL) 2 0.0970 14.070 3 -0.0197 2.000 W Only 2 0.1133 14.430 .3 -0.0247 2.000 D+Lr, LL Comb Run ("L) 2 0.1390 14.070 3 -0.0261 2.000 D+Lr, LL Comb Run ('L') 2 0.2565 14.430 3 -0.0537 2.000 D+Lr, LL Comb Run ('LL) 2 0.2466 14.070 3 -0.0498 2.000 D+Lr, LL Comb Run (L") 2 0.1481 14.070 3 -0.0299 2.000 D+Lr. LL Comb Run (L'L) 2 0.1382 14.070 2.000 D+Lr, LL Comb Run (LL') D+Lr, Ll Comb Run (LLL) 2 2 0.2558 0.2458 14.430 14.070 al � 3 49 00 o L ,153b U I NT D D+W 2 0.2621 14.430 BUILDING & EN coo D+Lr+W, LL Comb Run ("L) 2 0.2521 14.070 pEp 0 000 D+Lr+W, LL Comb Run ('L') 2 0.3698 14.430 � � �6.$ � � 2.000 D+Lr+W, LL Comb Run ('LL) 2 0.3598 14.430 3 I E ® 4 C 2.00 D+Lr+W, LL Comb Run (L") 2 0.2613 14.430 FOR CONS3&&WCTION 2.00 D+Lr+W, LL Comb Run (L'L) 2 0.2514 14.070 3 -0.0507 2.00 D+Lr-+W, LL Comb Run (LL') 2 0.3690 14.430 3 -0.0783 2.00 D+Lr+W," LL Comb Run (LLL) 2 0.3591 14.430 DATE 3 2.00 Vertical Reactions - Unfactored Support notation: Far left is•#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 7.853 10.950 D Only 3.284 5.196 Lr Only, LL Comb Run ("L) -0.077 1.317 Lr Only, LL Comb Run ('L') 1.995 1.995 Lr Only, LL Comb Run I'LL) 1.918 3.312 IJ 1 ' Knapp & Associates Inc. Project Title: Engineer: Filler Residence -Main House BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: �_ SAN BERNARDINO. CA 92401 �E-mail KNAPPAE@AOL.COM TEL, (909) 889.0115 ,...�.. , Fax (909) 889-0455 Pnn;ael4AUG 20131201PM St@eI Beath File= Z:122WH26-71PRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-111D6366-O.EC6 ENERCALC, INC 19832013, BuiW6.13.6.21, Vec6.13.6.21 , 1.r01• Description : RB-17 Ver Tical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS , Load Combination Support 1 Support 2 Support 3 Support 4 Lr Only, LL Comb Run (L") 0.216 -0.006 Lr Only, LL Comb Run (L•L) 0.138 1.312 Lr Only, LL Comb Run (LL') 2.211 1.989 , Lr Only, LL Comb Run (LLL) 2.133 3.307 W Only 2.358 2.442 D+Lr, LL Comb Run ('•L) 3.207 6.513 D+Lr, LL Comb Run ('L') 5.279 7.191 D+Lr, LL Comb Run (*LL) 5.202 8.508 D+Lr, LL Comb Run (L") 3.500 5.190 D+Lr, LL Comb Run (L'L) 3.423 6.508 D+Lr, LL Comb Run (LL') 5.495 7.185 D+Lr, LL Comb Run (LLL) 5.418 8.503 D+W 5.642 7.638 D+Lr+W, LL Comb Run ("L) 5.565 8.955 D+Lr+W, LL Comb Run ('L`) 7.637 9.633 D+Lr+W, LL Comb Run ('LL) 7.560 10.950 D+Lr+W, LL Comb Run (L") 5.858 7.632 D+Lr+W, LL Comb Run (L'L) 5.781 8.950 D+Lr+W, LL Comb Run (LL') D+Lr+W, LL Comb Run (LLL) 7.853 7.776 9.627 10.945 , Steel Section Pro erties : HSS16x8x112 Depth = 16.000 in I xx - 679.00 in^4 J = 563.000 in"4 S xx 84.90 in"3 Cw = 108.00 in16 Width = 8.000 in R xx = 5.700 in ' Wall Thick = 0.465 in Zx = 106.000 in "3 Area = 20.900 in"2 1y = 230.000 in"4 C = 0.000 in13 Weight = 75.943 ptf S yy = 57.600 in"3 R yy = 3.320 in , Zy = 65.500 in13 Ycg = 8.000 in IJ 1 J 1 t f] � I tj 91 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 Fax (909) 889.0455 Steel Beam Description : RB -18 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: Paned. 14 AUG 2013 12 02PM File = Z:122WH26-APRESTIF02LRB-JICSUPH4-0112092.2WIUTILVfi1D6366-O.EC6 ENERCALC, INC 1983-2013, Buld:6.13.6.21, Ver.6.13.6.21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 D(0.22) Lr(0.22) Span = 24.0 ft W 18x76 Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 21.31 679.1 +D40.750Lr+0.750L+H Uniform Load : D = 0.220, U = 0.220 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Dsgn. L = 24.00 It 1 0.082 Maximum Bending Stress Ratio = 0.091 : 1 Maximum Shear Stress Ratio = 0.040 : 1 i Section used for this span W18x76 Section used for this span W1 8x76 I Ma: Applied 37.145 k -ft Va : Applied 6.191 k I Mn / Omega: Allowable 406.687 k -ft Vn/Omega : Allowable 154.70 k f ` Load Combination +D+Lr+H Load Combination +D+Lr+H I Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection +D+0.70E+H I Max Downward L+Lr+S Deflection 0.043 in Ratio= 6,710 Dsgn. L = 24.00 ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 21.31 j Max Downward Total Deflection 0.101 in Ratio = 2861 I I Max Upward Total Deflection 0.000 in Ratio = 0 <240 Dsgn.L = 24.00 It 1 0.082 0.036 33.19 33.19 Maximum Forces & Stresses for Load Combinations +D+0.750L+0.75OS40.750W+H Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only 679.1 Dsgn. L = 24.00 It 1 0.052 0.023 21.31 21.31 679.17 406.69 1.00 1.00 3.55 232.05 154.70 +D+L4H Dsgn. L = 24.00 It 1 0.052 0.023 21.31 21.31 679.17 406.69 1.00 1.00 3.55 232.05 154.70 +D+Lr+H Dsgn. L = 24.00 ft 1 0.091 0.040 37.15 37.15 679.17 406.69 1.00 1.00 6.19 232.05 154.70 +D+S+H Dsgn. L = 24.00 It 1 0.052 0.023 21.31 21.31 679.1 +D40.750Lr+0.750L+H Dsgn. L = 24.00 It 1 0.082 0.036 33.19 33.19 679.1 4D+0.750L40.750S+H Dsgn. L = 24.00 ft 1 0.052 0.023 21.31 21.31 679.1 +O+W+H Dsgn.L = 24.00 It 1 0.052 0.023 21.31 21.31 679.1 +D+0.70E+H Dsgn. L = 24.00 ft 1 0.052 0.023 21.31 21.31 679.1 +D+0.750Lr+0.750L+0.750W+H Dsgn.L = 24.00 It 1 0.082 0.036 33.19 33.19 679.1 +D+0.750L+0.75OS40.750W+H Dsgn. L = 24.00 It 1 0.052 0.023 21.31 21.31 679.1 +D+0.750Lr40.750L+0.5250E+H Dsgn. L = 24.00 R 1 0.082 0.036 33.19 33.19 679.17 406.69 1.00 1.00 5.53 232.05 154,70 +D+0.750L40.750S+0.5250E+H Dsgn. L = 24.00 ft 1 0.052 0.023 21.31 21.31 679.17 406.69 1.00 1.00 3.55 232.05 154,70 Knapp & Associates Inc. Project Title: Filler Residence Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Protect Descr: f jF- k E-mail KNAPPAE@AOL.COM TEL (909)889-0115 Fax (909)889-0455 Ported 14AUG 2G13.t1.Q'.S4 Steel Beam File=L-MM26-7\PRESTIFD2LRa-JICSUPH4-0112092.21MUTILV-f11D6366-O.EC6 ENERCALC, INC. 19932013. Build:6.13.6.21, Ver.6.13.6.21 r.�rr Description: RB -18 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn. L = 24.00 ft 1 0.031 0.014 12.76 +0.60D+0.70E+H 12.78 679.17 406.69 1.00 1.00 2.13 232.05 154,70 , Dsgn. L = 24.00 ft 1 0,031 0.014 12.78 12.78 679.17 406.69 1.00 1.00 2.13 232.05 154,70 .Overall Maximum Deflections • Unfactored Loads _ Load Combination Span Max. '--° Dell Location in Span Load Combination Max, '+' Dell Location in Span D+Lr 1 0.1006 12.120 0.0000 0.000 MaximumDeflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0577 12.120 0,0000 0.000 Lr Only 1 0.0429 12.120 0.0000 0.000 D+Lr 1 0.1006 12.120 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 ' Overall M mum 6.191 6.191 D Only 3.551 3.551 Lr Only 2.640 2.640 D+Lr 6.191 6.191 Steel Section Properties : W18x76 , Depth = 18.200 in I xx - 1,330.00 in"4 J = 2.830 in°4 Web Thick = 0.425 in S xx Flange Width = 11:000 in R xx 146.00 in"3 = 7.730 in CW = 11700.00 in"6 ' Flange Thick = 0.680 in Zx = 163.000 in13 Area = 22.300 in"2 1 yy = 152.000 in% Weight = 75:909 plf S yy = 27.600 in^3 Wno = 48.200 in^2 Kdesign = 1.080 in R yy = 2.610 in Sw = 90.100 in4 ' K1 = 1.063 in Zy = 42.200 in^3 Of = 31.500 in"3 its = 3.020 in rT = 2.950 in Ow = 80.600 in"3 Ycg = 9.100 in ' 1 I [l L I' ii Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 -mail L. (909A 89.011 COM TEL. (909)889.0115 Fax (909) 889-0455 Steel Beam r.rrr• Description: RB -19 CODE REFERENCES Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 Project Descr: 1? 43 Pm:ed 14 AUG 2013.12 02Pr.1 INC. 1983.2013, Build:6.13.6.21, Ver.6.13.6 21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design. Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 .04) D(0.03) LR(?A3).Lr3A27) g Span = 24.0 ft e Span = 5.50 ft W 18x50 W 18x50 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, Lr = 0.040 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, Lr = 0.040 k/ft, Tributary Width =1.0 ft Point Load : D = 2.073, Lr = 3.127 k @ 5.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.121 : 1 Maximum Shear Stress Ratio= 0.046: 1 Section used for this span W18x50 Section used for this span W1 8x50 I Ma : Applied 30.416 k -ft Va : Applied 5.860 k j Mn /Omega: Allowable 251.996 k -ft Vn/Omega : Allowable 127.80 k Load Combination +D+Lr+H, LL Comb Run (•L) Load Combination +D+Lr+H, LL Comb Run (•L) Location of maximum on span 24.000ft Location of maximum on span 24.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 9 Maximum Deflection Max Downward L+Lr+S Deflection 0.072 in Ratio = 1,845 i Max Upward L+Lr+S Deflection -0.049 in Ratio = 5,819 Max Downward Total Deflection 0.103 in Ratio = 1279 Max Upward Total Deflection -0.060 in Ratio = 4836 Maximum Forces & Stresses for Load .Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420,83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420 83 n `252.00 00 1.0 1 19 27.80 +D+L+H, LL Comb Run (•L) C 1 �' d- J I�jNTA 24.00 It 1 0.050 0.020 1.18 12.61 12.61 42( 83 252,jj oct-AFEGo Dsgn. L = 5.50 ft 2 0 050 0 020 -12.61 12 61 42 83 BU�r227.80 (�1Y00 oo-, Y.51 �9}��• 27 80 +0+1_+H,n. LL Cam. Run (L•) 00 � �. �f'1� / � n Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12,61 12.61 42(,83 252.00y 1.00 1.0 V V 2 5d. L�'f91.70 27.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 42083 �5 C0 NPgTR U Ur(C1j>J.70 27.80 +O+L+H. LL Comb Run (LL) Dsgn. L = 24.00 R 1 0.050 0.020 1.18 -12.61 12.61 42 .83 252.00 1.00 1.00 2.51 191.70 27.80 Dsgn, L = 5,50 ft 2 0.050 0.020 -12.61 12.61 420.8bAT?51.00 1.00 1.00 BY 2.51 191.70 27.80 +D+Lr+H, LL Comb Run (1) Dsgn. L = 24.00 It 1 0,121 0.046 -30.42 30.42 420:63 25290-9.00-190 366-; 27.80 Dsgn. L = 5.50 It 2 0.121 0.046 -30.42 30.42 420.83 252.00 1.00 1.00 5.86 191.70 127.80 +D+Lr+H, LL Comb Run (L•) Dsgn. L = 24.00 ft 1 0.050 0.020 3.49 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.51 420.83 252.00 1,00 1.00 2.51 191.70 127.80 +D+Lr+H, LL Comb Run (LL) Dson. L = 24.00 It 1 0.121 0.046 0.12 -30.42 30.42 420.83 252.00 1.00 1.00 5.86 191.70 127.80 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM ` TEL(909) 889-0115 Fax (9D9) 889-0455 Fax Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr; (� ?Bred 14 AUG 2013 1202P ' Steel Beam File=Z12AVH26-APRES7)FD2LRB-JICSUPH4-0112092.21MUTILV-81D'a366-O.EC6 ENERCALC, INC. 1983.2013. Build:6.13.6.21, Ver.6.13.6.21 ,.0„933 'Licensee: KNAPP ARCHITECTURE'ENGINEERSI Description : RB-19 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.50 ft 2 0.121 0.046 -30.42 30.42 420.83 252.00 1.00 1.00 5.86 191.70 127.80 +D+S4H Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12,61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 , Dsgn. L = 5.50 ft 1 0.050 0.020 -12.61 11.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D+0.750Lr+0.750L+H, LL Comb Run (' Dsgn. L = 24.00 tt 1 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 Dsgn. L = 5.50 ft 2 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 +D40.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 24.00 It 1 0.050 0.020 2.87 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 24.00 It 1 0.103 0.039 D.26 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 Dsgn. L = 5.50 ft 2 0.103 0,039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 , +D40.750L40.750S+H, LL Comb Run ('L Dsgn. L = 24.00 it 1 0.050 D.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 It 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.750L+0.750S+H. LL Comb Run (L' ' Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.750L40.750S+H, LL Comb Run (LL Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 R 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D+W+H Dsgn. L = 24.00 It 1 0.050 0.020 1.18 12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.60 Dsgn. L = 5.50 It 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D+0.70E+H ' Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.7501-r40.7501-40.750W+H, LL Com Dsgn. L = 24.00 ft 1 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 Dsgn. L = 5.50 ft 2 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 ' +D40.750Lr40.750L+0.750W+H, LL Com Dsgn. L = 24.00 It 1 0.050 0.020 2.87 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420,83 252.00 1.00 1.00 2,51 191.70 127.80 +D+0.750Lr+0.750L+0.750W4H, LL Com Dsgn, L = 24,00 It 1 0.103 0.039 0.26 -25.96 25.96 420,83 252.00 1.00 1.00 5.02 191.70 127.80 ' Dsgn. L = 5.50 ft 2 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 +D40.750L40.75OS40.750W+H, LL Coml Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 ' +0+0.750L+0.750540.750W+H, LL Coml Dsgn, L = 24,00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420,83 252.00 1.00 1.00 2,51 191.70 127.80 +D40.750L40,750540.750W+H, LL Coml Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 , Dsgn. L = 5.509 2 0.050 0.020 -1161 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.750Lr+0.750L+0.5250E+H, LL Con Dsgn, L = 24.00 ft 1 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 Dsgn. L = 5.50 It 2 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 ' +D+0.750Lr+0.750L+0.5250E4H, LL Con Dsgn. L = 24.00 it 1 0.050 0.020 2.87 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.750Lr+0.75OL40.5250E+H, LL Con Dsgn. L = 24.00 it 1 0.103 0,039 0.26 -25.96 25.96 420.83 252,00 1.00 1.00 5.02 191.70 127.80 ' Dsgn. L = 5.50 ft 2 0.103 0.039 -25.96 25.96 420.83 252.00 1.00 1.00 5.02 191.70 127.80 +D40.750L+0.750540.5250E+H, LL Com Dsgn. L = 24.00 It 1 0.050 0A20 1,18 -12.61 12.61 420.83 252A0 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +040,750L40.750540.5250E+H, LL Com , Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 Dsgn. L = 5.50 it 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +D40.750L+0.750S+0.5250E4H, LL Com Dsgn. L = 24.00 It 1 0.050 0.020 1.18 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 , Dsgn. L = 5.50 ft 2 0.050 0.020 -12.61 12.61 420.83 252.00 1.00 1.00 2.51 191.70 127.80 +0.60D+W+H Dsgn. L = 24.00 ft 1 0.030 0.012 0.71 -7.57 7.57 420.83 252.00 1.00 1.00 1.51 191.70 127.80 Dsgn. L = 5.50 ft 2 0.030 0.012 -7.57 7.57 420.83 252.00 1.00 1.00 1.51 191.70 127.80 +0.60D40.70E+H 17 Knapp & Msociates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, E-mail KNAPPAE@AOLOL.COMCOM TEL. (909) 889-0115 Fax (909)889.0455 1 Steel Beam Ims r.��r Description : RB -19 Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr: Prm;ed,14 AUG, 2013 12.e2Pld ENERCALC, INC. 1983.2013, Buld:6.13.6.21, Ver.6.13.6.21 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values . Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 24.00 H 1 0.030 0.012 0.71 -7:57 7.57 420.83 252.00 1.00 1.00 1.51 191,70 127.80 Dsgn. L = 5.50 ft 2 0.030 0.012 -7.57 7.57 420.83 252.00 1.00 1.00 1.51 191.70 127.80 Overall Maximum Deflections - Unfactored. Loads Load Combination Span Max. "- Dell Location in Span Load Combination Max. W Deb Location in Span 18.000 in 1 0.0000 5.500 D+Lr 1.240 inA4 -0:0596 14.769 D+Lr 2 0.1032 5.500 Flange Width = 0.0000 14369 Maximum Deflections for Load Combinations -- Unfactored Loads Flange Thick = 0.570 in Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 2 0.0316 5.500 1 -0.0113 17.538 Lr Only, LL Comb Run ('L) 2 0.0715 5.500 1 -0A495 14.031 Lr Only, LL Comb Run (L') 1 0.0130 12.185 2 -0.0094 5.500 Lr Only, LL Comb Run (LL) 2 0.0621 5.500 1 -0.0370 14.585 D+Lr, LL Comb Run (-L) 2 0.1032 5.500 1 -0.0596 14.769 D+Lr, LL Comb Run (L•) 2 0.0222 5.500 1 40034 20.862 D+Lr, LL Comb Run (LL) 2 0.0937 5.500 1 -0.0475 15.508 Vertical Reactions - Unfactored Support notation: Far telt is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.915 8.568 D Only 0.435 3.999 Lr Only, LL Comb Run ('L) -0.742 4.089 Lr Only, LL Comb Run (L-) 0.480 0.480 Lr Only, LL Comb Run (LL) -0.262 4.569 D+Lr; LL Comb Run (`L) -0:307 6.088 D+Lr, LL Comb Run (L') 0.915 4.479 D+Lr, LL Comb Run (LL) 0.173 8.568 Steel Section Properties.: W18x50 ' Depth 18.000 in I xx - 800.00 inA4 J 1.240 inA4 Web Thick 0.355 in S xx 88.90 inA3 Cw _ 3,040.00 inA6 Flange Width = 7.500 in R xx = 7.380 in Flange Thick = 0.570 in Zx 101.000 inA3 Area 1 14.700 inA2 I yy 40.100 inA4 Weight 50.039 pll S yy 10.700 inA3 Wno _ 32.700 inA2 Kdesi n = 0.972 in R yy = 1.650 in Sw = 34.900 inA4 K1 0.813 in Zy 16.600 inA3 of 17.70➢ inA3 as 1.980 in rT 1.940 in Ow 49,900 1nA3 Ycg 9.000 in u CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY. } Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 i E-mail KNAPPAE@AOL.COM i1 TEL, (909) 889-0 115 Fax (909)889-0455 Steel Beam RB -2D CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination IBC 2009 Project Title: Filler Residence. -Main House , Engineer: BDM Project ID: 12092.2 Protect Descr. a le.. Noted 14Auu20111202 i FtiazZ:122M26-APRESTIFD2LRB-JICSUPH4-011209221MUTILV-n1D6366-O.EC6 , ENERCALC, INC.19632013: Buiki:6,13.6.21, Ver.6.13.6.21 D(0.064) Lr(0.085 Fy : Steel Yield 46.0 ksl ' E: Modulus: 29,000.0 ksl r Span = 22.50 ft HSS16x8x1/2 I l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0640, Lr = 0.0850 klft, Tributary Width =1.0 It SIGN SUMMARY aximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.025 in Ratio= 10,760 0.000 in Ratio = 0 <360 0.066 in Ratio = 4066 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 0.059:1 Maximum Shear Stress Ratio = ---_��. -0.011:1 1 HSS16x8x1/2 Section used for this span HSS16x8x1/2 i 14.235 k -ft Va : Applied 2.531 k 243.313k -ft Vn/Omega : Allowable 224.480 k +D+Lr+H Load Combination +D+Lr+H 11.250ft Location of maximum on span 0.000 it Span # 1 Span # where maximum occurs Span # 1 0.025 in Ratio= 10,760 0.000 in Ratio = 0 <360 0.066 in Ratio = 4066 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 22.50 ft 1 0.036 0.007 8.86 8.86 406.33 243.31 1.00 1,00 1.57 374.88 224.48 +D+L+H Osgn. L = 22.50 ft 1 0.036 0.007 8.86 8.86 406.33 243.31 1.00 1.00 1.57 374.88 224.46 +D+Lr+H Dsgn.L = 22.50 ft 1 0.059 0.011 14.23 14.23 406.33 243.31 1.00 1.00 2.53 374.88 224.48 +D+S+H Dsgn. L = 22.50 ft 1 0.036 0.007 8.86 8.86 406.33 243.31 1.00 1.00 1.57 374.88 224.48 +0+0.750Lr+0.750L+H Dsgn. L = 22.50 ft 1 0.053 0.010 12.89 12.89 406.33 243.31 1.00 1.00 2.29 374.88 224.48 +D+0.750L+0.750S+H Dsgn. L'-- 22.50 ft 1 0.036 0.007 8.86 8.86 406.33 243,31 1.00 1.00 1.57 374.88 224.48 +D+W+H Dsgn, L = 22.50 ft 1 0.036 0.007 8.86 8.B6 406.33 243.31 1.00 1.00 1.57 374.88 224.48 +D+0,70E+H Dsgn. L = 22.50 It 1 0.036 0.007 8.86 8.66 406.33 243.31 1.00 1.00 1.57 374.88 224.48 +D+0.750Lr+0.750L40.750W+H Dsgn, L = 22.50 ft 1 0.053 0.010 12.89 12.89 406.33 243.31 1.00 1.00 2.29 374.88 224.48 +D+0.750L+0.750S+0.750W4H Dsgn, L = 22.50 ft 1 0.036 0.007 8.86 8.86 406.33 243.31 1.00 1.00 1.57 374.88 224.48 +0+0.750Lr+0.750L+0.5250E+H Dsgn. L = 22.50 ft 1 0.053 0.010 12.89 12.89 406.33 243.31 1.00 1.00 2.29 374.88 224.48 40+0.750L+0,750S40.5250E+H Dsgn. L = 22.50 it 1 0.036 0.007 8.86 8.86 406.33 243.31 1.00 1.00 1.57 374.86 224.48 f! 1 1 1 11 s 1�1 it CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY Knapp & Associates Inc. Project Title: Filler Residence Main House - Engineer. BDM Project ID: 12092.2 40B SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr. 117 g `w A E-mail KNAPPAE @AOL.COM TEL, (9D9) 889-0115 __J Fax (909)889.0455 ?nn;ed.14AUG 2G!7.1202M Steel Beam File=Z:t22WH26-71PRES1iFD2LRB-JICSUPH4-0112092.ZMUTILV-111D6356-O.EC6 I, ENERCALC, INC: 1983.2013, Build:613.6,21, Ver.6.13,6.21 MIME - Description: RS -20 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega a0.60D+W+H 11sgn, L = 22:501 1 0.022 0.004 5.31 5.31 406.33 243,31 1.00 1,00 0.94 374.88 224.48 +0.60D+0.70E+H Osgn. L = 22.50 It 1 0.022 0.004 5.31 5.31 406.33 243.31 1.00 1.00 0.94 374.88 224.48 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-* Deft Location in Span Load Combination Max. '+° Dell Location in Span D+Lr 1 0:0664 11.363 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored.Loads Load Combination Span Max. Downward Deft Location in Span Span Max..Upward Defl Location in Span D Only 1 0.0413 11,363 0.0000 0.000 ' Lr Only 1 0.0251 11363 0.0000 0.000 D+Lr 1 0.0664 11.363 0.0000 0.000 Vertical Reactions-Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall "MAY(imum 2.531 2.531 D Only 1,574 1:574 Lr Only 0,956 0.956 D+Lr 2.531 2.531 ' Steel Section Properties : HSS16x8x112 Depth = 16.000 in Ixx - 679.00 in14 J = 563.000 in"4 S xx 84.90 fn13 'Cw = 108.00 in"6 Width 8.000 in R xx 5.700 in _ Wall Thick 0.465 in Zx - 106.000 in^3 Area = 20.900 in"2 Iyy = 230.000 in"4 C = 0.000 in13 Weight = 75.943 pff S yy 57.600 1n^3 ' R yy 3.320 in = ZY 65.500 in^3 Ycg = 8.000 in 1�1 it CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY ' Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr. A �� QI I/ i! , E-mail KNAPPAE AOL.COM TELFax (9 9) 889.0115 Fax 19091e89.0455 Prm,:tl iAAUG 2G131203P1d Steel Beam File=Z!VZM26-APRESTIFD2LRB-JICSUPH4-011209Z21MUTILV-n1D5366-O.EC6 ENERCALC, INC. 1983-2013, Bwld:6.13.6.21, Ver:6.13.6 21 Description : RB -21 CODE REFERENCES ' Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties ' Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus; 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 , D 0.09 Lr 0.12 D 0.09 L 12) , Span = 20.50 ft SpWn = 1.50 ft W18x76 W1 8x76 lI Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.090, Lr = 0.120 k/ft, Tributary Width =1.0 ft Load for Span Number 2 ' Uniform Load : 0=0.090, Lr = 0.120 kfft, Tributary Width =1.0 If Point Load: D = 5.460, Lr = 3.480 k @ 1.50 ft Point Load: D = 2.810, Lr = 2.810 k @ 1.0 ft DESIGN SUMMARY lillMil 790 F. I I• , 1 Maximum Bending Stress Ratio = I 0.048: 1 Maximum Shear Stress Ratio = -�� 0.097: 1 ` Section used for this span W18x76 Section used for this span W18x76 Ma: Applied 19.352 k -ft Va : Applied 14.989 k I Mn / Omega: Allowable 406.687 k -ft Vn/Omega : Allowable 154.70 k , { Load Combination +D+Lr+H, LL Comb Run (LL) Load Combination +D+Lr+H, LL Comb Run (LL) { Location of maximum on span 20.500ft Location of maximum on span 20.500 ft ` Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection ' Max Downward L+Lr+S Deflection 0.004 in Ratio = 8,999 i Max Upward L+Lr+S Deflection -0.003 in Ratio = 12;436 Max Downward Total Deflection 0.005 In Ratio = 6562 Max Upward Total Deflection- -0.001 in Ratio = 25557 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mrix Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 20.50 It 1 0.028 x0.055 4.02 -11.19 11,19 679,17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406,69 1,00 1.00 8.52 232.05 154.70 +D+L+H, LL Comb Run ('L) Dsgn. L = 20.50 It 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1,00 8.52 232.05 154.70 ' Dsgn. L = 1.50 ft 2 0.028 _ 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D+L+H, LL Comb Run (L") Dsgn. L = 20.50 It 1 0.028 0.055 4.02 -11.19 11.19 679,17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11,19 679.17 406.69 1,00 1.00 8.52 232.05 154,70 +D+L+H, LL Comb Run (LL) Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 4 1. 19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D+Lr+H, LL Comb Run ("L) Dsgn. L = 20.50 It 1 0.048 0.097 1.73 -19.35 19.35 679.17 406.69 1,00 1.00 14.99 232.05 154.70 ' Dsgn. L = 1.50 ft 2 0.048 0.097 -19.35 19.35 679.17 406,69 1,00 1,00 14.99 232.05 154.70 +D+Lr+H, LL Comb Run (L') Dsgn. L = 20.50 It 1 0.028 0.055 9,95 -11.19 11,19 679.17 406.69 1,00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 It 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +rl+t r+H I I r.nmh Rim 1111 , Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: 8DM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: ��_ SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax (9091889.0455 Pnrced 14AUG20IJ V.03PM Steel Beam File=Z:1221NH26-APRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-RlD6365-0.EC6 ENERCALC, INC, 1983.2013, BuW:6.13.6.21. Ver.6.13.6.21 11 Description : RB -21 Load Combination Segment Length Span # Max Stress Raltos M V Mmax + Mmax - Summary of Moment Values Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 20.50 ft 1 0.048 0.097 6.90 -19.35 19.35 679.17 406.69 1.00 1.00 14.99 232.05 154.70 Dsgn. L = 1.50 ft 2 0.048 0.097 -19.35 19.35 679.17 406.69 1.00 1.00 14.99 232.05 154.70 +D+S+H Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +040.750Lr+0.750L+H. LL Comb Run (* Dsgn. L = 20.50 ft 1 0.043 0.086 2.21 -17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 Dsgn. L = 1.50 ft 2 0.043 0.086 -17.31 17.31 67917 406.69 1.00 1.00 13.37 232.05 154.70 +D40.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 20.50 ft 1 0.028 0.055 8,43 -11.19 1119 679.17 406.69 1.00 1.00 8.52 232,05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +0+0.750Lr40.750L+H, LL Comb Run (L Dsgn. L = 20.50 ft 1 0.043 0.085 6.18 -17.31 17.31 67917 406.69 1.00 1.00 13.37 232.05 154.70 Dsgn. L 1.50 ft 2 0.043 0.086 -17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 +".750L40.750S+H, LL Comb Run ('L Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D+0.750L40.750S+H, LL Comb Run (L' Dsgn. L = 20.50 ft 1 0.028 0.055 4,02 -11-19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D40.750L-+0.750S+H, LL Comb Run (Lt Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11:19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D+W+H Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 579.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 4040.70E+H Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11,19 11.19 679.17 406.69 1.00 1.00 8.52 232,05 154.70 +D40.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 20.50 ft 1 0.043 0.086 2.21 -17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 Dsgn. L = 1.50 It 2 0:043 0.086 -17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 +D+0.750Lr+0.75OL40.75OW+H,,LL Com Dsgn. L = 20.501t 1 0.028 0.055 8.43 -11.19 11.19 679.17 406.69 1.00 1,00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D+0.750Lr+0.7501.40.750W+H. LL Com Dsgn. L = 20.50 ft 1 0.043 0.086 6.18 -17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 Dsgn. L = 1.50 ft 2 0.043 0-086 =17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 +D40.750L+0.7505+0.750W+H,.LL Coml Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 41.19 11.19 679,17 406.69 1,00 1.00 8,52 232.05 154.70 +D+0.750L+0.750S+0.750W+H, LL Coml . Dsgn. L = 20.50 R 1 0.018 0.055 4:02 -11.19 11.19 679.17 406.69 1,00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +D40.750L+0.7505+0.750W+H, LL Coml Dsgn.L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 4040.750Lr+0.750L+0.5250E+H. LL Con Dsgn. L = 20.50 fl 1 0.043 0.086 2.21 -17.31 17.31 679.17 406.69 1.00 1,00 13.37 232.05 154.70 Dsgn. L = 1.50 ft 2 0.043 0.086 -17.31 17.31 679.17 406.69 1.00 1.00 13.37 232.05 154.70 4040.750L00.7501-40.5250E4H,LL Con Dsgn. L = 20.50 ft 1 0.028 0.055 8.43 -11.19 11.19 679.1 pp q 04U6�1.00 1Fo LA HN TA 1 .70 Dsgn, L = 1.50 ft 2 0.028 0.055 11.19 11.19 679.1 , ?32A5,T. 1 .70 B6ItbI +040.750Lr+0.750L+0.5250E+H,LLCon U LJ IVb1'R �Vla ik SAFUL52, 11' LJ1=F' Dsgn. L = 20.50 ft 1 0.043 0.086 6.18 -17.31 17.31 679:1 406. �1?0 01 3 OS 1 .70 Dsgn. L = 1.50 ft 2 0.043 0.086 -17.31 17.31 679.11 406!69 d 1.0901.00 ® 3�3L- L23P.05 1 .70 +D+0.750L40.7505+0.5250E+H. LL Com FOR CONSTRY, TION Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11.19 11.19 679.1 406.69 1:00 '1.00 .52 232.05 1 .70 Dsgn. L = 1.50 ft 2 0.028 0.055 -11.19 11.19 679. 406.69 1.00 1.00 8.52 232.05 1 .70 +040.750L40.7505+0.5250E4H,U. Com �A 41F669--1 BY�.52�32.95-1 Dsgn. L = 20.50 ft 1 0.028 0.055 4.02 -11-19 11.19 679.1 OB=1 OB- .70 Dsgn. L = 1.50 It 2 0.028 0.055 -11.19 11.19 679 4.70 +)+0.750L+0.750S+0.5250E+H, LL Cum Dsgn. L = 20-50(t 1 0.028 0.055 4.02 -11.19 11.19 679.17 406.69 1.00 1,00 8.52 232.05 154.70 Dsgn. L = 1.50 R 2 0.028 0.055 -11.19 11.19 679.17 406.69 1.00 1.00 8.52 232.05 154.70 +0.60D+W+H Dsgn. L = 20.50 ft 1 0.017 0.033 2.41 -6.71 6.71 679.17 406.69 1.00 1.00 5,11 232.05 154.70 Dsgn. L = 1.50 ft 2 0.017 0.033 -8:71 6.71 679.17 406.69 1.00 1.00 5,11 232.05 154.70 �I u ' - Knapp & Associates Inc. Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 924010 Project Descr: E-mail KNAPPAE@AOL.COM TEL; (909) 889.0115 Fax (909) 889-0455 Pn2eG id AUG20i3 1203PfA Beam File=Z:122WH2671PRESRFD2LRB-JiCSUPH4-0112092.21MUTILV-RlD6366-O.EC6 ' fSt@6I ENERCALC. INC, 1983.2013, BuM:6.13.6.21, Ver.6,13.6.21 (YO-9T3 'License6`T,-%r1APPARCA Description : RB-21 Load Combination Max Stress Ratios Summary of Moment Values Summary at Shear Values , Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx1Omega Cb Rm Va Max Vnx VnxtOmega 40.60D4.70E+H Dsgn, L = 20.50 It 1 0.017 0.033 2.41 -6.71 6.71 679.17 406.69 1.00 1.00 5.11 232.05 154.70 Dsgn. L = 1.50 It 2 0.017 0.033 -6.71 6.71 679.17 406:69 1.00 1.00 5.11 232.05 154.70 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'"-' Den Location in Span Load Combination Max. '+• Den Location in Span D+Lr 1 0.0167 9.304 D+Lr -0.0072 16.715 D+Lr 2 0.0055 1.500 0.0000 16.715 Mazimum.Deflections forLoad Combinations - Unfactored.Loads Load Combination Span Max. Downward Den Location in Span Span Max. Upward Def! Location in Span D Only 1 0.0046 7:727 1 -0.0006 18.765 Lr Only, LL Comb Run ('L) 2 0.0040 1.500 1 -0.0100 11.985 , Lr Only, LL Comb Run (L') 1 0.0125 10.408 2 -0.0029 1.500 Lr Only, LL Comb Run (LL) 1 0.0032 7.727 1 -0.00114 18.608 D+Lr, LL Comb Run ('L) 2 0,0055 1.500 1 -0.0078 14.823 D+Lr, LL Comb Run (L') 1 0.0167 9.304 2 -0.0014 1.500 ' D+Lr, LL Comb Run (LL) 1 0.0078 7.727 1 -0.0010 18.765 Vertical Reactions - Unfactored _ Support notation: Far left is #1 Values in KIPS Load Combination Support 1� Support 2 Support 3 Overall MAXimum 2.385 18:863 ' D Only 1.155 10.765 Lr Only, LL Comb Run ('L) -0.398 6:868 Lr Only, LL Comb Run (L') 1.230 1.230 Lr Only, LL Comb Run (LL) 0.832 8.098 , D+Lr, LL Comb Run ('L) 0.757 17.633 D+Lr, LL Comb Run (L') 2.385 11.995 D+Lr, LL Comb Run (LL) 1.987 18.863 Steel Section Properties : W18M , Depth = 18.200 in I xx 11330.00 inA4 J = 2.630 inA4 Web Thick = 0.425 in S xx 146.00 inA3 Cw = 11700.00 inA6 Flange Width = 11.000 in R xx = 7.730 in Flange Thick = 0.680 in Zx = 163.000 inA3 ' Area = 22.300 in12 I yy = 152.000 inA4 Weight = 75.909 plf S yy = 27.600 inA3 Wno = 48.200 inA2 Kdesign = 1.080 in R yy = 2.610 in Sw = 90.100 inA4 K1 = 1.063 in Zy = 42.200 inA3 Of = 31.500 inA3 , its = 3.020 in rT - 2.950 in Ow = 80.600 inA3 Ycg - 9.100 in �I u ' Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO• CA 92401 Project Title: Engineer: Project Descr: Filler ResidenceMain House BDM Project ID: 12092.2 + �� E-mail KNAPPAE@AOL.COM (909) 889.0115 Fax Fax (909) 889-0455 Pored S4AUG 20i3 12 WPM Steel BeamFile=Z:M M26-71PRESTTD2LR8-JICSUPH40112092.21MUTILV-R1D6366-0.EC6, ENERCALC, INC, 1983.2013, lluHd:6.13.6,21, Ver.6.13.6.21 r.rir m ._ ..i =44 Description : RB -22 ' CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: _ Major Axis Bending Load Combination IBC 2009 0(0.105) Lr(0.14) j - _ _ _ - - - - -• ---.- Span = 24.0 ft W18x35 ' Applied. Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1050, Lr = 0.140 kfft, Tributary Width =1.0 ft DESIGN SUMMARY -- ' Maximum Bending Stress Ratio = __ 0.122 : 1--_-- Maximum Shear Stress Ratio = 0.032: 1 r Section used for this span W18x35 Section used for this span W18x35 Me: Applied 20.164 k -ft Va : Applied 3.361 k i Mn / Omega: Allowable 165.918 k -ft Vn/Omega : Allowable 106.20 k ' Load Combination +D+Lr+H Load Combination +D+Lr+H i Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.071 in Ratio = 4,043 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0'<360 Max Downward Total Deflection 0.142 in Ratio = 2021 j Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx)Omega Cb Rm Va Max Vnx Vnx/Omega ' D Only Dsgn. L = 24.00 ft 1 0.061 0.016 10.08 10.08 277.08 165.92 1.00 1.00 1.68 159.30 106.20 +D+L+H Dsgn. L = 24.001 1 0.061 0.016 10.08 10.08 277.8 165.92 1.00 1.00 1.68 159.30 106.20 ' Dsgn. L = 24.00 ft 1 0.122 0.032 20.16 20.16 277.8 0 5,92 1 00 100 3. 11,115r,&1 6.20 T5.9 2y ®� LA �� +D+54H Dsgn. L = 24.00 it 1 0.061 0.016 10.08 10.08 277. 8 B 1.1W92-� 1 .00;18o SAFE, B T. 1 6.20 ' 4D D go0L +0 24 00 ft 1 0.106 0.028 17.64 8Y 17.64 277.8 165992, Ff.0R0V94� 9.30 1 6.20 4040.750L+0.750S+H N FOR (�Of�STRUTI(�� Dsgn. L = 24.00 ft 1 0.061 0.016 10.08 10.08 277.08 165.92 1. 0 1.0 1. �159�0 106.20 +D+W+H Dsgn. L = 24.00 ft 1 0.061 0.016 10-08 10.08 27708DAT 5 .12 1.00 1.00 1.68 159.30 1 6.20 ' +D+0.70E+H BY Dsgn. L = 24.00 ft 1 0061 0016 1006 10.08 277. �---4fi5 9?-1,00-tAn 1 s8 159.34 _06.20 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 24.00 ft 1 0.106 4D40.750L+0.750S-+0.750W+H 0.028 17.64 17.64 277.08 165.92 1.00 1.00 2.94 159.30 106.20 ' Dsgn.L = 24.00 ft 1 0.061 0.016 10.08 10.08 277.08 165.92 1.00 1.00 1.68 159.30 106.20 +D40.750Lr+0.750L+0.5250E+H Dsgn. L = 24.00 ft 1 0.106 0.028 17.64 17.64 277.08 165.92 1.00 1.00 2.94 159.30 106.20 +D+0.750L+0.750S+0.5250E4H ' Dsgn.L = 24.00 ft 1 0.061 0.016 10.08 10.08 277.08 165.92 1.00 1.00 1.68 159.30 106.20 ' ` Knapp & Associates Inc. Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 Project Descr: , E-mail KNAPPAE@AOL.COM f TEL. (909) 889.0115 Fax _(909) 889-0455 Pnrcee 14 AUG 2013 1203PM Steel Be8n1 File=Z:122WH26-71PRESnFD2LRB-JtCSUPH4-0112092.ZMUTILV-111D6366-O.EC6 ' ENERCALC, INC. 19832013, Build:6.13.6.21, Ver.6.13.6.21 r.rr1• Description : RB-22 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ' Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega .Cb Rm Va Max Vnx Vnx(Omega +0.60D+W+H Dsgn. L = 24.00 It 1 0.036 0.009 6.05 6.05 277.08 165.92 1.00 1.00 1.01 159.30 106.20 +0.60D+0.70E+H ' Dsgn. L = 24.00 ft 1 0.036 0.009 6.05 6.05 277.08 165,92 1.00 1.00 1.01 159.30 106.20 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-* Deo Location in Span Load Combination Max. "+• Defl Location in Span D+Lr 1 0.1425 12.120 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Deo Location in Span D Only 1 0.0713 12.120 0.0000 0.000 Lr Only 1 0.0712 12.120 0.0000 0.000 , D+Lr 1 0.1425 12.120 0.0000 0.000 Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 ' Overall MAXimum 3.361 3.361 D Only 1All 1.681 Lr Only 1.680 1.680 D+Lr 3.361 3.361 , Steel Section Properties : W1805 Depth = 17.700 in Ixx ° 510.00 in^4 J = 0.505 In^4 Web Thick = 0:300 in S xx 57.60 in"3 CW = 1;140.00 in16 Flange Width = 6.000 in R xx = 7.040 in , Flange Thick = 0.425 In Zx = 66.500 in"3 Area = 10.300 in"2 lyy = 15.300 in^4 Weight = 35.061 plf S yy = 5.120 in"3 Wno = 25.900 in12 Kdesign - 0.827 in R yy = 1.220 in Sw = 16.500 in44 , K1 = 0,750 in Zy = 8.060 in"3 Of = 10.500 in"3 its = 1.520 In rT = 1,490 In Ow = 32.700 in"3 Ycg - 8.850 in ' Knapp & Associates Inc. Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr.� y� SAN BERNARDINO, CA 92401 ` C E-mail KNAPPAE @AOL.COM TEL. (909)889.0115 Fax (9091889.0455 Paned 14 AUG 203 12 MRA Steel Beam File=Z.122wH26-APRESRFD2LRB-JICSUPH4-Q112092.21MUTILV-R1D6366-O.EC6 ENERCALC, INC. 19632013, Brdld:6.13.6.21, Ver.6.13.6-21 i3Or1 Description: RB -23 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 ' Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 D(0.375) Lr(0.5) D(0.375) Lr(0.5) D(0.375) 1-00.5) p�0'f81 t P200 .� --,-- -- - .-------P a& T81AFff ' AppliedLoads � Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3750, Lr = 0.50 k/ft, Tributary Width =1.0 ft ' Load for Span Number 2 Uniform Load : D = 0.3750, Lr = 0.50 kilt, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.3750, Lr = 0.50 k/ft, Tributary Width =1.0 ft ' DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.195:1 Maximum Shear Stress Ratio = 0.096 :1 Section used for this span W18x35 Section used for this span W1805 Ma: Applied 32.328 k -ft Va : Applied 10.166 k ' Mn / Omega: Allowable 165.918k -ft Vn/Omega : Allowable 106.20 k Load Combination +D+Lr+H, LL Comb Run ('LL) Load Combination +D+Lr+H, LL Comb Run ('LL) Location of maximum on span 16.500ft Location of maximum on span 16.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.063 in Ratio = 3,527 Max Upward L+Lr+S Deflection -0.026 in Ratio = 7,688 Max Downward Total Deflection 0.102 in Ratio = 2181 ' Max Upward Total Deflection -0.024 in Ratio = 8240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ' Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mn Om-ga •C xaOM - D Only � My Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 108.20 5.132U1)&M*00(a & 26F �1s. Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 14.04 14.04 27208 5.92 1.00 1,0� `4.55 o DE��sj<20 ' Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 14.04 +D+L+H, LL Comb Run 14.04 277.08 5.92 Jy'00�1:00 455 ` X1593 106.20 1V ("L) Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 1-� 7.70 277.08 5.92 F1'OOUONSTV61(J(T59j3J#1N 106.20 -7.70 [5-9T Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 5.92 1.00 1.00 4.55 X59. 106.20 Dsgn. L = 18.50 ft 3 0,085 0.043 11.22 -14.04 +D+L+H, LL Comb Run ('L') 14.04 277.08 5.92 1.00 1,00 4.55 159.30 106.20 AE Ryy Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 1�0�1.00 7Z1�5 'MIO --106 20 Dsgn. L = 16.50 it 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.. .55--4 .55--J 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 40+L+H, LL Comb Run ('LL) ' Dsgn. L = 13.00 it 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1,00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn.L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+L+H, LL Comb Run (L") Dsgn. L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 ' nmn 1 = 1R Sn ft 7 n nAF n nda 397 _id nd 14 nd 777 AA 165 49 1 nn i nn d 55 150 an ins ?n Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: �_ 7¢ SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax (909)889.0455 Pwred 14 AUG 20131203P►I Steel Beam File = Z:122WH26-APRESnFD2LRB-JICSUPH4-0112092.21MUTILV-RlD6366-O.EC6 ENERCALC, INC. 1983.2013. Buitl;6.13.6.21, Ver.6.13.6.21 Description: RB -23 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+L+H, LL Comb Run (L'L) Dsgn. L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.06 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.500 2 0.085 O.D43 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+L+H, LL Comb Run (LL•) Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50h 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+L+H, LL Comb Run (LLL) Dsgn. L = 13.00h 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 h 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.065 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+Lr+H, LL Comb Run (••L) Dsgn. L = 13.00 It 1 0.040 0.028 6.64 -4.31 6.64 277.08 165.92 1.00 1.00 3.00 159.30 106.20 Dsgn. L = 16.50 It 2 0.158 0.093 0.86 -26.14 26.14 277.08 165.92 1.00 1.00 9.83 159.30 106.20 Dsgn. L = 18.50 h 3 0.162 0.093 26.96 -26.14 26.96 277.08 165.92 1.00 1.00 9.83 159.30 106.20 40+Lr+H, LL Comb Run ('L•) Dsgn. L = 13.00 It 1 0.093 0.068 2.65 -15.48 15.48 277.08 165.92 1.00 1.00 7.22 159.30 106.20 Dsgn. L = 16.50 ft 2 0.122 0.073 13.16 -20.22 20.22 277.08 165.92 1.00 1.00 7.80 159.30 106.20 Dsgn. L = 18.50 ft 3 0.122 0.046 8.89 -20.22 20.22 277.08 165.92 1.00 1.00 4.89 159.30 106.20 +D4Lr+H, LL Comb Run ('LL) Dsgn. L = 13.00 ft 1 0.073 0.059 3.67 -12.10 12.10 277.08 165.92 1.00 1.00 6.28 159.30 106.20 Dsgn. L = 16.50 ft 2 0.195 0.096 9.58 -32.33 32.33 277.08 165.92 1.00 1.00 10.17 159.30 106.20 Dsgn. L = 18.50 h 3 0.195 0.096 24.45 -32.33 32.33 277.08 165.92 1.00 1.00 10.17 159.30 106.20 +D+Lr+H, LL Comb Run (L") Dsgn. L = 13.00 It 1 0.081 0.065 13.41 -12.68 13.41 277.08 165.92 1.00 1.00 6.89 159.30 106.20 Dsgn. L = 16.50 ft 2 0.078 0.042 1.18 -12.85 12.86 277.08 165.92 1.00 1.00 4.49 159.30 106.20 Dsgn. L = 18.50 h 3 0.078 0.042 11.70 -12.86 12.86 277.08 165.92 1.00 1.00 4.49 159.30 106.20 +D+Lr+H, LL Comb Run (L'L) Dsgn. L = 13.00 It 1 0.090 0.062 14.86 -9.30 14.86 277.08 165.92 1.00 1.00 6.63 159.30 106.20 Dsgn. L = 16.50 0 2 0.150 0.092 -0.00 -24.97 24.97 277.08 165.92 1.00 1.00 9.77 159.30 106.20 Dsgn. L = 18.50 H 3 0.165 0.092 27,45 -24.97 27.45 277.08 165.92 1.00 1.00 9.77 159.30 106.20 +D,Lr+H, LL Comb Run (LL') Dsgn. L = 13.00 It 1 0.123 0.072 10.35 -20.47 20.47 277.08 165.92 1.00 1.00 7.59 159.30 106.20 Dsgn. L = 16.50ft 2 0.123 0.072 11.22 -20.47 20.47 277.08 165.92 1.00 1.00 7.59 159.30 106.20 Dsgn. L = 18.50 It 3 0.115 0.045 9.31 -19.05 19.05 277.08 165.92 1.00 1.00 4.82 159.30 106.20 +D+Lr+H, LL Comb Run (LLL) Dsgn. L = 13.00 It 1 0.103 0.068 11.63 -17.08 17.08 277.08 165.92 1.00 1.00 7.23 159.30 106.20 Dsgn. L = 16.50 It 2 0.188 0.095 7,25 -31.15 31.15 277.08 165.92 1.00 1.00 10.10 159.30 106.20 Dsgn. L = 18.50 It 3 0.188 0.095 24.91 -31.15 31.15 277,08 165.92 1.00 1.00 10.10 159.30 106.20 +D+S+H Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.7D 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 It 3 0,085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.7501.r+0.7501-+H, LL Comb Run (' Dsgn. L = 13.00 ft 1 0.038 0.029 6.27 -5.16 6.27 277.08 165.92 1.00 1.00 3.06 159.30 106.20 Dsgn. L = 16.50 ft 2 0,139 0.080 1.26 -23.12 23.12 277,08 165.92 1.00 1.00 8.51 159.30 106.20 Dsgn. L = 18.50 It 3 0.139 O.D80 23.02 -23.12 23.12 277.08 165.92 1.00 1.00 8.51 159.30 106.20 +D+0.75OLr+0.750L+H, LL Comb Run (• Dsgn. L = 13.00 It 1 0.082 0.058 3.22 -13.54 13.54 277.08 165.92 1.00 1.00 6.17 159.30 106.20 Dsgn. L = 16.50 ft 2 0.113 0.064 10.57 -18.68 18.68 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 18.50 It 3 0.113 0.045 9.45 -18.68 18,68 277.08 165.92 1.00 1.00 4.80 159.30 106.20 +D+0.750Lr+0.750L+H, LL Comb Run (' Dsgn. L = 13.00 N 1 0.066 0.051 4.D4 -11.00 11.00 277.08 165.92 1.00 1.00 5.46 159.30 106.20 Dsgn.L = 16.50 ft 2 0.167 0.083 8.00 -27.75 27.75 277.08 165.92 1.00 1.00 8.76 159.30 106.20 Dsgn. L = 18.50 ft 3 0.167 0.083 21.14 -27.75 27.75 277.08 165.92 1.00 1.00 8.76 159.30 106.20 +D+0.75OLr+0.750L+H, LL Comb Run (L Dsgn. L = 13.00 ft 1 0.069 0.056 11.36 -11.43 11.43 277.08 165.92 1.00 1.00 5.98 159.30 106.20 Dsgn. L = 16.50 h 2 0.079 0.042 1.67 -13.16 13.16 277.08 165.92 1,00 1.00 4.50 159.30 106.20 Dsgn. L = 18.50 It 3 0.079 0.042 11.58 -13.16 13.16 277.08 165.92 1.00 1.00 4.50 159.30 106.20 +0+0.75OLr+0.750L+H, LL Comb Run (L Dsgn. L = 13.00 ft 1 0.075 0.054 12.43 -8.90 12.43 277.08 165.92 1.00 1.00 5.79 159.30 106.20 Dsgn. L = 16.50 It 2 0.134 0.080 -0.00 -22.23 22.23 277.08 165.92 1.00 1.00 8.46 159.30 106.20 Dsgn. L = 18.50 ft 3 0.141 0.080 23.39 -22.23 23.39 277.08 165.92 1.00 1.00 8.46 159.30 106.20 +0+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 13.00 h 1 0.104 0.061 9.07 -17.27 17.27 277.08 165.92 1.00 1.00 6.45 159.30 106.20 Dsgn. L = 16.50 h 2 0.107 0.061 9.18 -17.80 17.80 277.08 165.92 1.00 1.00 6.51 159.30 106.20 s 1 e Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: 7�' SAN BERNARDINO, CA 92401 E-mail KNAPPAEQAOL.COM TEL. (909) 889.0115 Fax (909)889-0455 Pried 14 AUG 2013 12 03P Steel Beam Fb=:U2WH26-71PRESTI ZFD2LRB-JICSUPH4-0112092.ZMUTILV-RlD6366-O.ECfi cucornr r Mur 10014 W41 o,a+•c w c 91 v,,..c w a cI Description : RB -23 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega . Dsgn, L = 18.50 ft 3 0.107 0.045 9.77 -17.80 17.80 277.08 165.92 1.00 1.00 4,75 159.30 106.20 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 13.00 ft 1 0.089 0.059 10.03 -14.74 14.74 277.06 165.92 1.00 1.00 6.24 159.30 106.20 Dsgn, L = 16.50 ft 2 0.162 0.082 6.26 -26.87 26.87 277.08 165.92 1.00 1.00 8.71 159.30 106.20 Dsgn. L = 18.50 ft 3 0.162 0.082 21.49 -26.87 26.87 277.08 165.92 1.00 1.00 8,71 159.30 106.20 +D+0J50L+0J50S+H, LL Comb Run J Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1,00 4.55 159.30 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 =14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.750L40.750S+H, LL Comb Run ('L Dsgn.L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1,00 4.55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.750L+0.750S4H, LL Comb Run ('L Dsgn.L = 13.0011 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165,92 1,00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50H 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40J50L+0.750S+H, LL Comb Run (L' Dsgn. L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.750L40.750S+H, LL Comb Run (L' Dsgn. L = 13.00 H 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +040.750L40.750S+H. LL Comb Run (LL Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3,26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159,30 106.20 Dsgn. L = 18.50 If 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1,00 4,55 159.30 106.20 +"J50L40.750S+H. LL Comb Run (LL Dsgn. L = 13.00 H 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 H 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+W+H Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11:22 -14.04 14:04 277,08 165.92 1.00 1.00 4.55 159.30 106.20 +D+0:70E+H Dsgn. L = 13.00 ft 1 0.046 0,031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14.04 14.04 277.08 165-92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +040.7501.r+0.7501_+0.750W+H, LL Com Dsgn. L = 13.00 ft 1 0.038 0.029 6.27 -5.16 6.27 277.08 165.92 1.00 1.00 3.06 159.30 106.20 Dsgn. L = 16.50 It 2 0.139 0.080 1.26 -23.12 23.12 277.08 165.92 1.00 1.00 8.51 159.30 106.20 Dsgn. L = 18.50 It 3 0.139 0.080 23.02 -23.12 23.12 277.08 165.92 1.00 1.00 8.51 159.30 106.20 +D40.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 13.00 If 1 0.082 0.058 3.22 -13.54 13.54 277.08 1F5.921.00 0 'rte,-- 111 _159.30 106.20 Dsgn. L = 16.50 If 2 0.113 0.064 10.67 -18.68 18.68 277.08 100 79 y30 PrDsgn. L = 18.50 ft 3 0.113 0.045 9.45 -18.68 18.68 277.08 1rb ff0o F 80'1 S �Q� 0i.A +D-+0.750Lr+0.750L+0.750W+H,LLCam LDING & q FPTpDsgn. L = 13.00 ft 1 0.066 0.051 4.04 -11.00 11.00 277.08 1 100 5746 159 38 WE Dsgn. L = 16.50 It 2 0.167 0.083 8.00 -27.75 27.75 277.08 1 5.92 1.00.10 P 11 106.20 Dsgn. L = 18.50 ft 3 0.167 0.083 21.14 -27.75 27:75 277.08 1 5.92 1�1p��F4gCONSTRUCT{O� �1 6.20 +D40.750Lr+0.750L+0.750W+H, LL Com v Dsgn. L = 13.00 h 1 0.069 0.056 11.36 -11.43 11.43 277.08 fi5.92 1.00 1.00 5.98 159.30 06.20 Dsgn. L = 16.50 ft 2 0.079 0.042 1.67 -13.16 13:16 277.08 65.92 1.00 1.00 4.50 159.30 106.20 Dsgn. L = 18.50 ft 3 0.079 0.042 11.58 -13-16 13.16 277.08 65.92JO.00 1.00 4.�, 159.30 106.20 +D+0.750Lr+0.750L40.750W+H, LL Com Dsgn, L = 13.00 H 1 0.075 0.054 12.43 -8.90 12.43 277.08 165.92 1.00 . 9--959-3 Dsgn. L = 16.50 ft 2 0.134 0.060 -0.00 -22.23 22.23 277.08 165.92 1.00 1.00 8.46 159.30 106.20 Dsgn. L = 18.50 It 3 0.141 0.080 23.39 -22.23 23-39 277.08 165.92 1.00 1.00 8.46 159.30 106.20 +D40.750Lr+0.750L+0.750W+H, LL Com Dsgn. L = 13.00 It 1 0.104 0.061 9.07 -17.27 17.27 277.08 165.92 1.00 1.00 6.45 159.30 106.20 Dsgn. L = 16.50 ft 2 0.107 0.061 9.18 -17.80 17.80 277.08 165.92 1,00 1.00 6.51 159.30 106.20 Dsgn. L = 18.50 It 3 0.107 0.045 9.77 17.80 17.80 277.08 165.92 1.00 1.00 4.75 159.30 106.20 +0+0.750Lr+0.750L40.150W4H, LL Com Dsgn.L = 13.00 ft 1 0.089 0.059 10.03 -14.74 14.74 277.08 165.92 1.00 1.00 6.24 159.30 106.20 Dsgn.L = 16.50 It 2 0.162 0.082 6.26 -26.87 25.87 277.08 165.92 1.00 1.00 8.71 159.30 106.20 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 Email KNAPPAE@AOL.COM 1 } TEL. (909) 889-0115 `' 1+ Fax (909)889.0455 Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr. til br P nmed N AUG 2013 12.03PM Steel Beam File=Z.122WH26-APRESTIFD2LR9-JtCSUPH4-0112092.2WLMLV-II1D6366-Q.EC6 ' ENERCALC. INC 1983.2013, Build:6.13.6.21, Ver.6.13.6.21 1.0i0• Description. RB-23 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ' Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L = 18.50 It 3 0.162 0.082 21.49 -26.87 26.87 277.08 165.92 1.00 1.00 8.71 159.30 106.20 +D+0,750L40.75OS40.750W+H, LL Coml Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165,92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 40+0.750L40.750S40.750W+H, LL Coml Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159,30 106.20 ' Dsgn. L = 18.50 ft 3 0.085 0.043 11,22 -14.04 14.04 277.08 165.92 1,00 1.00 4,55 159.30 106.20 +D+0.750L+0.75OS40.750W+H, LL Coml Dsgn. L = 13.00 It 1 0.046 0.031 5,24 -7.70 7,70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14,04 14.04 277.08 165.92 1.00 1.00 4,55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.065 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 ' +D+0.75OL+0.75OS40.750W+H, LL Coml Dsgn. L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14,04 14.04 277.08 165,92 1.00 1.00 4.55 159.30 106,20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277,08 165.92 1.00 1.00 4.55 159.30 106.20 +D+0.750L+0.750S+0.750W+H, LL Cant Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277,08 165.92 1.00 1.00 3.26 159,30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4,55 159.30 106.20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.75OL+0.750S+0.750W+H, LL Coml ' Dsgn. L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16,50 It 2 0.085 0.043 3.27 -14.04 14.04 277,08 165.92 1.00 1.00 4,55 159.30 106.20 Dsgn. L = 18.50 If 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.750L40.750S+0.750W+H, LL Coml ' Dsgn. L = 13.DO ft 1 0.046 0.031 5.24 -7,70 7.70 277.08 165.92 1.00 1.00 126 159.30 106.20 Dsgn. L = 16,50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+0.750Lr+0.750L+0.5250E+H,LL Con Dsgn.L = 13.00 ft 1 0.038 0.029 6.27 -5.16 6.27 277.08 165.92 1.00 1.00 3.06 159.30 106.20 Dsgn. L = 16.50 ft 2 0.139 0.080 1.26 -23.12 23.12 277.08 165.92 1.00 1.00 8.51 159.30 106.20 Dsgn. L = 18.50 It 3 0.139 0.080 23.02 -23.12 23.12 277.08 165.92 1.00 1.00 8.51 159.30 106.20 +fl40.75OLr+0.750L+0.5250E+H,LL Con Dsgn. L = 13.00 It 1 0.082 0.058 3.22 -13.54 13.54 277.08 165.92 1.00 1.00 6,17 159.30 106.20 Dsgn. L = 16.50 0 2 0.113 0.064 10.67 -18.68 18.68 277.08 165.92 1.00 1.00 6.79 159.30 106.20 ' Dsgn. L = 18.50 It 3 0.113 0.045 9.45 -18.68 18.68 277.08 165.92 1.00 1.00 4.80 159.30 106.20 +D+0,750Lr+0.750L+0.5250E+H,LL Con Dsgn, L = 13.00 fl 1 0.066 0.051 4.04 -11,00 11.00 277.08 165.92 1.00 1.00 5.46 159.30 106.20 Dsgn, L = 16,50 ft 2 0.167 0.083 8,00 -27.75 27.75 277.08 165.92 1.00 1.00 8.76 159.30 106.20 ' Dsgn. L = 18.50 ft 3 0,167 0.083 21.14 -27.75 27.75 277,08 165.92 1.00 1.00 8.76 159.30 106.20 +D+0.750Lr+0.750L+0.5250E4H, LL Con Dsgn. L = 13.00 It 1 0.069 0.056 11.36 -11.43 11.43 277,08 165.92 1.00 1.00 5.98 159.30 106.20 Dsgn. L = 16.50 It 2 0,079 0.042 1.67 -13.16 13.16 277.08 165.92 1.00 1.00 4.50 159.30 106.20 Dsgn. L = 18.50 ft 3 0.079 0.042 11.58 -13.16 13.16 277.08 165.92 1.00 1.00 4.50 159.30 106.20 +D40.75OLr+0.750L+0.5250E+H, LL Cort Dsgn.L = 13.00 ft 1 0.075 0.054 12.43 -8.90 12.43 277.08 165.92 1.00 1.00 5.79 159.30 106.20 Dsgn, L = 16.50 ft 2 0.134 0.080 -0.00 -22.23 22.23 277.08 165.92 1.00 1,00 8,46 159,30 106.20 Dsgn. L = 18.50 It 3 0.141 0.080 23.39 -22.23 23.39 277,08 165,92 1.00 1.00 8.46 159.30 106.20 ' +D+0.75OLr+0.750L+0.5250E+H, LL Con Dsgn. L = 13.00 ft 1 0.104 0.061 9.07 -17.27 17.27 277.08 165,92 1.00 1.00 6.45 159.30 106.20 Dsgn. L = 16.50 It 2 0.107 0.061 9.18 -17,80 17.80 277.08 165.92 1.00 1.00 6.51 159.30 106.20 Dsgn. L = 18.50 It 3 0.107 0.045 9.77 -17.80 17.80 277.08 155.92 1.00 1,00 4.75 159.30 106.20 +D +0.75OLr+0.750L+0.5250E+H, LL Cort ' Dsgn. L = 13.00 ft 1 0.089 0.059 10.03 -14.74 14.74 277,08 165.92 1.00 1.00 6.24 159.30 106.20 Dsgn. L = 16.50 ft 2 0.162 0.082 6.26 -26.87 26.87 277.08 165.92 1.00 1.00 8.71 159.30 106.20 Dsgn. L = 18.50 It 3 0.162 0.082 21.49 •26.87 26.87 277.08 165.92 1.00 1.00 8.71 159.30 106.20 +D+0.750L+0,750S+0.5250E+H, LL Com Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 ' Dsgn. L = 16.50 ft 2 0.085 O.D43 3.27 -14.04 14.04 277,08 165.92 1.00 1,00 4,55 159.30 106.20 Dsgn. L = 18.50 it 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+0,750L+0.750S+0.5250E+H. LL Com Dsgn. L = 13.00 It 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1,00 4.55 159.30 106,20 Dsgn. L = 18.50 It 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1,00 4.55 159.30 106.20 +D+0.75OL+0.750S+0.5250E+H, LL Com Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 It 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 - Knapp & Associates Project Title: Filler Residence_Main House Inc. BDM Engineer: Project ID: 12092.2 408 SOUTH STODDARD AVENUE Pro)ect Descr: n �� .�•.g SAN BERNARDINO, CA 92401 i� r 9 E-mail KNAPPAE@AOL.COM TEL. (909) 869-0115 Fax (909) 889.0455 P,vred 14 AUG 2013 12 03P.1 Steel Beam .Fiie=ZA22WH26-71PRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-M06366-O.EC6 ENERCALC, INC. 1983.2013, BuIII&G.13.6.21, Ver.6.13,6.21 1.11• - - - - Description: RB -23 ' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxfOnna Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 18.50 ft 3 0.085 0.043 1112 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D40.750L40.750S40.5250E+H,LL Com Dsgn. L = 13.00 ft 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 ft 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 h 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 40+0.750L40.750S+0.5250E+H, LL Cam Dsgn. L = 13.00 h 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 h 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 Dsgn. L = 18.50 h 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+0.750L40.750S+0.5250E+H;LL Cam Dsgn. L = 13,011 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 h 2 0.085 0.043 3.27 -14.04 14,04 277:08 165.92 1.00 1.00 4.55 159.30 106.20 ' Dsgn.L = 18.50 h 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +D+0,750L+0.750S+0.5250E+H,U. Cam Dsgn. L = 13.00 h 1 0.046 0.031 5.24 -7.70 7.70 277.08 165.92 1.00 1.00 3.26 159.30 106.20 Dsgn. L = 16.50 fi 2 0.085 0.043 3.27 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 ' Dsgn. L = 18.50 ft 3 0.085 0.043 11.22 -14.04 14.04 277.08 165.92 1.00 1.00 4.55 159.30 106.20 +0.60D+W+H Dsgn. L = 13.00 h 1 0.028 0.018 3.14 -4.62 4.62 277.08 165.92 1.00 1.00 1.95 159.30 106.20 Dsgn. L = 16.50 ft 2 0.051 0.026 1.96 -8.42 8.42 277.08 165.92 1.00 1.00 2.73 159.30 106.20 Dsgn. L = 18.50 ft 3 0.051 0.026 6.73 -8.42 8.42 277.08 165.92 1.00 1.00 2.73 159.30 106.20 +0.60D+0.70E+H Dsgn. L = 13.00 It 1 0.028 0.018 3.14 -4.62 4.62 277.08 165.92 1.00 1.00 1.95 159.30 106.20 Dsgn. L = 16.50 fl 2 0.051 0.026 1.96 -8.42 8.42 277.08 165.92 1.00 1.00 2.73 159.30 106.20 Dsgn. L = 18.50 h 3 0.051 0.026 Overall Maximum Deflections - Unfactored Loads 6.73 -8.42 8.42 277.08 165.92 1.00 1.00 2.73 159.30 106.20 Load Combination Span Max. ° ' Deft Location in Span Load Combination Max. '+' Dell Location in Span D+Lr 1 0.0288 6.253 0.0000 14.620 D+Lr 2 0.0320 8.146 D+Lr -0.0236 11.696 ' D+Lr 3 0.1018 10.070 0.0000 11.696 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max, Downward Dell Location in Span Span Max. Upward Defl Location in Span D Only 3 0.0389 10.304 2 -0.0024 14.620 Lr Only, LL Comb Run ("L) 3 0.0500 10.070 2 -0.0188 10.443 Lr Only, LL Comb Run ('L') 2 0.0290 8.563 3 40164 7.962 Lr Only, LL Comb Run ('LL) 3 0.0446 10.538 1 -0.0057 7.570 Lr Only, LL Comb Run (L") 1 0.0160 6.253 2 -0.0084 6.475 Lr Only, LL Comb Run (L'L) 3 0.0529 9-835 2 -0.0258 9.399 Lr Only, LL Comb Run (LL') 2 0.0214 8.981 3 -0.0133 7,962 Lr Only, LL Comb Run (LLL) 3 0.0475 10.304 2 -0.0029 14.620 D+Lr, LL Comb Run ("L) 3 0:0988 10.070 2 -0.0183 11.696 D+Lr, LL Comb Run ('L') 2 0.0320 8.146 1 -0.0041 10.367 D+Lr, LL Comb Run ('LL) 3 0.0835 10.538 2 -0.0032 15.038 D+Lr, LL Comb Run (L") 3 0.0418 10.304 2 -0.0055 12.532 D+Lr, LL Comb Run (L'L) 3 0.1018 10.070 2 -0.0240 10.652 D4Lr, LL Comb Run (LL') 3 0.0268 11.006 3 -0.0004 0.703 ' D+Lr, LL Comb Run (LLL) 3 0.0864 10.304 2 -0.0052 14.620 Vertical Reactions - Unfactored Support notation: Far left is #1 alueswi" Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum D Only 5.200 2.073 15.084 6.256 18.899 8.319 7.069 3.034 BUILDING & SAFETY DEPT. Lr Only. LL Comb Run (-L) 0.260 -1.199 6.218 3.971 APPROVED Lr Only, LL Comb Run ('L') -0.599 4.821 4.362 -0.334 Lr Only, LL Comb Run ('LL) -0.339 3.622 10.580 3,636 FOR CONSTRUCTION Lr Only, LL Comb Run (L") 2.867 4.007 -0-437 0-063 Lr Only, LL Comb Run (L'L) 3.127 2.807 5.781 4.034 Lr Only, LL Comb Run (U.7 2.268 8.828 3.926 -0.271 DATE BY Lr Only, LL Comb Run (LLL) 2.528 7.628 10.144 3.700 D+Lr, LL Comb Run ("L) 2.334 5.057 14.537 7.005 ' D+Lr, LL Comb Run ('L') 1.474 11.077 12.681 2.700 D4Lr, LL Comb Run ('LL) 1.735 9.878 18.899 6.671 D+Lr, LL Comb Run (L") 4.940 10.263 7.882 3.098 D4Lr, LL Comb Run (L'L) 5.200 9.064 14.100 7.069 ' D+Lr, LL Comb Run (LL') 4,341 15.084 12.245 2363 Knapp & Associates Project Title: Filler Residence_Main House -Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: ® C. 7 SAN BERNARDINO, CA 92401 9fi E-mail KNAPPAE@AOL.COM TEL: (909) 889.0115 Fax (909) 889-0455 Pins:ed.14AU62Gll, 12.01rA Stee) Beam File =7-VI H26-71PRESTIFD2LRB-JICSUPH4-0112092.Z5UTILV (1106366-0.EC6 ENERCALC, INC. 1983-2013, Buiti:6.13.6.21;:Ver.6.13.6.21 - Description: RB-23 :Vertical Reactions-:Unfadored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 D+Lr, LL Comb Run.(LLL) 4.601 13.885 :18.463 6.734 Stee[Section Properties : W1 8x35 Depth = 17.700 in I xx = 510.00 inA4 J_ - 0.506 inA4 Web Thick = 0.300 in S xx 57.60 inA3 'Cw - 1,140.00 inA6 Flange Width = 6.000 in R xx = 7.040 in Flange Thick = 0.425 in Zx _. 66.500 inA3 Area = 10.:300 inA2 I yy = 15.300 in14 Weight = 35.061 pB S yy = 5.120 inA3 Wno = 25.900 inA2 Kdesign = 0.827 in R yy = 1.220 in Sw = 16:500 1n14 K1 0:750 in Zy - ,8:060 inA3 Of = 10,500 in13 its = 1.520 in FT = 1.490 in Ow = 32.700 inA3 Ycg = . 8.850 in Knapp & Associates Inc. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINO,NO. CA 92401 E-mail KNAPPAE@AOL.COM TEL. (9D9) 8890115 ,.... Fax (909)889-0455 Steel Beam Description : RB -24 (Gravity) CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr. g rar71 Pnmed 14 AUG 2013 12 13K = Z:122WH26-APRESRFD2LRB-JICSUPH4-0112092.21MUTILV-11106366-O.EC6 ENERCALC. INC. 1983.2013. Buld:6.13.6.21. Ver.6.13.6.21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 0(0.1) e v i v Span = 16.0 ft HSS6x6x 1 /2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10 kilt, Tributary Width =1.0 ft Dsgn. L = 16.00 N 1 0.095 DESIGN SUMMARY 4.32 4.32 • Maximum Bending Stress Ratio = 0.095: 1 Maximum Shear Stress Ratio = 0.015: 1 Section used for this span HSS6x6xl/2 Section used for this span HSS6x6x1/2 I Ma: Applied 4.324 k -ft Va : Applied 1.081 k Mn / Omega: Allowable 45.449 k -ft Vn/Omega : Allowable 70.779 k Load Combination D Only Load Combination D Only Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 0.015 4.32 4.32 Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Dsgn. L = 16.00 N j Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 4.32 1 Max Downward Total Deflection 0.143 in Ratio = 1339 *D+0.750Lr40.750L+H j Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Dsgn. L = 16.00 N Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vr1x/Omega LJ %Ji Ilr Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 70.78 +D+L+H Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 70.78 +D+Lr+H Dsgn. L = 16.00 N +D+S+H 1 0.095 0.015 4.32 4.32 75.90F�, 5r I I Y ^ rD6- 8'2N0"-A9�78 ""TAI L/-iP1,��8 Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90j1�D(�VCUO°& Q 7o SAFEl� DEPT. 0 8 *D+0.750Lr40.750L+H Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45/+ 1�T1'.0 it ®�.0��1�18�D 70 8 +D+0.750L+0.750S+H !"i �/g�. Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90. 45.P5iff1-"t.0N, 1�t8f,�c1� STR�LTt�I1v 70 78 *D+W- +H Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 7078 +0+0.70E+H Dsgn. L = 16.00 it 1 0.095 0.015 4.32 4.32 75.90 DAT!f-45-1-14 1.00- ByU&__V18.20-10 78 +D+0.750L r40.750L40.750W 4H Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 70.78 +D40.750L+0.750S+0.750W4H Dsgn. L = 16.00 N 1 0,095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 70.78 +0+0.750Lr40.750L40.5250E+H Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 70.78 +D+0.750L40.750S+0.5250E+H Dsgn. L = 16.00 N 1 0.095 0.015 4.32 4.32 75.90 45.45 1.14 1.00 1.08 118.20 70.78 r Project Title: Filler Residence—Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. 92401 SAN t3ERNARDINO, CA COM 1"i E-mail KNAPPAE@AQLOL.COM TEL (909) 889-0115 Z Fax (909) 889.0455 P=ed 14 AUG 2013 1213P-1 Steel Beam File =Z,.MM26--APRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-111D6366-O.EC6 ENERCALC, INC. 1%3.2013. Build:6.13.6.21; Ver.6.13.6.21 Description : RB -24 (Gravity) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values , Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn. L = 16.00 It 1 0.057 0.009 2.59 2.59 75.90 45.45 1.14 1.00 0.65 118.20 70.78 +0.60D+0.70E+H Dsgn. L = 16.00 It 1 0.057 0.009 2.59 2.59 75.90 45.45 1.14 1.00 0.65 118.20 70.78 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-' Dell Location in Span Load Combination Max. '+° Den Location in Span D Only 1 0.1434 8.080 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 1 0.1434 8,080 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA15mum 1.081 1.081 D Only 1.081 ` 1.081 ' Steel Section Properties : HSS6x6x1/2 Depth = 6.000 in I xx = 48.30 in"4 J = 81.100 in14 S xx 16.10 in13 Width = 6.000 in R xx = 2.230 in Wall Thick = 0.465 in Zx = 19.800 in^3 Area = 9.740 in^2 I yy = 48.300 in°4 C = 0.000 in13 Weight = 35.109 pit S yy = 16.100 in^3 R yy = 2.230 in Ycg = 3.000 in ' - Knapp & Project Title: Filler Residence Main House - Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 1 SAN Project Descr: D g_- �`•{t - E-mail KNAPPAE@AOL.COMOL.COM TEL, (909) 889.0715 Fax (909)889-0455 Prv-ea.l4AUG 20131213P!.! Steel Bram File =Z-.VI H26-APRESTIFD2LRB-JICSUPH4-0112092.2WUTILV-AlDB366-O.EC6 ENERCALC, INC. 1983.2013, Build:6.13.6.21, Ver.6.13.6.21 ill i.rrr Description : RB-24 (Out-of•Piane) ' CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending_____.__.__.. ' Load Combination IBC 2009 W(0.209) I Span = 16.0 ft HSS6x6x112 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.2090 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio v _ 0:147:1 _ Maximum Shear Stress Ratio = V 0.024: 1 ' Section used for this span HSS6x6x1/2 Section used for this span HSS6x6x1/2 Ma: Applied PP 6.688 k-ft Va Applied 1.672 k j Mn / Omega: Allowable 45.449 k-ft Vn/Omega : Allowable 70.779 k I Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 -Max Downward Total Deflection -� Max Upward Total Deflection 0.222 in Ratio = 0.000 in Ratio= 860 0 <240 �ll I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only 1 Dsgn. L = 16.00 ft 1 0.000 75.90 45,45 1.00 1.00 •0.00 118.20 70.78 +D+L+H Dsgn. L = 16.00 It 1 0.000 75.90 45.45 1.00 1.00 -0.00 118.20 70.78 +D+Lr+H Dsgn. L = 16.00 h 1 0.000 75.90 45A5--+00-"0--H0--1 _._0'---7 78 +D+s+H° Dsgn. L 16.00 ft 1 0.000 4 `LA QU;NTA = +D+o.750Lr+0.750L+H 75.90 ,4 1.0 1. 0 -0. 1 7 78 BUILDING & SAFETY DEPT. Dsgn. L= 16.001 1 0.000 �DsgnOL�716.00R 75.90 45.45 1100 1.0 0 0 A 78 1 0.000 75.90 45 _100•��1.A�®�� 70 8 +D+W+H OR l.lJ4i�1STh�Yif�, Dsgn. L = 16.00 fl 1 0,147 0.024 6.69 6.69 75,90 45.45 1.14 1.00 1.67 118.20 70 8 Dsgn. L = 16.00 ft 1 0.000 75.90 pp,4,5r,45 1,00 1.011 _ B`ALOn tta �n 70 g +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 16.00 R 1 0.110 0.018 5.02 5.02 75.90 45.45 1.14 1,00 1.25 118.20 70.78 +D-0.750L40.750S+0.75OW+H Dsgn. L = 16.00 ft 1 0.110 0.018 5.02 5.02 75.90 45.45 1.14 1.00 1.25 118.20 .70.78 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 16.00 ft 1 0.000 75.90 45.45 1.00 1.00 -0.00 118.20 70.78 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.00 ft 1 0.000 75.90 45.45 1.00 1.00 -0.00 118.10 70.78 +0.60D+W+H Project Title: Filler Residence -Main House ' Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr: n - g� SAN BERNARDINO., CA 92401 f (� E-rnail KNAPPAE@AOL.COM TEL. (909) 689.0115 Fax (909) BB9.0455 Pii ed 14AUG 201312.13PH Steel .Beam rile = Z:122WH26-APRESTIFD2LRB-JICSUPH4-0112092.2WUTILV-111D6366-0:EC6 ENERCALC, INC. 1983.2013,:Bultl:6.13.6.21, Ver.6,13.6.21 r tri Description : RB-24 (Out-of-Plane) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values , Segment Length Span # M V Mmax + Mmax - Ma-Max Mnx Mnx/Omega Cb . Rm Va Max Vnx Vnx/Omega Dsgn. L = 16.00 It 1 0.147 0.024 6.69 6.69 75.90 45.45 1.14 •1.00 1.67 118.20 70.78 +0.60Dn0:70E+N Dsgn. L = 16:00 It 1 0.000 75.90 45.45 1.00 1.00 -0.00 118.20 70.78 OverallMaximum Deflections - Urifactoredloads . Load Combination Span Max. ' '. Dell Localiorrin Span Load Combination Max. '+'.Defl Location in Span W Only 1 0.2218 8.080 0.0000 0.000 .Maximum: Deflections for Load:Combinations - Unfactored:Loads , Load Combination Span Max. Downward Dell Location"in Span "Span ' Max. Upward Deft Location in Span W Only 1 0.2218 8:080 0.0000 0.000 \let'tical' Reactions • :Unfactored Support notatiom. For left is #1. Values in KIPS Load Combination Support 1 Support.2_ Overall MAXimum 1:672 1.672 W Only 1:672 1.672 Steel.SectionPeoperties H$S6x6x1/2 Depth = 6:000 in l xx 48.30'in4 ) 81:100 in"4 S xx 16.10 in"3 Width = 6.000 in R xx = 2.230 in Wall Thick = 0.465 in Zx = 19.800 in"3 Area = 9.740 in12 I yy = 48.300 in14 :C = 0.000 in"3 Weight = 35.109 :plf S yy = 16.100'in"3 R yy = 2.230 In , Ycg 3.000 in w 1 f iJ r� t f 11 1, .1 w 11 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN SERNARDINO. CA 92401 E-mail TL (909) 8899.011 COM TEL (909) 889-0115 Fax (909)889.0455 Steel Beam r.rrr• Description : RB -25 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: Printed. It AUG 2013 1.09Pl.1 File = Z:VIM26-APRESTIFD2LRB-J%CSUPH4-0112092.21MUTILV-n1D6366-O.EC6 ENERCALC, INC. 1983-2013, Bulid:6.13.6,21, Ver"6.13.6.21 Calculations per AISC 360-05, IBC 2006, CBC.2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 D(1.95)1Lr1.98) Span = 8.50 ft -,'S Span = 2.50 ft W 18x35 W 18x35 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, Lr = 0.040 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, Lr = 0.040 k/ft, Tributary Width =1.0 ft Point Load: D =1.950, Lr =1.980 k @ 2.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.061 :1 M Section used for this span W1805 Ma: Applied 10.153k -ft Mn / Omega: Allowable 165.918 k -ft Load Combination +D+Lr+H, LL Comb Run (LL) Location of maximum on span 8.500ft Span # where maximum occurs Span # 1 Maximum Deflection t:0 21 165 1. �$ . FE 5�.3DOE 1RT2o Max Downward L+Lr+S Deflection 0.005 in Ratio= Max Upward L+Lr+S Deflection -0.003 in Ratio = Max Downward Total Deflection 0.010 in Ratio = Max Upward Total Deflection -0.005 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Mar Stracc um Shear Stress Ratio = 0.039 : 1 Section used for this span W18x35 Va : Applied 4.193 k Vn/Omega : Allowable 106.20 k Load Combination +D+Lr+H, LL Comb Run (LL) Location. of maximum on.span 8.500 It Span # where maximum occurs Span # 1 11,068 36,749 5795 20212 Span # M V Mmax + Mmax - Ma Max Mnx D Onty R2-' j j "�� & Dsgn. L = 8.50 it 1 0.031 0.020 5:08 5.08 217.08 t:0 21 165 1. �$ . FE 5�.3DOE 1RT2o Dsgn. L = 2.50 ft 2 0.031 0.020 -5.08 5.08 277.08 165.92 1r0 7.1-,00. '11 106.20 i 11 �" V 1165.92 +D+Lr+H, LL Comb Run (•L) , t./ El_30 l j i� �J Dsgn. L= 8.50 ft 1 0.061 0.039 40.15 10.15 277.08 165.92 FG0.131ONSTRUr N 106.20 Dsgn.L = 2.50111 2 0.061 0.039 -10.15 10.15 277.08 1.00 1.00 4.19 5 .�0- 106.20 +D+Lr+H, LL Comb Run (L•) Dsgn. L = 8.50 ft 1 0.031 0.020 =5.08 5.08 .277.08 1165:9 E 1.00 1.00 159.30 106.20 Dsgn. L = 2.50 ft 2 0.031 0.020 =5.08 5.08 277.08 16`3� "1:0-1.00---Y'- `-'^�0 +D+Lr+H, LL Comb Run (LL) Dsgn. L = 8.50 ft 1 0.061 0.039 -10.15 10.15 277.08 165.92 1.00 1.00 4.19 159.30 106.20 Dsgn. L = 2.50 ft 2 0.061 0.039 -10.15 10.15 277.08 155.92 1.00 1.00 4.19 159.30 106.20 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. • Dell Location in Span Load Combination Max. W Dell Location in Span 1 0.000 2:500 D+Lr -0.0050 5.035 D+Lr 2 0.0104 2.50 0.000 5.035 f Project Title: Filler Residence Main House Knapp & Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: SAN BERNARDINO, CA 92401 ` E-mail KNAPPAE@AOL.COM TEL, (909) 889-0115 �. Fax (909) 889-0455 Printed 14 AUG 2013 t OSRA Ste@I BeamFile=Z:12 M26-APRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-111D6366-0,EC6 ENERCALC. INC. 1983.2013, Build 6.13.6.21, Ver:6.13.6.21 Li67.*'.-1I<W-'06000933. Description: RS-25 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max, Downward Den Location in Span Span Max. Upward Den Location in Span D Only 2 0.0049 2.500 1 -0.0023 5:100 Lr Only, LL Comb Run ('L) 2 0.0054 2.500 1 -0.0028 4.969 Lr Only, LL Comb Run (L') 1 0.0003 4.315 2 -0.0003 2.500 Lr Only, LL Comb Run (LL) 2 0.0051 2:500 1 -0.0025 5.035 D+Lr, LL Comb Run ('L) 2 0.0104 2.500 1 -0.0050 5.035 D+Lr, LL Comb Run (L') 2 0.0046 2.500 1 -0.0020 5.231 D+Lr, LL Comb Run (LL) 2 0.0101 2.500 1 -0.0047 5.035 Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.918 5.834 D Only -0.321 2.987 Lr Only, LL Comb Run ('L) -0.597 2.677 Lr Only, LL Comb Run (L') 0.170 0.170 Lr Only, LL Comb Run (LL) -0.427 2.847 D+Lr, LL Comb Run ('L) -0.918 5.664 D+Lr, LL Comb Run (L') -0.151 3.157 D+Lr, LL Comb Run (LL) -0.748 5.834 Steel Section Properties : W1805 Depth = 17.700 in I xx - 510.00 in'4 J = 0.506 In"4 Web Thick = 0.300 in S xx 57.60 in13 Cw = 1,140.00 in"6 Flange Width = 6.000 in R xx = 7.040 in Flame Thick 0:425 in ZX - 66.500 in"3 Area = 10.300 in"2 I yy = 15.300 in14 Weight = 35.061 plf S yy = 5.120 in13 Wno = 25.900 in12 Kdesign - 0.827 in R yy = 1.220 in Sw = 16.500 in"4 K1 = 0.750 in Zy = 8.060 in43 Of 10.500 in"3 its = 1.520 In rT = 1.490 in Ow = 32.700 in^3 Ycg = 8.850 in u t 1 t u 1 t 1 t Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM (909)889.0115 Fax a.o. Fax (909)889.0455 Wood Beam 1.r'i1• Description: RB -26 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr: pgr- �s PBNed Ie AUG 2013, 1 10P2 File = ZA22wH26-nPRES RFD2LRB-JICSUPH4-0112092.21MUTILV-11106366-0,EC6 ENERCALC. INC. 191112013. Build:6.13.6.21. Vec6.13.621 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 i Load Combination Set : IBC 2009 6x12 _ F QUINT i 1 Material Properties Span = 10.50 ft Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E ; Modulus of Elasticity Load Combination IBC 2009 Fb- Compr 1,000.0 psi Ebend-xx 1,700.Oksi q',V Fc - Pill 1,500.0 psi Emintiend - xx 620.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi _ ___ __ _ 0.11S1 Maximum Shear Stress Ratio Wood Grade : No.1 Fv 180.0 psi Section used for this span 6x12 Ft 67 5. 0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling FB : Allowable = 1,000.00psi D(0.03) Lr(0.04) i 7 Maximum Forces & Stresses for Load Combinations i 1 6x12 _ F QUINT i 1 i Span = 10.50 ft Applied Loads 1Mo1RhNAk&dllNU & SAFElYngn Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads C r C m C t Uniform Load : D = 0.030, Lr = 0.040, Tributary Width =1.0 ft q',V D Only 1.00 DESIGN 1.00 1.00 • -SUMMARY Maximum Bending Stress Ratio = _ ___ __ _ 0.11S1 Maximum Shear Stress Ratio 0.048 : 1 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 114.79psi fv: Actual = 6.57 psi FB : Allowable = 1,000.00psi Fv: Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 5.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection BY Max Downward L+Lr+S Deflection 0.009 in Ratio = 13569 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.020 In Ratio = 6450 Max Upward Total Deflection 0.000 in Ratio = D <180 Maximum Forces & Stresses for Load Combinations _ F QUINT Load Combination Max Stress Ratios 1Mo1RhNAk&dllNU & SAFElYngn Segment Length Span # M V C d C FN C I C r C m C t CL q',V D Only 1.00 1.00 1.00 1.00 1.00 1.00 F('�� 0.0 Length =10.50 ft 1 0.060 0.025 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1 Gb 12` `T080. TRUCT� 180.0 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0. Length =10.50 ft 1 0.115 0.048 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1 1�ATE114.79 100000 0.36 8.57 180. Overall Maximum Deflections • Unfactored Loads BY Load Combination Span Max. ' ' Dell Location In Span Load Combination D+Lr 1 0.0195 5.288 0.0000 0.000 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 f E-mail KNAPPAE@AOL.COM k TEL (909) 889.0115 �a�"`✓✓✓ Fax (909) 889-0455 Wood Beare I.0er Description: RB -26 Vertical Reactions - Unfactored Project Title: Filler Residence—Main House , Engineer: BDM Project ID: 12092.2 Protect Descr: NFd D / I PdMed le AUC 2013. 1.10PM File= Z:122WH26-71PRES RFD2LRB-JICSUPH4-0U209221MUTILV-II1D6366-O.EC6 ENERCALC, INC. 1983.2013, Build:6.13.6.21, Ver:6.13.6.21 Support notation: Far left is #1 Values in KIPS r Load Combination Support 1 Support 2 Overall MAXimum 0.442 0.442 D Only 0.232 0.232 Lr Only 0.210 0.210 D+Lr 0.442 0.442 T j { YYr� t 1 � I 1 1 t � I � I I � I Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr:_ Q� J,< ,, SAN BERNARDINO, CA 92401 lefv E-mail KNAPPAE@AOL.COM TEL. (9091 889.0115 Fax (9091889.0455 Pmiea 14Auc2013 t 11ar.1 File=Z-.MM26-71PRESTI Wood beam FD2LRB-JtCSUPH4-0111092,21MUTILV-It1D6366-O.EC6 ENERCALC. INC. 1983.2013, Build:6.13.6.21, Ver,6.13.6.21 Description: RB -27 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Span = 11.50 ft 1.00 Applied Loads Load Combination Set: IBC 2009 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 1.00 Material Properties 1.00 Uniform Load : D=0.0190, Lr=.0.0250 , Tributary Width =1.0 ft 1.00 Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb - Compr 1,350.0 psi Ebend-xx 1,600.Oksi 0.034: 1 I Fc - Pdl 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi tv : Actual = Wood Grade : No.1 Fv 170.0 psi Fv: Allowable = 170.00 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Location of maximum on span = 5.750ft D(0.019) Lr(0.025) Span # where maximum occurs = Span # 1 • l i i i w I 6x14 L - _ Span = 11.50 ft 1.00 Applied Loads 1.00 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 1.00 1.00 1.00 Uniform Load : D=0.0190, Lr=.0.0250 , Tributary Width =1.0 ft 1.00 +O+Lr+H 0.99 DESIGN -SUMMARY 1.00 1.00 1.00 [Maximum Bending Stress Ratio = 0.0541 Maximum Shear Stress Ratio -= 0.034: 1 I Section used for this span 6x14 Section used for this span 6x14 fb.: Actual = 71.97 psi tv : Actual = 5.70 psi FB: Allowable = 1,332.45psi Fv: Allowable = 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 5.750ft Location of maximum on span - 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 i Maximum Deflection Max Downward L+Lr+S Deflection 0.005 in Ratio= 25161 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.013 in Ratio = 10378 i Max Upward Total Deflection i , 0.000 in Ratio = 0 <180 i I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Ci Cr Cm C I CL D Only 0.99 1.00 1.00 1.00 1.00 1.00 Length =11.50 It 1 0.032 0.020 1.00 0.99 1.00 1.00 1.00 1.00 1.00 +O+Lr+H 0.99 1.00 1.00 1.00 1.00 1.00 Length =11.50 ft 1 0.054 0.034 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Soan Max. ° ' Defl Location in Soan Load Combination M Moment Values Shear Values B1y42L8Jfi SAF 3PEP FO 0.0Q71��7. r1 3 4R O V ED 170.00 Max. W DO Location in DATE BY. u it L� , - Knapp & Associates Inc. Project Title: Engineer: Filler Residence -Main House BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr:` QA SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM -J�� T (90989.0115 Faxax (909118899-0455 Rrsied 14 AUG 2W3 ) tIPRi Wood BeamIFD2LRB-JICSUPH4-011209ZAMUTILV-I11D6366-O.EC6 File=Z:,V2WH26-APREST ENERCALG INC, 19M2013, Build:6.13.6.21, Ver:6.13.6.21 i.rrr• - Description : RB -27 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.348 0.348 D Only 0.205 0.205 Lr Only 0.144 0.144 D+Lr 0.348 0.348 u it L� 1 E 1 11 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: 0` A BANit KNARDINO, CA 9 {f E-mail NAPPAE@AOL.COMOM ip fj TEL, (909) 869-0115 ..moi Fax (909)889-0455 Primcd 14AJG20I3 11114.4 Steel • Beam File = Z:UM26-71PRES nFD2LRB-JICSUPH4-011209221MUTILV-111D6366-O.EC6 ENERCALC, INC. 1983.2013, BuiW:6.13.6.21, Ver.6.13.6.21 01 Description : RB -28 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Proaerties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E. Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009_ D(0.113) Lr(0.15) D(0g4 Span = 26.50 ftSpa�i = 1.0 ft W18x35 W 18x35 Apelied Loads Span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 1 0.2238 13.250 Load for Span Number 1 0.0000 13.250 D+Lr Maximum Deflections for Load Combinations - Unfactored Loads Uniform Load : 0=0.1130, Lr = 0.150 k/ft, Tributary Width =1.0 It Span Max. Downward DO Location in Span Load for Span Number 2 1 0.1110 13.250 Lr Only Uniform Load : D = 0.1130, Lr = 0.150 k/ft, Tributary Width =1.0 ft 0.1128 13.250 D+Lr Point Load : D = 0.20, Lr = 0,140 k @ 1;0 ft 0.2238 13.250 DESIGN SUMMARY o j Maximum Bending Stress Ratio = _ _ _ 0.156: 1 Maximum Shear Stress Ratio = 0.037: 1 I Section used for this span W18x35 Section used for this span W18x35 j !4 Ma: Applied 25.920 k -ft Va : Applied 3.968 k Mn / Omega: Allowable 165.918 k -ft VNOmega : Allowable 106.20 k i Load Combination +D+Lr+H Load Combination +D+Lr+H i Location of maximum on span 13.250ft Location of maximum on span 26.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span .# 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.113 in Ratio = 2,818 Max Upward L+Lr+S Deflection -0.013 in Ratio = 1,796 i Max Downward Total Deflection 0.224 In Ratio = 1421 ! Max Upward Total Deflection -0.026 in Ratio = 906 I -- Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.50 ft 1 0.078 0.019 12.86 -0.27 12.86 277.08 165:92 1:00 1.00 1.97 159.30 106.20 Dsgn. L = 1.00 ft 2 0.002 0.003 -0.27 0.27 277.08 165.92 1.00 1.00 0.35 159.30 106.20 +D+Lr+}I Dsgn. L = 26.50 It 1 0.156 0.037 25.92 -0.49 25.92 277.08 Dsgn. L = 1.00 It 2 0.003 0.006 -0.49 0.49 277.08 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " Dell Location in Span Load Combination D+Lr 1 0.2238 13.250 2 0.0000 13.250 D+Lr Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward DO Location in Span D Only 1 0.1110 13.250 Lr Only 1 0.1128 13.250 D+Lr 1 0.2238 13.250 1sSB,U10,11NG & Sri FE 91��DEP A r"'r MaxFleflLocation Span FUH COW TI©4RP -0.0265 1.000 SpaRATE Max. Upward Dell By Location in an L2______-10 -0.0134 1.000 -0.0265 1.000 Project Title: Filler Residence—Main House , Knapp & Associates Inc. Engineer: BDM Project ID: •12092.2 408 SOUTH STODDARD AVENUE Project DeSCC SAN BERNARDINO,-CA 92401 E mail KNAPPAE@AOL.COM ddd TEL. (909) BMW 15 Fax (909) 889-0455 Poled.14AUG?013 IAIPM Steel Beam i = 26-71 - - 6 ` Tile Z122WH PRESTIFD2LRB-JICSU°H4 0%12092,21MUTILV-RID6366 0,EC ENERCALC'INC.1983-2013 Build:6.13.6.21;Ver:6.13.6.2 Description RB-28 Vertical; Reactions • UfIfBCtored Support notation ::Far lef(is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAY(imurn 3.931 4.606 D Only 1.951 2.320 Lr Only 1.919 2.286 D+Lr 3.931 4,606 Steel Stdon Properties ; ..W18x35 Depth = 17.700 in I Kx 510.00 inM J 0.505 inA4 Web Thick = 0.300 in S xx 57.60 in13 Cw = 1;140.00 in"6 Flange Width = 6:000 in R xx = 7.040 in Flange Thick = OA25 in Zx = 66.500 :inA3 Area = 10.300 MIT I yy = 15.300 inA4 Weight = 35.061 plf S yy 5.120 inA3 Wno = 25.900 inA2 Kdesign = 0:827 in R yy 1.220 in Sw 16:500 inA4 K1 = 0:750 in Zy 8.060 in43 Of 10.500 inA3 rls = 1.520 In rT 1.490 in Ow = 32:700 inA3 Ycg = 8:850 in 1 t J t r Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM `p TEL, (909) 889.0115 .J Fax (909) 889.0455 Steel Beam Description : RS -29 (Out -of -(Mane) Project Title: Filler Residence -Main House Engineer. BDM Project Descr: File = 1 Project ID: 12092.2 P" i - Pnnlod 14 AUG 2713 I InA !.21MUTILV-n1D5366-O.EC6 Build:6.13.6.21, Ver:6.13.6 21 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 W(0.209) W Only 0.836 0.836 Span = 8.0 ft 1 HSS6x6x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: W = 0.2090 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.065: 1 Maximum Shear Stress Ratio = 0.020 :1 Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4 Ma : Applied 1.672 k -ft Va : Applied 0.8360 k j Mn / Omega: Allowable 25.709 k -ft Vn/Omega : Allowable 40.826 k Load Combination +D+W+H Load Combination +D+W+H f Location of maximum on span 4.000ft Location of maximum on span 0.000 It fSpan # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ) Maximum Deflection I Max Downward L+Lr+S Deflection 0.000 In Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 4101 I Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+W+H Dsgn. L = 8.00 ft 1 0.065 0.020 1.67 1.67 42.93 25.71 1.14 1.00 0.84 68.18 40.83 +0+0.750Lr+0.750L+0.75OW4H Dsgn. L = 8.00ft 1 0.049 0.015 1.25 1.25 42.93 25.71 1,14 1.00 0.63 68.18 40.83 +D40.750L+0.750S+0.750W+H Dsgn. L = 8.00 ft 1 0.049 0.015 1.25 1.25 42.93 25.71 1.14 1.00 0.63 68.18 40.83 +0.60D+W+H Dsgn. L = 8.00 It 1 0.065 0.020 1.67 1.67 42.93 25.71 1.14 1.00 0.84 68.18 40.63 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination D al WT-AWOnly 1 0.0234 4.040 BUILDING &oBAFETY LST, Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span pan tnRRJ;t0VG[nJlpan W Only 1 0.0234 4.040 FOR CO STRUC-RON Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 W Only 0.836 0.836 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909 889-0115 Fax (90911 889.0455 Wood Beam Description : Rea CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material P Analysis Method Load Combinatio Wood Species Wood Grade Beam Bracing Project Title: Filier Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: n c- 12, : Allowable Stress Design Fb - Tension n I BC 2009 Fb - Compr Fc - Pdl DF/DF Fc - Perp :24F - V8 Fv R Beam is Fully Braced against lateral -torsion buckling Primal 14 AUG 2013 1.13?"1 SUPH4-011209221MUTILV-n1D6366-O.EC6 , INC 1983.2013, Buil 713.6.21, Ver.6.13 6 21 2,400.0 psi E : Modulus of Elasticity 2,400.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 930.0 ksi 650.0 psi Ebend-yy 1,600.Oksi 265.0 psi Eminbend - yy 830.0 ksi 1,100.0 psi Density 32.210pcf D(0.188) Lr(0.25) D(0.188) Lr(0.25) 5.125x16.5 Span = 8.50 ft 5.125x16.5 Span =6.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.1880, Lr = 0.250 , Tributary Width =1.0 It Load for Span Number 2 Uniform Load : D = 0.1880, Lr = 0.250 , Tributary Width =1.0 It Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.125x16.5 174.62 psi 2,400.00 psi +D+Lr+H, LL Comb Run (LL) 8.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.006 in Ratio = 17900 -0.002 in Ratio = 44306 0.009 in Ratio = 10887 -0.002 in Ratio = 44306 Maximum Forces & Stresses for Load Combinations 0.116 : 1 5.125x16.5 30.73 psi 265.00 psi +D+Lr+H, LL Comb Run (LL) 7.17011 = Span # 1 Load Combination , _ Max Stress Ratios Moment Values Shear Values , Segment Length ��' Span # M V ( C d C Fa C i C r C m C t C L M fb Fb V fv F'v D Only ( , - ` '.,0 1.00 1-00 1.00 1.00 1.00 1-00 0,00 0.00 0.00 0.00 Length 8.50 ft �U fi1.� 033 1 . 0.053 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.53 79.08 2400.00 0.18 13.92 265.00 Length = 6.50 ft -2 0.033 0.053 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.53 79.08 2400.00 0.63 13.92 265.00 +D+Lr+H, LL Comb Run ('L) ' 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 8.50 It f 0.045 0.080 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.10 108.60 2400.00 1.19 21.19 265.00 -Length _6.50.k Y2 - 0.045 0.080 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.10 108.60 2400.00 1.19 21.19 265.00 +Dj-Qt+I, LL Comb Run (L?) - 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 t Segment.Length Span # M V Cd C FN Ci Cr C m C I CL M Length = 8.50 it 1 Knapp & Associates Inc. Project Title: Engineer: Filler Residence -Main House BDM Project ID: 12092.2 1.00 408 SOUTH STODDARD AVENUE Project Descr: a If 1.00 } SAN BERNARDINO, CA 92401 2.84 _ 3 E -maid KNAPPAE@AOL.COM TEL. (909) 889.0115 0.111 1.00 889-0455 1.00 Ptfnted, Id AUG 2013, l 13hi WOOCI Be8t11 FIIe=Z:\22WH2fr71PRESTIFD2LRB>JICSUPH4-01120��TILV�O.EC6 1.00 2.81 ENERCALC, INC. 1983.20113.6,21 t.rrt 265.00 •- Description : RS -30 1.00 1:00 Load Combination Max Stress Ratios 1.00 Moment Values Shear Values Segment.Length Span # M V Cd C FN Ci Cr C m C I CL M Length = 8.50 it 1 0.061 0.111 1.00 1.00 1.00 1:00 1.00 1.00 1:00 2.84 Length = 6.50 It 2 0.060 0.111 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.81 +D+Lr+H, LL Comb Run (LL) 30.73 265.00 1.611 1.00 1.00 1:00 1.00 1.00 1:00 0,437 Length = 8.50 it 1 0,073 0.116 1100 1.00 1:00 1.00 1.00 1.00 1.00 3.38 Length = 6.50 k 2 0.073 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.38 OverdliNeximum Deflections • Unfactored.Loads 3.378 0.240 D+Lr, LL Comb Run (LL) 1.544 4.346 fb F'b V fv F'v 146.57 2400.00 1.67 29.54 265.00 145.10 2400.00 0.83 29.54 265.00 D+Lr, LL Comb Run ('L) 0.00 0.00 0.00 0.00 174.62 1400.00 1.73 30.73 265.00 174.62 2400.00 1.39 30.73 265.00 Load Combination Span Max, '= Dell Location in Span Load Combination Max, '+' Dell Location in Span D+Lr, LL Comb Run (L') 1 0.0094 3,894 0:0000 1.888 D+Lr, LL Comb Run ('L) 2 0.0026 3,668 D+Lr, LL.Comb Run (L') -0.0016 1.888 Vertical Reactions •.Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.611 4,346 1,161 D Only 0.699 1.968 0,437 Lr Only, LL Comb Run ('L) -0.067 0:988 0,724 Lr Only, LL Comb Run (L') 0.912 1,410 -0:.197 Lr Only, LL Comb Run (LL) 0.845 2.378 0.528 D+Lr, LL Comb Run ('L) 0.632 2.936 1.161 D+Lr, LL Comb Run (L') 1.611 3.378 0.240 D+Lr, LL Comb Run (LL) 1.544 4.346 b.964 [DATE ITY OF LA QUINTA ILDING & SAFETY DEPT. APPRO\/E® FOR CONSTRUCTION BY 1 91 i I JKnapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL, (909) 889.0115 Fax (909)889-D455 Wood Beam Description : RB -31 CODE REFERENCES Calculations per NDS'2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Project Title: Filler Residence .Main House ' Engineer: BDM - Project ID: 12092.2 Protect Descr: Printed. 14 AUG 2013 1 19K..4 File =. Z:122WH26-APRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-111 OM-.O.EC6 ENERCALC, INC. 1963.2013: Build:6:13.6.21, Ver.&13.6,21 • 1aL'L'lii!C'\'{tl'IY1�Mtril'1�1a��[�11�I��f��{ Analysis Method: Allowable Stress Design Fb - Tension 2,400:0. psi E: Modulus of Elasticity Load Combination IBC 2009 Fb -Compr 2,400.0 psi Ebend-xx 1,800.Oksi Section used for this span Fc - Pdl 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade :24F -V8 Fv 265.0.psi Eminbend -yy 830.Oksi = Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling +D+Lr+H, LL Comb Run (LL) j Location of maximum on span = D(0:075).Lr(0.1.) D(0.075)10.1.). 'Applied Loads-... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0750, Lr = 0:10 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.0750, Lr='0.10 , Tributary Width =1.0.ft DESIGN SUMMARY P - � v ,Maximum Bending Stress Ratio = 0.0191 Maximum Shear Stress Ratio v V = 0.031: 1 Section used for this span_ 5.125x19:5 Section used for this span 5.125x19.5 ; tb : Actual 44.66psi fv: Actual - 8.21, psi FB :Allowable j = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+Lr+H, LL Comb Run (LL) Load Combination +D+Lr+H, LL Comb Run (LL) j Location of maximum on span = 7.000ft Location of maximum on span = 7.000 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 I Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratlo = 79498 !, Max Upward Total Deflection -0.000 in Ratio = 283711 Maximum:Forces;& Stresses.for:Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN. C I C r C in C t CI M fb F'b V fv F'v D Only, 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 7.0 It 1 0.009 0.015 1.00 1.00 1.00 1.00 1.00 1:00 1.00 0.60 22.03 2400.00 0.27 4.05 265.00 Length = 7.0 ft 2 0.009 0.015 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 22.03 2400.00 0.27 4.05 265.00 +D+ir+H, LL Comb Run ('L) 1.00 1.00 1:00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.014 0.029. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 33.35 2400.00 0.50 7.55 265.00 Length = 7.0 It 2 0.014 0.029 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 33.35 2400.00 0.50 7.55 265.00 +O+&ft LL Comb Run (L') 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 t Ll 1 L t 1 Ll �II & Associates Project Title: Filler Residence -Main House Knapp Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: SAN BERNARDINO, ti E-mail KNAPPAE@AOLOL.COMCOM i( TEL. (909) 889-0115 Fax (909) 889-0455 PdNed 14 AUG 2013 1.15P61 Wood:Beam Pile=Z:MM26-APRESnFD2LR2-JICSUPH4-0112092.21MUT1LV-KID6366-0.EC6 ENERCALG INC. 19832013, Bu5d:6.13.6.21, Ver:6J3.6.21 r.rrr• Description : RB -31 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CA C FN C i Cr C in C I C L M fb F'b V fv F'v Length = 7.0 ft 1 0.014 0.029 1.00 1.00 1.00 1100 1.00 1.00 1.00 0.90 33.35 2400.00 0,5D 7.55 265.00 Length = TO It 2 0.014 0.029 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 33.35 2400.00 0.31 7.55 265.00 +D+Lr+H, LL Comb Run (LL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0:019 0.031 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.21 44,66 2400.00 0.55 8.21 265.00 Length = 7.0 ft 2 0.019 0.031 1.OD 1.00 1.00 1.00 1.00 1.00 1.00 1,21 44.66 2400.00 0,55 8.21 265.00 Overall.Maximum Deflections • Unfactored Loads Load Combination Span Max. ° ' Dell Location in Span Load Combination Max.'+' De0 Location in Span D+Lr, LL Comb Run (L') 1 0:0011 3.168 0.0000 O.00D D+Lr, LL Comb Run ('L) 2 0.0011 3.872 0.0000 0.000 Vertical Reactions-:Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.562 1.727 0.562 D Drily 0.256 0.852 0.256 Lr Only, LL Comb Run ('L) -0.044 0.437 0.306 Lr Only, LL Comb Run (L') 0.306 0.437 -0.044 Lr Drily, LL Comb Run (LL) 0.263 0.875 0.263 D+Lr, LL Comb Run (°L) 0:212 1.289 0.562 D+Lr, LL Comb Run (L') 0:562 1.289 0.212 D+Lr, LL Comb Run (LL) 0.518 1.727 0.518 CITY OF LA QUINTA BUILDING $ SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE "'. JKnapp & Associates Inc. Steel `Beam Description.: RB -32 CODE REFERENCES Project Title: Filler Residence 'Main House Engineer: BDM - Project ID: 12092.2 Pro)ect Descr. pd 0 Printed, 14 AUG 2013 Fife='Z:122WH26-APRESTIFD2LRB=JICSUPH4-0112092.2WiUTILV-11106366^Q.EC6 ENERCALC; INC. 1983.2011.806:6.13:6.21, Ver.6:13.6.21 rim- �Blilt�hi I'rlr•\"��i;fiW��lil'1'i:U��Le11�1:��-f•�i Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 MatedaF:Proetfies P Analysis Method : Allowable Strength.Design Fy ; Steel Yield.; 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 12009 D(0.1 .,� v v "V' .. IV ._ Span = 3.0 ft Span - 9.50 It W 16x31 W 16x31 D(0:26).LrO.31) Appliedtoads 408 SOUTH STODDARD AVENUE Service loads entered. Load Factors will be applied for calculations. SAN BERNARDINO, CA 92401 E-mail KNAPPAE%IAOL.COM TEL, (909) 869.0115 ,. Fax (909) 889-0455 Steel `Beam Description.: RB -32 CODE REFERENCES Project Title: Filler Residence 'Main House Engineer: BDM - Project ID: 12092.2 Pro)ect Descr. pd 0 Printed, 14 AUG 2013 Fife='Z:122WH26-APRESTIFD2LRB=JICSUPH4-0112092.2WiUTILV-11106366^Q.EC6 ENERCALC; INC. 1983.2011.806:6.13:6.21, Ver.6:13.6.21 rim- �Blilt�hi I'rlr•\"��i;fiW��lil'1'i:U��Le11�1:��-f•�i Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 MatedaF:Proetfies P Analysis Method : Allowable Strength.Design Fy ; Steel Yield.; 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 12009 D(0.1 .,� v v "V' .. IV ._ Span = 3.0 ft Span - 9.50 It W 16x31 W 16x31 D(0:26).LrO.31) Appliedtoads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to.loads Load for:Span Number 1 Load Combination Max Stress Ratios Uniform Load : D = 0.0750, Lr = 0.150 k/ft, Tributary Width = 1.0 ft Summary of Shear Values Load for Span Number 2 V Mmax + Mmax - 'Ma - Max Mnx Uniform Load : D = 0.1880, Lr = 0.250 klft, Tributary Width = 1.0 ft Va Max Vnx Point Load.: D=0.260, Lr = 0.310 k @; 9:50 ft iDsgn" ' Z' :OQ'•ft 4 ,r1 i t 7� �O:D92 .,,�j° 0.049 12.36 `DESIGN. SUMMARY 225:00 134:73 1.00 1.00 �: Maximum Bending Stress Ratio = 0;197:1 Maximum Shear Stress Ratio = - 0.106: 1 Section used for this span W16x31 Section used for this span W16x31 i Ma.::Applled 26.582 k -ft Va : Applied 9:245 k ! Mi'+ / Omega.: Allowable 134.731 k -ft Vn/Omega.: Allowable 87.450 k I Load Combination +D+Lr+H, LL Comb Run ('L) Load Combination +D+Lr+H, LL Comb Run (LL) Location of maximum on span 3.000ft Location of maximum on span 3.000 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 225 00 134.78 100 1.00 Max Downward L+Lr+S Deflection 0.076 in Ratio = 3,011 0+Dr+;L6Comfi:Rrioq r f Max Upward L+Lr+S Deflection -0.001 in Ratio = 27;311 Max Downward Total Deflection 0.141 in Ratio = 1615 ] Max Upward Total Deflection -0.002 In Ratio = 14721 -12.36 0 • °Maximum Forces:&'Stressesfor.Load.Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - 'Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega iDsgn" ' Z' :OQ'•ft 4 ,r1 i t 7� �O:D92 .,,�j° 0.049 12.36 12;36 225:00 134:73 1.00 1.00 4:28 .13t.18 87:45 Ds1jn.""� =" 9.50 ft,� .�^,2a,( &JrO.D92 0.027 -12.36 12.36 225.00 134.73 1:00 1.00 2.34 131.18 87.45 :�D�lr�+-I, Ll�oiii6sRun i L) D g L �9 50:f1 Y A 0.197 ' 0. 57 -26.58 26.58 225 00 134.78 100 1.00 5.03 131.18 87:45 0+Dr+;L6Comfi:Rrioq r f 6snL'00ft�� 1 0.092 0.051 -12.36 12.36 225,00 134.73 1.00 1.00 4.50 131.18 87.45 Dsgn. L = 9.50 ft 2 0.092 0.027 -12.36 1236 225,00 134.73 1.00 1.00 2.34 13118 87.45 +D+Lr+H; LL Comb Run (LL) 3T-AC7- Ds9n..L1=_3,0d*A 'Y-'-- 0.197 0.106 -26.58 26.58 225.00 134.73 1.00.1.00 9.24 131.18 87.45 � n �L, �,9 50.K�»�^ - 2 0.197 0.057 -26.58 26.58 225.00 13433 1.00 1.00 5.03 131.18 87:45 Overall Mazimui n:Deflections ,,Llnfactored.Loads . Load Combination Span. Max. ' ' Deg Locationin Span Load Combination. Max, °+° Def] Location in Span 1 0:0000 9:500 D+Lr 40024 1:754 D+Lr 2 0.1412 9.500 0.0000 1.754 i] 11 F LA QUANTAG & SAFETY DEPT. APPROVED ONSTRUCTION By__ Knapp & Associates Inc. Project Title: Engineer: Filler Residence -Main House BDM Project ID: 12092.2 ' 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr: E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax (909)889.0455 Prifted•14AUG2013 121N.J Steel Beam Fib Z:122WH26-APRESTI FD2LR8-JICSUPH4-0112092.21MUTILV-II1D6366-O.EC6 ENERCALC. INC. 1983.2013, Buad:6.13.621, Vev6A16.21 Description: RB -32 Maximum Deflections for. Load -Combinations - Unfactored Loads Load. Combination Span Max.. Downward-De8 Location in Span Span Max. Upward Dell Location in Span D Only 2 0.0655 9.500 1 -0.0011 1.754 Lr Only, LL Comb Run ('L) 2 0:0757 9.500 1 -0.0013 1.754 Lr Only, LL Comb Run (L') 1 0.0000 1.523 .2 -0.0003 9.500 1 Lr Only. LL Comb Run (LL) 2 0.0755 9.500 1 -0.0013 1.754 D+Lr, LL Comb Run ('L) 2 0:1412 9.500 1 40024 1.754 D+Lr. LL Comb Run (L') 2 0.0652 9.500 1 -0.0011 1.754 D+Lr, LL Comb Run (LL) 2 0.1409 9.500 1 -0.0024 1.754 'Vertical Reactions • Unfactored Support notation: Far lett is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -8:702 14,271 D Only -3.960 6.619 I Lr Only, LL Comb Run ('L) 4:742 7.427 Lr Only, LL Comb Run.(L') 0.225 0.225 Lr Only, LL Comb Run (LL) 4.517 7.652 D+Lr, LL Comb Run ('L) -8:702 14.046 1 D+Lr, LL Comb Run (L') -3.735 6.844 D+Lr, LL Comb Run (LL) -8.477 14.271 Steel Section.Properties :: V.16011 Depth 15.900 in I xx - 375.00 In".4 J 0.461 in"4 ' _ Web Thick 0.275 in S.xx 47.20 in^3 CW 739.00 in16 Flange Width = 5.530 in R xx = 6.410 in Flange Thick = 0.440 in Zx = 54.000 in^3 Area 9.130 in^2 I yy _ 12.400 in^4 1 Weight 31.079 plf ".S yy 4.490 013 Wno - 21.400 in12 Kdesign = 0:842 in R yy = 1.170 in SW = 13.000 in"4 K1 = 0.750 in Zy = 7.030 in"3 Of - 8.940 in"3 ns 1.420 .in rT = 1.390 in Ow = 26,600 inA3 ycg 7.950 in 11 F LA QUANTAG & SAFETY DEPT. APPROVED ONSTRUCTION By__ r Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE _ SAN BERNARDINO. CA 92401 p *'**`'j, E-mail KNAPPAE@AOL.COM 4 TEL(909) 889-0115 Fax (9091889.0455 Wood Beam Description: RB -34 CODE REFERENCES Project Title: Filler Residence -Main House Engineer. BDM Project ID: 12092.2 Protect Descr: Printed 14 AUG 2013. 122R4 File =Z.V2WH26-RPRESnFD2LRB-J:CSUPH4-0112092.21MUTILV-111D6366-Q.EC6 , ENERCALC, INC. 19832013, Build:6.13.6.21, Te" 713i,1211 per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Max Stress Ratios Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load Combination Set : IBC 2009 Uniform Load : D = 0.0530, Lr = 0.070, Tributary Width =1.0 it Material Properties UMMARY Shear Values Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb -Compr 1,000.0 psi Ebend-xx 1,700.Oksi 6x12 Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Fv : Allowable = Wood Grade : No.1 Fv 180.0 psi Load Combination +D+Lr+H Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Span # where maximum occurs = Span # 1 6x12 Span =9.50ft AQplied Loads Max Stress Ratios Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0530, Lr = 0.070, Tributary Width =1.0 it Moment Values UMMARY Shear Values Segment Length r • _DESIGNS_ Maximum Bending Stress Ratio __ _ _ 0.1531 Maximum Shear Stress Ratio 0.069 :1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual 153.15psi fv : Actual - 12.40 psi FB : Allowable = 1,000.00psi Fv : Allowable = 180.00 psi Load Combination- +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 4.750ft Location of maximum on span - 8.564 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.00 0.76 74.98 Max Downward L+Lr+S Deflection 0.011 in Ratio = 10469 +D+Lr+H Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 1.00 Max Downward Total Deflection 0.021 in Ratio = 5343 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Length = 9.50 It Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 9.50 fl 1 0.075 0.034 1.D0 1.00 1.00 1.00 1.00 1.00 1.00 0.76 74.98 1000.00 0.26 6.07 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 9.50 It 1 0.153 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.55 153.15 1000.00 0.52 12.40 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. ' ' Deg Location in Span Load Combination Max. '+• Dell Location in Span D+Lr 1 0.0213 4.785 0.0000 0.000 rl Li ii 1 Project Title: Filler Residence—Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. 'r.fin & SAN BERNARDINO, CA 92401 G_.� E-mail KNAPPAE a@AOL.COM L TEL, (909) 889.0115 —JFax (909) Beg -0455 PrinteA I4 AUG tJli 1 i7aM Wood Beam FiL=Z:UM26-71PRESnFD2LRB-JICSUPH4-0112092.21MUTILV-n1D6356-O.EC6 ENERCALC, INC:19832013. BmId:6.13.6.21. Ver.6.13.6.21 it -11 Description : RB -34 Vertical Reactions - Unfactored Support notation: Far left -is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0,651 0.651 D Only 0,319 0.319 Lr Only 0.333 0.333 D+Lr 0.651 0:651 CITY' OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE �_ gY r Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL (909) 8890115 Fax (909)889.0455 Wood'Beam Description : RB -35 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: Ai FW = Pnnled 14 AUG 2013 1 23PM ENERCALC, INC. 1983.2013, Bultl:6.13.6.21, Ver.6.13.6.21 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Cd C FN D Only `� i 1.00 Uniform Load : D = 0.1730, Lr = 0.110 , Tributary Width =1.0 ft Load Combination Set: IBC 2009 0.0, DESIGN SUMMARY ength�16.50 fl uFiT1, 417'L 0.195 1.00 1.00 Material Properties ;Maximum Bending Stress Ratio = 0.417. 1 Maximum Shear Stress Ratio = 0.195 : 1 I Section used for this span Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fv: Allowable = Fc - Pdl 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi 1.00 Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.00 Max Upward L+Lr+S Deflection 0.000 in Ratio = Aunlied Loads D(0.173) Lr(0.11) t i ' 6x12 Span = 16.50 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Cd C FN D Only `� i 1.00 Uniform Load : D = 0.1730, Lr = 0.110 , Tributary Width =1.0 ft 1.00 1.00 0.0, DESIGN SUMMARY ength�16.50 fl uFiT1, 417'L 0.195 1.00 1.00 Overall Maximum Deflections • Unfactored Loads ;Maximum Bending Stress Ratio = 0.417. 1 Maximum Shear Stress Ratio = 0.195 : 1 I Section used for this span 6x12 SecBon used for this span 6x12 i fb : Actual = 1,000.98 psi fv : Actual = 51.77 psi FB: Allowable = 2,400.00psi Fv: Allowable = 265.00 psi ' Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 It j Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 I Maximum Deflection 1.00 1.00 I Max Downward L+Lr+S Deflection i 0.147 in Ratio = 1346 0.00 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 1.00 1 Max Downward Total Deflection Max Upward Total Deflection 0.397 in Ratio = Ratio = 498 1.00 i 0.000 in 0 <180 I I Maximum Forces & Stresses for. Load Combinations 1 Load Combination Max Stress Ratios f Segment Length Span # M V. Cd C FN D Only `� i 1.00 _ Length =16.50 It "-1 0.263 ,0.123 1.00 1.00 0.0, 1.00 ength�16.50 fl uFiT1, 417'L 0.195 1.00 1.00 Overall Maximum Deflections • Unfactored Loads Load Combination _Y9 �, Span j I "Max. °' Defl Location in Span Load Combination Max. *+* Deft Location in Span D r _ 1 0.3973 8.310 0.0000 0.000 Moment Values Shear Values C i C r C m C( C L M fb F'b V tv Fv 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.37 630.43 2400.00 1.37 32.61 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 10.11 1,000.98 2400.00 2.18 51.77 265.00 Load Combination _Y9 �, Span j I "Max. °' Defl Location in Span Load Combination Max. *+* Deft Location in Span D r _ 1 0.3973 8.310 0.0000 0.000 E Project Title: Filler Residence—Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 Fax (909) 889-0455 PrinleJ 1: AUG 2013, 113PA4 Wood Beam File=Z:122WH26-71PRESnF.D2LRB-JICSUPH4-O1120922WUTILV-111D6366-O.EC6 'ENERCALC, INC. 19832013, Bulid:6.13.6.21, Ved.13.6.21 Description : RB -35 Verfical.Reactions— . Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.451 2.451 D Only 1.544 1:544 Lr Only 0:908 0.908 D+Lr 2:451 2.451 CITY OF II -..A QUINTA BUILDING & SAFETY DEPT. MPPROVED FOR CONSTRUCTION DATE E3 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr:�®� SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL (909)889.0115 Fax 19091889-0455 Pantird.14AUG 2013. 123P1.1 File=Z�12 M26-71PRESTI Wood Beam FD2LRB-JICSUPH4-0112092.21MUTILV-,AID6366-O.EC6 ENERCALC, INC. 1983.2013, Buid:6.13.621, Ver:6.13.6.21 11111115 it �- Description : RB -36 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 0.198 : 1 Uniform Load : D = 0.0750, Lr = 0.10 , Tributary Load Combination Set : IBC 2009 Point Load: D = 0.50, Lr = 0.50 k @ 1.50 ft 35.68 psi Material Properties 180.00 psi Maximum Bending Stress Ratio = Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb -Compr 1,000.0 psi Ebend-xx 1,700.Oksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Span # where maximum occurs = Wood Grade : No.1 Fv 180.0 psi tv F'v Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1.00 1.00 1.00 1.00 I D(0.075) Lr(0.1) 0.00 0.00 0.00 6x12 i ' - - -- - -- -- Span = 9.0 ft Applied Loads Beam self weight calculated and added to loads 0.198 : 1 Uniform Load : D = 0.0750, Lr = 0.10 , Tributary Width = 1.0 ft Point Load: D = 0.50, Lr = 0.50 k @ 1.50 ft 35.68 psi DESIGN. SUMMARY 180.00 psi Maximum Bending Stress Ratio = 0.271:1 Section used for this span 6x12 fb : Actual = 271.08 psi FB: Allowable = 1,000.00psi j Load Combination +D+Lr+H Location of maximum on span = 3.613ft Span # where maximum occurs = Span # 1 Maximum Deflection tv F'v Service loads entered. Load Factors will be applied for calculations, ' Maximum Shear Stress Ratio = 0.198 : 1 Section used for this span 6X12 fv: Actual = 35.68 psi Fv : Allowable = 180.00 psi Load Combination +D+Lr+H Location of maximum on span = 0,000ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.018 in Ratio= 6021 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.035 in Ratio= 3129 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr C, C t CL M fb F'b V tv F'v D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 9.0 It 1 0.130 0.097 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.32 130.32 10D0.00 0.73 17.38 180.00 - +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.271 0.198 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.74 271.08 1000.00 1.50 35.68 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '•' Deft Location in Span Load Combination Max. '+ Den Location in Span D+Lr 1 0.0345 4.336 0.0000 0.000 1 1 Ll Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project.Descr. / R SAN BERNARDINOXA 92401 RA (®+� E-mail KNAPPAE@AOL.COM TEL. (909)889.0115 •�. Fax (9091889.0455 Pmled 14AUG2013. 1.23P11 Wood Beam File =Z:tMM26'IPRESRF02LRB-JICSUPH4-0112092.21MUTILV-t11D6366-O.EC6 ENERCALC, INC. 1983.2013, Bui11t6.13.6.21, Ver.6.13.6.21 Description : RB -36 Vertical Reactions . UnfaCtored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.684 1.018 D Only 0.818 0.484 Lr Only 0.867 0.533 D+Lr 1.684 1.018 CITY OF LA QUINTA BUILDING $ SAFETY DEPT. FOR ROVED RUCTION DATE �--�_ BY Knapp & Associates Inc. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINO,INO, CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 Fax (909)889-0455 Wood Beam Description : RB -37 CODE REFERENCES Project Title: Filler Residence Main House Engineer: BDM Project ID: 12092.2 Protect Descr: V _ 0f PnNed 14 AUG 2013 1.24PF9 File = Z:122WH26-APRESnFD2LR8-JSCSUPH4-0112092.21MUTILV-n1 D6366-O.EC6 , ENERCALC, INC. 1983-2013, Wld:6.13.6.21, Ver.6.13.621 _r - .r_ Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 0.253 1 - Maximum Shear Stress Ratio --= 0.140 :1 Section used for this span Load Combination Set : IBC 2009 Section used for this span 6x12 fb : Actual = Material Properties fv : Actual = 25.27 psi FB : Allowable = Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi 3.500ft Fc - Pdl 1, 500.0 psi Eminbend - xx 620.0 ksi Wood Species :Douglas Fir - Larch Fc - Perp 625.0 psi Maximum Deflection Wood Grade : No.1 Fv 180.0 psi Max Downward L+Lr+S Deflection 0.011 in Ratio = Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0 <360 1 Max Downward Total Deflection 0.019 in Ratio = 4391 1 Max Upward Total Deflection 0.000 in Ratio = 0 <180 1 6x12 - - Span =7.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1730, Lr = 0.230, Tributary Width =1.0 ft Maximum Bending:Stress Ratio = 0.253 1 - Maximum Shear Stress Ratio --= 0.140 :1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 252.91 psi fv : Actual = 25.27 psi FB : Allowable = 1,000.00psi Fv: Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 3.500ft Location of maximum on span = 6.055 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.00 1.00 Max Downward L+Lr+S Deflection 0.011 in Ratio = 7964 ' Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 1 Max Downward Total Deflection 0.019 in Ratio = 4391 1 Max Upward Total Deflection 0.000 in Ratio = 0 <180 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M tb Fb V tv Fv D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.113 0.063 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.15 113.47 1000.00 0.48 11.34 180.00 +D+Lr4H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.253 0.140 1.00 1,00 1.00 1.00 1.00 1.00 1.00 2.56 252.91 1000.00 1.07 25.27 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. ° ' Deo Location in Span Load Combination Max. '+° Dell Location in Span D+Lr 1 0.0191 3.526 0.0000 0.000 r Project Title: Filler Residence—Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: SAN BERNARDINO. CA 92401 N E-mail KNAPPAE@AOL.COM !( 4, TEL. (909) 889.0115 ..ted Fax (9091889-0455 Primed 14 AUG 1013. 1.24Pre FOe = Z:122WH26-71PRESnFD2LRB--JkrSUPH4-0112092.21W1UTILV-111D6366-O.EC6 Wood:�@8i11 ENERCALC, INC. 1983.2013; Bulid:6.13.6.21, Ver:6.13.6.21 - — -- - Description : RB -37 Vertical: Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.460 1.460 D Only 0.655 0.655 Lr Only 0:805 0.805 D+tr 1:460 1A60 CITY OF �A QUANTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE �_ BY Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. ` SAN BERNARDINO, CA 92401 4� ' E-mail KNAPPAE@j10L.COM TEL, 689-0115 ,� ,�; Fax (909)889.0455 PriNed- rd AUG 7013, I.SP!,1 Steel Beam File=Z:122wH26-APRESTtFD2LRB-JICSUPH4-0112092,2W1UTILV-11106366-O.EC6 ENERCALC. INC. 1983.2013, Build:6.13.6.21, Ver.6.13,&21 , �.�im Description: RB-38 CODE REFERENCES ' Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set ::IBC 2009 Material Properties ' Analysis Method.: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus.: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC:2009 _ D(0.4) Lr(0.4) Span = 13.0 ft W1 8x35 AppliedLoads - Service loads entered. Load Factors will be applied for.calculabDns , Beam 9611 weight calculated and added to loads Uniform Load : D = 0.40, Lr = 0.40 klft, Tributary Width =1.0 It 'DEW GN.SUMMARY _ • __ _ __ Maximum - Bending Stress Ratio = 0.106.1 -Maximum Shear Stress Ratio = 0.051 : 1 i ' Section used for this span W18x35 Section used for this span W18x35 Ma: Applied 17.641 k-ft Va : Applied 5.428 k Mn / Omega: Allowable 165.918 k-ft VNOmega : Allowable 106.20 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 6.5001t Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Ratio = 8,904 i Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection - �-"'~� 0.037 in Ratio = 4265 i „r..--Max-Upward-T6tal,DeflecUonNr ' 0.000 in Ratio= 0 <240 Mrtt aximum Forces & Stresses;for Load Zombi L atl Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values r Segment:Length� r Y Span # M I V Mmax + Mmax - Ma -"Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega DOnly,,-, ii= I,1,1 ,) �.', 1 ' Dsgm L = 13.00 ft' ' ' 1 0.055 0.027 9.19 9,19 277.08 165.92 1.00 1.00 2.83 159.30 106.20 +D+Lr+H Dsgn: L = 13.00 ft 1 0.106 / n 0.051 17.64 17.64 277.08 165.92 1.00 1.00 5,43 159.30 106.20 y!i Overall:-Maximum Deflections-,Unfactored Loads ' load Combination Span Max;"Deli Location in Span Load Combination Max. '+ Deft Location in Span D+Lr 1 0.0366 6.565 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Defl Location in Span ' D Only 1 0.0191 6.565 0.0000 0.000 Lr Only 1 0,0175 6:565 0,0000 0.000 D+f_r 1 0.0366 6.565 010000 0,000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS ' Load Combination Support 1 Support 2 Overall MAXimum 5.428 5.428 D Only 2.828 2,828 , Lr Only 2.600 2.600 D+Lr 5.428 5,428 1 L 1 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 C mail KNAPPAE@AOL.COMTEL,(909)889.0115 Fax �.. Fax (909) 889-0455 Steel Beam pl�i.rr�M Description: RB -39 Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Protect Descr. QF Primed It AUG 2013. 1 25P%1 File = Z:WM26-APRES RFD2LRB-JICSUPH4-011209221MUTILV-n1D6366-O.EC6 ENERCALC. INC. 1963.2013. Build:6.13.6.21. Ver.(5.13.6.21 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 _Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending -Load Combination IBC 2009 2.83) Lr2.6 ft 74) ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.310, Lr = 0.31010, Tributary Width =1.0 ft ' Point Load : D = 2.830, Lr = 2.60 k @ 26.0 ft Load for Span Number 2 Uniform Load : D = 0.310, Lr = 0.310 k/ft, Tributary Width =1.0 ft Point Load : D = 3.110, Lr = 2.740 k @ 2.50 ft DESIGN SUMMARY • Bending Stress Ratio = 0.580:1 Maximum Shear Stress Ratio = 0.142: 1Section FMaximum used for this span W18x40 Section used for this span W1 Bx40 Ma: Applied 113.506 k -ft Va : Applied 15.964 k l Mn / Omega: Allowable 195.609 k -ft Vn/Omega : Allowable-_ 112.770 k E Load Combination +D+Lr+H Location 18.577ft Location + Load Combination� )" nFF 1 n (t - /W� Location 1 �-i Q of maximum on span of maxim m on, span , I4 N. �1 I Span # where maximum occurs Span # 1 A„ 1 g� Span # where maximum oscu�Il�'f� & S/�F - a 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.655 in Ratio = i At'7Pf-IO ED 631 t�-1 �/ E=: Max Upward L+Lr+S Deflection -0.147 in Ratio= n-" 409 FOR �'ONSTRUC'TION j Max Downward Total Deflection 1.389 in Ratio = 298 Max Upward Total Deflectionin Ratio = 193 -_T--�--0.310 �`- ! A I I:----- BY Maximum Forces & Stresses for Load Combinations --__ Load Combination Max Stress Ratios Summary of Moment Values ummar�y-oLShe e Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 1 D Only Dsgn. L = 34.50 It 1 0.307 0.075 59.97 -8.87 59.97 326.67 195.61 1.00 1.00 8.43 169.16 112.77 Dsgn. L = 2.50 It 2 0.045 0.035 -8.87 8.87 326.67 195.61 1.00 1.00 3.99 169.16 112.77 +D+L ' Dsgn. n.l = 34.50 It 1 0.580 0.142 113.51 -16.69 113.51 326.67 195.61 1.00 1.00 15.96 169.16 112.77 Dsgn. L = 2.50 ft 2 0.085 0.067 -16.69 16.69 326.67 195.61 1.00 1.00 7.50 169.16 112.77 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. °+' Deli Location in Span ' D+Lr 1 1.3889 17.515 0.0000 2.500 2 0.0000 17.515 D+Lr -0.3103 2.500 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Deli Location in Span ' D Only 1 0.7337 17.515 2 -0.1638 2.500 Lr Only 1 0.6552 17.515 2 -0.1466 2.500 D+Lr 1 1.3889 17.515 2 -0.3103 2.500 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL, (909) 889-0115 .� Fax (909) 889-0455 Steel Beam Description: RB40 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Prower ies Project Title: Filler Residence -Main House ' Engineer: BDM Project ID: 12092.2 Protect Descr: VV'_ 4 NNW, 14 AUG 2013, 1.26PN File =Z:122WH26-APRES1)FD2LRa-JICSUPH4-0112092.NAUTILV-1t1D6366-Q.EC6 ' ENERCALC, INC. 1983-2013, Buid:6.13.6.21, Ver:6.13.6.21 Analysis Method: Allowable Strength Design Fy : Steel Yield : 5D,0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 D(0.068) Lr(0.09 Span = 15.0 ft i W18x76 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0680, Lr = 0.090 k/fL Tributary Width =1.0 ft DESIGN SUMMARY Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M Maximum Bending Stress Ratio = a 0.016:1 Maximum Shear Stress Ratio = 0.011: 1 Section used for this span W18x76 Section used for this span W18x76 Ma: Applied 6.579 k -ft Va : Applied 1.754 k Mn / Omega: Allowable 406.687 k -ft Vn/Omega : Allowable 154.70 k Load Combination +D+Lr+H Load Combination +D+U+H Location of maximum on span 7.500ft Location of maximum on span 15.000 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max. '-' Defl Location in Span Load Combination Max. W Dell Location in Span Max Downward L+Lr+S Deflection 0.003 in Ratio= 67,184 0.000 Max Upward L+Lr+S Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 25850 Span Max. Upward Deo 1 Max Upward Total Deflection 0.000 In Ratio = 0 <240 0.0043 7.575 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 15.00 Il 1 0.010 0.007 4.05 4.05 679.17 406.69 1.00 1.00 1.08 232.05 154.70 +D+Lr+H Dsgn. L = 15.00 N 1 0.016 0.011 6.58 6.58 679.17 406.69 1.00 1.00 1.75 232.05 154.70 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '-' Defl Location in Span Load Combination Max. W Dell Location in Span D+Lr 1 0.0070 7.575 0.000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Deo Location in Span D Only 1 0.0043 7.575 0.0000 0.000 Lr Only 1 0.0027 7.575 0.0000 0.000 D+Lr 1 0.0070 7.575 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.754 1.754 D Only 1.079 1.079 Lr Only 0.675 0.675 D+Lr 1.754 1.754 J 1 J 11 1 ,I Maximum Deflection Max Downward L+Lr+S Deflection 0.016 In Ratio = 12,742 CITY OF QUINTA Max Upward L+Lr+S Deflection 0.000 in Ratio = & Associates Inc. BUILDING & SAFETY Project Title: Filler Residence -Main House 0.037 in Ratio= Knapp DEPT. Engineer. BDM Project ID: 12092.2 0 <240 408 SOUTHDAVENUE SAN BERNARARDINO. INO. CA 92401 Maximum Forces & Stresses for Load Combinations Prosect Descr: OF - lO f r Lr Only 1 E-mail KNAPPAE@AOL.COM (909)889-0115 0.0000 0.000 D+Lr 1 0.0365 8.585 Fax Fax (909) 8890455 0.000 Vertical Reactions - Unfactored Purled 14 A1G 2013 156N.1 Values in KIPS Steel Load Combination Support 1 File = Z-122WH26-APRESl1FD2LRB-JICSUPH4-011209Z21MUTILV-111D6366-O.EC6 -Beam Overall MAXimum 2.423 ENERCALC. INC. 19832013, BuVd.6.13.6.21. Ver:6.13.6.21 D Only 1.361 1.361 Lr Only 1.063 Description: R841 D+Lr 2.423 ' CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 D(0.125) Lr(0.125) I _ ' Span = 17.0 ft 1 W1 8x35 ' Applied Loads _ Y ~vv y Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.1250, Lr = 0.1250 ktft, Tributary Width =1.0 ft DESIGN SUMMARY _ _ _~Maximum __ ___ _ _ __ _ ' Maximum Bending Stress Ratio 0.062:1 Shear Stress Ratio = 0.023 : 1 Section used for this span W18x35 Section used for this span W1 8x35 Ma: Applied 10.298 k -ft Va : Applied 2.423 k Mn / Omega: Allowable 165.918 k -ft VnfOmega : Allowable 106.20 k ' Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 8.500ft Location of maximum on span 0.000 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 11 1 ,I Maximum Deflection Max Downward L+Lr+S Deflection 0.016 In Ratio = 12,742 CITY OF QUINTA Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 BUILDING & SAFETY Max Downward Total Deflection 0.037 in Ratio= 5586 DEPT. j Max Upward Total Deflection -A - _ - -_ 0.000 in Ratio = 0 <240 r 1L1l /A �$ t" A f� C _ Maximum Forces & Stresses for Load Combinations 0.0000 FOP CONSTRI JrTlnKl Load Combination Max Stress Ratios Segment Length Span # M V D Only 0.0365 8,585 Dsgn. L = 17.00 ft 1 0.035 0.013 +D+Lr+H Dsgn. L = 17,00 ft 1 0.062 0.023 Overall Maximum Deflections - Unfactored Loads Summary of Mmax + Mmax - Ma - Max Mnx 5.78 5.78 277 Mnx/Omega Cb Rm Va Max Vnx i Y 10.30 10.30 277.08 165.92 1.00 1.00 10 2.42 159.30 106.20 Load Combination Span Max. " Dell Location in Span Load Combination Max. '+' DO Location in Span D+Lr 1 0.0365 8,585 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 1 0.0205 8.585 0.0000 0.000 Lr Only 1 0.0160 8.585 0.0000 0.000 D+Lr 1 0.0365 8.585 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.423 2.423 D Only 1.361 1.361 Lr Only 1.063 1.063 D+Lr 2.423 2.423 6x12 ' ' Span = 8.50 ft , _ Knapp & Associates Inc. Project Title: Engineer: Filler Residence BDM -Main House Project ID: 12092.2 Beam sell weight calculated and added to loads 408 SOUTH STODDARD AVENUE } _ SAN BERNARDINO, CA 92401 Project Descr. Fj' Ito tO �^ E-mail KNAPPAEQAOL.COM (909) 889.015 Fax .�,'� " Fax 19091889.04555 Punted IL A�JG 20i3 1 58PEi • Wood Beam File =Z172WH26-URESTIFD2LRe-JICSUPH4-011209221MUTILV-n1D6366-O.EC6 _ __ _ 0.567. 1 � Maximum Shear Stress Ratio = 0.277 :1 ENERCALC, INC. 1963.2013. Bulld:6.13.6.21, Verii.13 621 , 6x12 Section used for this span 6x12 Description: RB -42 566.91 psi tv : Actual - - 49.92 psi CODE REFERENCES FB: Allowable - 1,000.00psi Fv: Allowable , Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 , Load Combination +D+Lr+H Load Combination Load Combination Set: IBC 2009 +D+Lr+H ` Location of maximum on span = 4.250ft _Material Properties = 0.000ft Span # where maximum occurs = Analysis Method: Allowable Stress Design Fb- Tension 1,000.0 psi E: Modulus of Elasticity , Load Combination I BC 2009 Fb -Compr 1,000.0 psi Ebend-xx 1,700.Oksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi 0.000 in Ratio = , Wood Grade : No.1 Fv 180.0 psi Max Downward Total Deflection 0.063 In Ratio = 1613 Ft 675.0 psi Density 32.210pcf i Max Upward Total Deflection Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0 <180 ' Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C 1 C r Cm C t C L M fb 6x12 ' ' Span = 8.50 ft ! Applied Loads Service loads entered. Load Factors will be applied for calculations. ' Beam sell weight calculated and added to loads Uniform Load : D = 0.310, Lr = 0.310, Tributary Width = 1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = _ __ _ 0.567. 1 � Maximum Shear Stress Ratio = 0.277 :1 Section used for this span- 6x12 Section used for this span 6x12 } fb : Actual - 566.91 psi tv : Actual - - 49.92 psi FB: Allowable - 1,000.00psi Fv: Allowable = 180.00 psi , Load Combination +D+Lr+H Load Combination +D+Lr+H ` Location of maximum on span = 4.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ' Maximum Deflection { Max Downward L+Lr+S Deflection 0.031 in Ratio = 3300 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.063 In Ratio = 1613 i Max Upward Total Deflection 0.000 in Ratio = 0 <180 ' Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C 1 C r Cm C t C L M fb F'b V ty Fv D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 O.OD 0.00 0.00 Length = 8.50 It 1 0.290 0.142 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.93 289.78 1000.00 1.08 25.52 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =8.501( 1 0.567 0.277 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.73 566.91 1000.00 2.10 49.92 180.00 Overall Maximum Deflections • Unfactored Loads , Load Combination Span Max, •- Deft Location in Span Load Combination Max. '+' Defl Location in Span O+Lr 1 0.0632 4.281 0.0000 0.000 Project Title: Filler Residence_Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr: @A-Of'�� SAN BERNARDINO, CA 92401 IV— E-mail KNAPPA COM TEL, (909)889-01189-011.5 fax (909) 889-0455 PdnlrJ, 14 AUG 2013 LSEPF.i Wood `Beam Fk-2:122WH26-APRESTIFD2LRB-JICSUPH4-0112092.2NUTILVfi1D6366-O.EC6 ENERCALC, INC. 1983-2013, Buid:6.13.6.21, Ver.6.13.6.21 r.rri• Description : RB42 Vertical Reactions - Unfactored Support notation: Far lett is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.695 2.695 D Only 1.378 1.378 Lr Only 1.318 1.318 D+Lr 2.695 2.695 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE �_ BY Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM TEL, (909)889.0115 _J Fax (9091889.0455 Wood Beam Description : RB -03 CODE REFERENCES FD2LRB-JICSUPH4-011209Z21MUTILV-n1DG366-O.EC6 rh I ENERCALC, INC. 1983.2013: Build:6.13.6.21, Ver.6.13.6.21 If 1101dR441111-243ARI It Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties 0.181:1 Maximum Shear Stress Ratio = Project Title: Filler Residence._Main House Section used forthis span Engineer: BDM Project ID: 12092.2 Fb - Tension Protect Descr, p� - �t Z t , Printed 14 AUG 2013,, 159P1.1 Fb -Compr FD2LRB-JICSUPH4-011209Z21MUTILV-n1DG366-O.EC6 rh I ENERCALC, INC. 1983.2013: Build:6.13.6.21, Ver.6.13.6.21 If 1101dR441111-243ARI It Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties 0.181:1 Maximum Shear Stress Ratio = 0.080 : 1 Section used forthis span Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb -Compr 1,000.0 psi Ebend-xx 1,700.Oksi 1,000.0Opsi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Location of maximum on span = Wood Grade : No.1 Fv 180.0 psi Span #. where maximum occurs = Span # 1 Ft 675.0 psi Density 32.210.pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling tv F'v D Only 1.00 D(0.07) Lr(0.07) 9684 1.00 v i 0 <360 i 6x12 Span 9:.750 ft -Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.070, Lr = 0.070, Tributary Width =1.0 ft DESIGN SUMMARY o • s 3ximum Bending Stress Ratio = 0.181:1 Maximum Shear Stress Ratio = 0.080 : 1 Section used forthis span 6x12 Section used for thls span 6X12 fb : Actual = 181.31 psi fv : Actual =, 14.44 psi FB: Allowable = 1,000.0Opsi Fv: Allowable 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H i Location of maximum on span = 4.875ft location ofmaximum on span = 8.825 ft Span #. where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection V. tv F'v D Only 1.00 Max'Downward L+Lr+S Deflection 0.0.12 in Ratio = 9684 1.00 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 0.00 Max Downward Total Deflection 0.027 in Ratio = 4397 1.00 Max Upward Total Deflection 0.000 in Ratio = 0 <180 1.00 98.98 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i C r C In C t C L M fb F'b V. tv F'v D Only 1.00 1.00 1100 1:00 1.00 1.00 '0.00 0.00 0.00 0.00 Length =9.750 fl 1 0.099 0.044 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 98.98 1000.00 0.33 7.88 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 It 1 0.181 0:080 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1,83 181.31 1000.00 0.61 14.44 180.00 Overall Maximum Deflections •.Unfacfored Loads Load Combination Span Max. "DOD Location in Span Load Combination Max,'+.Deft Location In Span D+Lr 1 .0.0266 4.911 0.0000 0.000 Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr. } SAN BERNARDINO, CA 92401 / i 17 E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 Fax (909)889.0455 PnNed 14AUG-7013 1.50PH File='Z:122VVM26-lPREGnFD2LRB-JICSUPH4-01t2092,21MUTILV-IND6366-O.ECG in! MOR10039 Wood Beam ENERCALC,:INC. 198 2013, Bulid:6.13.6.21, Ver.6.13.6.21 r.rrr. Description : RB -03 Vertical Reactions = Unfactored Support notation: Far lett is 91 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.751 0.751 D Only 0.410 0.410 Lr Only 0.341 0.341 O+Lr 0:751 0.751 CITY OF U_\ QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE BY f Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, C92401 OM 1 E-mail KNAPPAE@AOLOL.COM TEL. (909) 889-0115 �s Fax (9091889-0455 Steel Beam RB44 CODE REFERENCES Project Title: Filler Residence -Main House , Engineer: BDM Project ID: 12092.2 Project Descr.^ 114 , Pdnled 14 AUG 2013 I.59Pm IFD21.RB-XSUPH4-0112092.2VMUTILV-111D6366-0,E06 , ENERCALC. INC, 1983.2013, Buiid:6.13.6.21, Ver:613.6.21 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination IBC 2009 D(1.54) Lr0.91) 2S Applied Loads J Span = 14.0 ft j W 16x31 jI Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Uniform Load : D = 0.030, Lr = 0.040 k/ft, Tributary Width =1.0 ft D Only Point Load : D =1.540, Lr = 0.910 k @ 11.0 ft Dsgn. L = 14.00 it 1 0,034 0.019 4.64 4.64 225,00 134.73 1.00 1.00 1.64 131.18 87-45 DESIGN SUMMARY Dsgn. L = 14.00 It 1 0.055 0.030 7.44 7.44 225.00 -Maximum Bending Stress Ratio = 0.055:1 Maximum Shear Stress Ratio = 0.030:1 Section used for this span W16x31 Section used for this span i W16x31 Me: Applied 7.442 k -ft Va : Applied 2.633 k I Mn / Omega: Allowable 134.731 k -ft Vn/Omega : Allowable 87.450 k Load Combination +D+Lr+H Load Combination +D+Lr+H j Location of maximum on span 10.990ft Location of maximum on span 14.000 ft 1 Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Load Combination Support 1 Support 2 i Max Downward L+Lr+S Deflection 0.008 in Ratio = 20,281 Max Upward L+Lr+S Deflection , 0.000 in Ratio = 0 <360 Lr Only 0.475 0.995 Max Downward Total Deflection 0.022 in Ratio = 7715 I Max Upward Total Deflection 0.000 in Ratio = 0 <240 .Maximum Forces 84 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.00 it 1 0,034 0.019 4.64 4.64 225,00 134.73 1.00 1.00 1.64 131.18 87-45 +D+Lr+H Dsgn. L = 14.00 It 1 0.055 0.030 7.44 7.44 225.00 134.73 1.00 1.00 2.63 131.18 87.45 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-* Dell Location in Span Load Combination Max. -+' Dell Location in Span D+Lr 1 0.0218 7.560 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span D Only 1 0.0135 7.630 0.0000 0.000 Lr Only 1 0.0083 7.560 0.0000 0.000 D+Lr 1 0.0218 7.560 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.233 2.633 D Only 0.758 1.638 Lr Only 0.475 0.995 O+Lr 1.233 2.633 t J f 1 1 1 1 1 1 1 1 1 1 1 1 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE J, SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909)889.0115 Fax (9091889.0455 Wood Beare Description : RB45 CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: Ar / X4 _ �r Pate 141 AUG 2013 207P,1.1 INC. 19832013, Build:6.13.6.21, Ver:6.13.6.21 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 0.537. 1 Maximum Shear S Section used for this span 5.125x28.5 Load Combination Set : IBC 2009 to : Actual = 1,139.70 psi fv : Act FB : Allowable = Material Properties Fv: A1I Load Combination- +D+Lr+H Load Combini Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Span # 1 Load Combination I BC 2009 Fb -Compr 1850 psi Ebend-xx 1800ksi Max Upward Total Deflection i i Fc - Pdl 1650 psi Eminbend - xx 930 ksi 'Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy B30ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Moment Values D(0.229) Lr(0.305) i Span = 30.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.2290, Lr = 0.3050 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. ;Maximum Bending Stress Ratio = 0.537. 1 Maximum Shear S Section used for this span 5.125x28.5 Section used to : Actual = 1,139.70 psi fv : Act FB : Allowable = 2,120.49psi Fv: A1I Load Combination- +D+Lr+H Load Combini Location of maximum on span 15.250ft Location of ml Span # where maximum occurs - Span # 1 Span # where 0 Q iis�span� aF � v��_S? BUILDING= SAFETY2 ��; m on �p R v E-0.0 00 ft mum occurs Ca_IVSTRUCTgam 1 1 Maximum Deflection I Max Downward L+Lr+S Deflection 0.336 In Ratio = 1090 DATE Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0-624 in Ratio = 586 Max Upward Total Deflection i i 0.000 in Ratio = 0 <180 i Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span d M V C d C FN C i C r C m C t CL M fb F'b V fv F'v D Only 0.88 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 30.50 It 1 0.248 0.131 1.00 0.88 1.00 1.00 1.00 1.00 1.00 30.43 526.28 2120.49 3.38 34.70 265.00 +D+Lr+H 0.88 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 30.50 ft 1 0.537 0.284 1.00 0.88 1.00 1.00 1.00 1.00 1.00 65.89 1,139.70 2120.49 7.32 75.14 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-' Defl Location in Span Load Combination Max. '4-' Dell Location in Span D+Lr 1 0.6236 15.361 010000 0.000 I X Project Title: Filler Residence Main House Knapp & A,ssociates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: �' SAN BERNARDINO. CA 92401 xr" 114 ,.E-mail KNAPPAE@AOL.COM 1 J TEL. (909) 889.0115 Fax (9091889.0455 Printed 14 AUG 2113 2.07PM Wood - Beam RL- = Z:122WH26-71PRES nFD2LRB-JICSUPH4-0112092.2NL7TILVd111)6366-O.EC6 . ENERCALC, INC. 1983-2013; Build:6:13.6.21, Ver.6.13.6.21 1.�i�• -- Description : RB45 Vertical Reactions 4nfactored ` Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)amum 8.642 8:642 D Only 3.990 3.990 Lr Only 4.651 4.651 D+Lr 8.642 8.642 1 t e t r Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Protect Descr. 81150 Elsworth Place, La Quinta, Ca 92253 117SAN BERNARDINO, CA 92401 E-mail KNAPPAEQAOL.COM TEL. (909) 889.0115 Fax (909) 889-0455 Pnnl-d ID AUG 2013 205P,1.1 Wood Beam FIIe=Z:122WH26-71PRESi1FD2LR8-ACSUPH4-0112092.21MlrrILV-IItYZOVM-Y.EC6 ENERCALC, INC. 1983.2013, Build.6.13.6.21, Vec6.13.6.21 • I.rrl• - - Description : RB46 High Beam CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7=05 Max Stress Ratios Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load Combination Set: IBC 2009 Uniform Load : D = 0.1130, Lr = 0.060, Tributary Width =1.0 It, (Roof Load) DESIGN SUMMARY Material Properties (Maximum Bending Stress Ratio- _ Section for this 0.156:1 Maximum Shear Sµtress s iov OF Q Section for th1 to'y5 used span 5.125x24 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi (ray /c Load Combination APT•'" ! '� 0 V' C D D Only Fc - Pdl 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 � 0.000 in Rabo = 0 <360 Ft 1,100.0 psi Densisi ty 323210pcf Beam Bracing : Completely Unbraced 0 <240 1.66 20.29 265.00 +DA D(0.113) Lr(0.06) s b Span = 27.50 ft Applied Loads Max Stress Ratios Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1130, Lr = 0.060, Tributary Width =1.0 It, (Roof Load) DESIGN SUMMARY (Maximum Bending Stress Ratio- _ Section for this 0.156:1 Maximum Shear Sµtress s iov OF Q Section for th1 to'y5 used span 5.125x24 used �,l �` fl?;55 fb:Actual - 323.97psi fv:AcpualBUILDING &=SAFETY D ps FB : Allowable = 2,075.89psi Fv: Allowable /� i 2 0 'p Load Combination D Only (ray /c Load Combination APT•'" ! '� 0 V' C D D Only Location of maximum on span = 13.750ft Location of niaximum,orCspanCO�TRUCTI "O' Span # where maximum occurs = Span # 1 Span # where maximum occurs = n # 1 Maximum Deflection 0.00 i Max Downward L+Lr+S Deflection 0.073 in Ratio = 4515 ,ATE _ By Max Upward L+Lr+S Deflection 0.000 in Rabo = 0 <360 Max Downward Total Deflection 0.244 in Ratio= 1351 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M Po F'b V fv Fv D Only 0.91 1.00 1.00 1.00 1.00 0.78 0.00 0.00 0.00 0.00 Length = 27.50 ft 1 0.156 0.077 1.00 0.91 1.00 1.00 1.00 1.00 0.86 13.28 323.97 2075.89 1.66 20.29 265.00 +DA 0.91 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 27.50 ft 1 0-139 0.061 1.25 0.91 1.00 1.00 1.00 1.00 0.78 13.28 323.97 2332.82 1.66 20.29 331.25 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ° ' Den Location in Span Load Combination Max. '+' Dell Location in Span D+Lr 1 0.2442 13:850 0.0000 0.000 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM f TEL, (909) 889.0115 ��..4 Fax (909)889.0455 Wood Beam 1 .1i l• - %t1 Description : RB46 High Beam Vertical Reactions - Unfactored Project Title: Filler Residence—Main House Engineer: BDM Project ID: 12092.2 Project Descr 81150 Elsworth Place, La Quinta, Ca 92253 _ Prw-d 14 AUG 2013 2 WM1 File = Z:122NM26-71PRES RFD2LRB^J\CSUPH4-011209221MUTILV-I1iY20VM-Y.EC6 ENERCALC, INC. 1983-2013, Buiki:6.13.8.21, Ver:8.13.6.21 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.757 .2.757 D Only 1.932 1.932 Lr Only 0.825 0.825 D+Lr 2.757 2.757 f L1 1 FJ 4 f Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE }_ SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM t TEL.09) 889.0115 Fax (909) 889-0455 Wood Beam Description : RBA7 Low Beam CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 V'r NAM 1e AUG 2013 2108.4 UPH4-0112092.21h1UTILV-M YZOVM-Y.EC6 INC. 1983.2013, Bul6.6.13.6.21, Vec6.13.6.21 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 0.0921 Maximum Shear Stress Ratio //�� W " b. T. Section used for this span fb :Actual = 5.125x15 212:17 psi Load Combination Set: IBC 2009 1`"�. P R O?1142 9. i FOR EO�iST SDE psi a%0Asi FB : Allowable = 2,315.91 psi Fv: Allowable Material Properties Load Combination D Only Load Combination f D Only Analysis Method: Allowable Stress Design Flo - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Support 2 Fc - Pdl 1,650.0 psi Eininbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi 0 <240 Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Moment Values Shear Values Segment Length Span # M V D(0:03) I f ® v I 1-- _---- -- Applied Loads t 1 � i Beam self weight calculated and added to loads Uniform Load: D = 0.030, Tributary Width =1.0 ft, (Wall Load) t Span=24.0ft Service loads entered. Load Factors will be applied for calculations. CITY OF LA of :Maximum Bending Stress Ratio = 0.0921 Maximum Shear Stress Ratio //�� W " b. T. Section used for this span fb :Actual = 5.125x15 212:17 psi Section used for this span fv :Actual 1`"�. P R O?1142 9. i FOR EO�iST SDE psi a%0Asi FB : Allowable = 2,315.91 psi Fv: Allowable = Load Combination D Only Load Combination f D Only Location of maximum on span = 12.000ft Location of maximum oh"span - 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum.accurs_ BY-Span*_1___ Maximum Deflection Values in KIPS Load Combination Support 1 Support 2 Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 0.566 Max Upward L+U+S Deflection 0.000 in Ratio = 0 <360 0.566 Max Downward Total Deflection 0.137 in Ratio = 2108 Max Upward Total Deflection I 0.000 in Ratio = 0 <240 1 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV Ci Cr Cm C t CL M fb F'b V tv Fv D only 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.092 H37 1.00 0.96 1.00 1.00 1.00 1.00 1.00 3.40 212.17 2315.91 0.51 9.92 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. °-° Dell Location in Span load Combination Max. °+° Dell Location in Span D Only 1 0.1366 12.088 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.566 0.566 D Only 0.566 0.566 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 UrE-mail KNAPPAEQAOL.COM k TEL. (909) 889-0115 .�. Fax (909) 889-0455 Wood Beam Description : RB47 Low Beam w/ Out -of -Plane CODE REFERENCES Project Title: Filler Residence -Main House Engineer: BDM Project ID: Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 Pr"ed 12092.2 OF ;azo 3. 2.11P1.1 = L:VZWH2b-n1'Kt511hULLK1J-J1L:SUYM4-U%VUV,AMU I ILV-IU YLUVM-Y.tGb ENERCALC, INC. 1983-2013, Bufld:6.13.6.21, Ver.6.13.6.21 3Mudii:�i.- Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 5.125x15 Section used for this span = 377.63 psi fv : Actual Load Combination Set: IBC 2009 Fv: Allowable -1.0W Load Combination = 12.000ft Material Properties = Span # 1 Span # where maximum occurs 0.000 in Ratio = 0 <360 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi Segment Lenglh Fc - Pdl 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DFfDF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade :2417- V4 Fv 265.0 psi Eminbend -yy 830.Oksi Fl 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1.00 W(0.084) E(0.024) J. I LJR I J Span =24.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.0840, E = 0.0240 , Tributary Width =1.0 ft, (Out -of -Plane Load) 3ximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.153 1 Maximum Shear Stress Ratio _ 5.125x15 Section used for this span = 377.63 psi fv : Actual = 2,379.64psi Fv: Allowable -1.0W Load Combination = 12.000ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.243 in Ratio = 1184 -0.243 in Ratio = 1184 0.050: 1 5.125x15 17.66 psi 353.25 psi W Only 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Moment Values Shear Values Segment Lenglh Span # M V C d C FN C i Cr C In C t C L M Ib F'b V tv Fv W Only 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.122 0.050 1.33 0.96 1.00 1.00 1.00 1.00 1.00 6.05 377.63 3087.10 0.90 17.66 353.25 -1.0w 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.159 0.050 1.33 0.96 1.00 1.00 1.00 1.00 1.00 6.05 377,63 2379.64 0.90 17.66 353.25 E Only 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 1 0.035 0.014 1.33 0.96 1.00 1.00 1.00 1.00 1.00 1.73 107.89 3087.10 0.26 5.05 353.25 -1.OE 0.96 1:00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.045 0.014 1.33 0.96 1.00 1.00 1.00 1.00 1.00 1.73 107.89 2379.64 0.26 5.05 353.25 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max, '2 Dell Location in Span Load Combination Max. `-v Den Location in Span 1 0.0000 0.000 -W Only -0.2431 12.088 Kapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAEQAOL.COM TEL, (909) 889.0115 Fax (909) 889-0455 'Wood Beam Description : RB47. Low Beam wl Out -of -Plane Project Title: Filler Residence Main House Engineer: BDM — Project ID: 12092.2 Project Descr: 81150 Elsworlh Place, La Quinta, Ca 92253 EP_17 / FTIMed 14AUG 2113. 2, t I P!1 = Z:122WH26-TPRESTIF02LR8-JICSUPH4-0112092.21MUrILV-n1 YZOVM-Y. ECG ENERCALC, INC. 1983-2013, Buitl:6,13.6.21, Ver:6.13.6.21 M F LA QUINTA & SAFETY DEFT. OVED FOR CONSTRUCTION �ATF � I 1 Vertical Reactions • Unfactored Supporl notation: -Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum -1.008 -1,008 1 W Only 1.008 -W Only -1.008 1.008 -1.008 E Only 0.288 0.288 -E Only 4.288 -0.298 M F LA QUINTA & SAFETY DEFT. OVED FOR CONSTRUCTION �ATF � I 1 I Knapp & Associates Inc. Project Title: Engineer: Filler Residence -Main House BDM Project ID: 12092.2 r.l0l 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Project Descr: e C ��Z W t �tt E-mail KNAPPAEQAOL.COM i TEL. (909) 889.0115 �. Fax (909) 889-0455 CODE REFERENCES P11nIaed 14"2013 202Phi Wood BeamrIC=L:ILLYYRLO-nrmtzI VUZLM-JiWUrl74-u1 I LU'JGLIMU I I LY -111 MaDD-UX rr ENERCALC. INC. 1983-2013, 80d.6.13.621, Ver.6.13.6,21 rpt 2-2x6 r.l0l j Span = 6.0 ft Description : Cant. Wood Truss Top Chord Check CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Applied loads Service loads entered. Load Factors will be applied for calculations. Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination I BC 2009 Fb -Compr 900.0 psi Ebend-xx 1,600.Oksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft Wood Grade : No.2 Fv 180.0 psi DESIGN SUMMARY _ _ _ _ ___ Ft 575.0 psi Density 32.210 pcf Maximum Bending Stress Ratio = Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.123 : 1 , ` 2-2x6 Section used for this span 2-2x6 i D 0.02 Lr 0.02 fb : Actual = D 0.02 Lr 0.02 ' 22.10 psi FB : Allowable = 1,170.00psi Fv: Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2-2x6 E 2-2x6 j Span = 6.0 ft Span = 6.0 ft Applied loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 . Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width =1.0It Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft DESIGN SUMMARY _ _ _ _ ___ • Maximum Bending Stress Ratio = 0.5331 Maximum Shear Stress Ratio = 0.123 : 1 , Section used for this span 2-2x6 Section used for this span 2-2x6 i fb : Actual = 623.95psi fv: Actual = 22.10 psi FB : Allowable = 1,170.00psi Fv: Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.000ft Location of maximum on span - 5.564 ft I Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.168 in Ratio = 856 i Max Upward L+Lr+S Deflection -0.013 in Ratio = 5402 Max Downward Total Deflection 0.367 in Ratio = 392 i Max Upward Total Deflection i ' -0.029 In Ratio = 2473 Maximum Forces 8 Stresses for Load Combinations -"- • -_ ______._�_ __ __ _� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C NV C I C r C m C I CL M fb F'b V fv F'v D Only 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.289 0.067 1.00 1.30 1,00 1.00 1.00 1.00 1.00 0.43 338.33 1170.00 0.13 11.98 180.00 Length = 6.0 ft 2 0.289 0.067 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.43 338.33 1170.00 0.13 11.98 180.00 +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.533 0.123 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.79 623.95 1170.00 0.24 22.10 180.00 Length = 6.0 It 2 0.533 0.123 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.79 623.95 1170.00 0.24 22.10 180.00 it 11 CITY OF LA —QUIr LDATE---�BYL_ LDING & SAQU FETY D APPROVE,D OR CONSTRUCTIOI t C w r Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, ca 92401 E•mailKNAPPAE@AOL.COM ` t TEL.:(909) 889-0115 Fax (90) 889-0455 Filler Residence 81150 Elsworth Place La Quinta CA 92253 Prest - Vuksic Architects, Inc. By: Date: Proj # Sheet: BDM 8114113 12092.2 r COLUMN SIZE Locations Height Loads Allowable Load Column Size RB -1 15.0 ft 1.907 kip 66 kip HSS 5x5x1/4 ok RB -6 (L) 15.0 ft 26.876 kip 66 kip HSS 5x5x1/4 ok RB -6 (R) + RB -4 (L) 15.0 ft 7.425 kip 66 kip HSS 5x5x1/4 ok RB -10 (L) 15.0 ft 124.992 kip 137 kip HSS 6x6x3/8 ok RB -10 (R) 15.0 ft -33.761 kip 66 kip HSS 5x5x1/4 ok RB -11 (L) 15.0 ft 38.830 kip 97 kip HSS 6x6x1/4 ok 1 RB -9 (L) + RB -15 (L) 15.0 ft 43.466 kip 137 kip HSS 6x6x3/8 ok RB -17 (L) 15.0 ft 7.717 kip 97 kip HSS 6x6x1/4 ok RB -18 (L) 15.0 ft 20.772 kip 97 kip HSS 6x6x1/4 ok RB -21 (R) 15.0 ft 18.381 kip 97 kip HSS 6x6x1/4 ok RB -21 (R) + RB -23 (M) 15.0 ft 18.052 kip 97 kip HSS 6x6x1/4 ok RB -23 (M) + RB -24 (R) + RB -25 ( 15.0 ft 19.899 kip 119 kip HSS 5x7x3/8 ok RB -23 (R) 15.0 ft 7.069 kip 66 kip HSS 5x5x1/4 ok RB -25 (R) 15.0 ft 6.385 kip 119 kip HSS 5x7x3/8 ok 11 CITY OF LA —QUIr LDATE---�BYL_ LDING & SAQU FETY D APPROVE,D OR CONSTRUCTIOI t C w Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 C SAN BERNARDINO, CA 92401 C to.to.Z E-mail KNAPPAE@AOL.COM ,_jt1 TEL. (909) 889-0115 Fax (909) 889-0455 Printed' 6 AUG 2013 1 26Pr.1 Steel Column File=Z:122wH26-71PRESnFD2LRB-JICSUPH4-0112092.2MTILV-l%lW366-O.EC6 n ENFRCALC, INC. 1983.2013, Build:6.13.6.21, Ver.6.13.6.21 [� Description : Column supporting RB -47 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 General Information Maximum Axial + Bending Stress Ratios Steel Section Name: HSS5x5x1/4 Overall Column Height 6.0 It Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Stress Ratio Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X -X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 6.0 ft, K = 2.1 Load Combination : ASCE 7-05 Y -Y (depth) axis : +D+W 0.350 Unbraced Length for Y -Y Axis buckling = 6.0 it, K = 2.1 Applied Loads Maximum Axial + Bending Stress Ratios Service loads entered. Load Factors will be applied for calculations. Column self weight included : 93.501 lbs' Dead Load Factor Load Combination Stress Ratio Status AXIAL LOADS ... Stress Ratio Status Wall Load: Axial Load at 6.0 ft, D = 0.570 k D Only 0.008 PASS BENDING LOADS ... 0.000 PASS Wind Load: Lat. Point Load at 6.0 ft creating Mx -x, W =1.008, E = 0.2880 k +D+W 0.350 DESIGN SUMMARY 0.00 ft 0.030 Bending & Shear Check Results 0.00 ft +D -1.0W 0.350 PASS Max. Axial+Bending Stress Ratio = 0.3505 : 1 Maximum SERVICE Load Reactions.. 0.030 Load Combination +D+W Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k Al maximum location values are ... 0.00 ft Top along Y -Y 0.0 k Pa: Axial 0.6635 k Bottom along Y -Y 1.008 k Pn / Omega: Allowable . 78.381 k Maximum Reactions - Unfactored Ma -x : Applied -6.048 k -ft Maximum SERVICE Load Deflections .. . Mn -x / Omega: Allowable 17.468 k -ft Along Y -Y 0.2689 in at 6.0ft above base Y -Y Axis Reaction for load combination: W Only Axial Reaction Ma -y :Applied 0.0 k -ft @ Top Mn -y I Omega: Allowable 17.468 k -ft Along X -X 0.0 in at O.Oft above base D Only for load combination PASS Maximum Shear Stress Ratio = 0.03043 : 1 0.664 k Load Combination +D+W k Location of max.above base 0.0 ft k At maximum location values are ... k Va : Applied 1.008 k k Vn / Omega: Allowable 33.124 k k Load Combination Results k k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.008 PASS 0.00 ft 0.000 PASS 0.00 It +D+W 0.350 PASS 0.00 ft 0.030 PASS 0.00 ft +D -1.0W 0.350 PASS 0.00 ft 0.030 PASS 0.00 It +0.60D+W 0.349 PASS 0.00 It 0.030 PASS 0.00 ft +0.60D -1.0W 0.349 PASS 0.00 ft 0.030 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.664 k W Only k .1.008 k k -W Only k 1.008 k k E Only k -0.288 k k D+W k -1.008 k 0.664 k D+E k -0.288 k 0.664 k Yog = 0.000 in X --- -Mw Loads _. . Ulf)` OF LA QUINTA 7:1UIII--Q1NG & SAFETY DEPT: r� I11 CONSTRUCTION d i LTTE Loads are total entered value. Arrows do not reflect absolute direction. Project Title: Filler Residence Main House Knapp & Associates Inc. Engineer: BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 } SAN BERNARDINO, CA 92401 D-3 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax (9091889-0455 PrinW 6A11G2013. L2` hi Steel ColumnFile=Z122wH26-APRESTIFD2LR8-JICSUPH4-011 2092.21MUTILV-111D6366-O.EC6 ENERCALC, INC. 1963.2013, Build:6.13.6.21, Ver:6.13.6.21 r.rll• Description : Column supporting RBA7 Maximum Deflections for Load Combinations •.Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.269 in 6.000 it -W Only 0.0000 in 0.000 ft -0.269 in 6.000 It E Only 0.0000 in 0.000 ft 0.077 in 6.000 It D+W 0.0000 in 0.000 ft 0.269 in 6.000 ft D+E 0.0000 in 0.000 ft 0.076 in 5.960 ft Steel Section Properties HSS5x5xlf4 Depth = 5.000 in I xx = 16.00 in^4 J = 25.800 in"4 S xx = 6.41 in^3 Width = 5.000 in R xx - 1.930 in Wali Thick = 0.250 in Zx - 7.610 in"3 Area = 4.300 in"2 I yy = 16.000 in"4 C = 10.500 in13 Weighl = 15.584 plf S yy = 6.410 in"3 R yy = 1.930 in Yog = 0.000 in X --- -Mw Loads _. . Ulf)` OF LA QUINTA 7:1UIII--Q1NG & SAFETY DEPT: r� I11 CONSTRUCTION d i LTTE Loads are total entered value. Arrows do not reflect absolute direction. t 1 1 1 'I r t Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8/6/13 ` E- mail KNAPPAE@AOL.COM TEL. (909) 889-0115 La Quinta, CA 92253 Pf0) # 12092.2 Fax (909) 889.o4ss Prest - Vuksic Architects, Inc. Sheet: L'Q-1 Lateral Load To Shear Line Roof DL (w/o plaster ceiling) = 15.0 psf (Roof) Roof DL (w/ plaster ceiling) = 20.0 psf Stud Wall DL = 15.0 psf Seismic Coefficent = 0.186 Wind Pressure = 20.9 psf 1) Along Grid Line - 2.3 Seismic DL = 15 + 1512 + 15/2 = 30 psf (w/o plaster) Seismic DL = 20 + 1512 + 15/2 = 35 psf (w plaster) Seismic = 30*78*40/2*0.186+35*78*24*0.186+30*20*35/2*0.186 = 22,845 Ib Wind = 20.9*21/2*(40/2+24) = 9,656 Ib 2) Along Grid Line - 2.4 Seismic = 30*51*31/2*0.186 = 4,411 Ib Wind = 20.9*18/2*31/2 = 2,916 Ib 3) Along Grid Line - 2.5 &(B Seismic = 30*20*48/2*0.186 = 2,678 Ib Wind = 20.9*13/2*48/2 = 3,260 Ib 4) Along Grid Line - 2.8 Seismic = 30*45'(30/2+2)*0.186 = 4,269 Ib Wind = 20.9*18/2*(30/2+2) = 3,198 Ib 5) Along Grid Line - O Seismic = 30*78*49/2*0.186+30*25*30/2*0.186*0.707+30*10*15/2*0.186 = 12,561 Ib Wind = 20.9*21/2*49/2 = 5,377 Ib t 1 1 1 'I r t t L. t n 1 � 1 t t 1 Iona & Associates Inc. p� Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: • 4122/13 E-mail KNAPPAE@AOLCOM TEL. (909) 889-0115 La Quinta, CA 92253 Proj # 12092.1 Fax (909)889-0455 Prest - Vuksic Architects, Inc. Sheet: L- -Z Lateral Load To Shear Line Roof DL (w/o plaster ceiling) = 15.0 psf (Roof) Roof DL (w/ plaster ceiling) = 20.0 psf Stud Wall DL = 15.0 psf Seismic Coefficent = 0.186 Wind Pressure = 20.9 psf 6) Along Grid Line - 3.5 Seismic DL = 15 + 15/2 + 15/2 = 30 psi (w/o plaster) Seismic DL = 20 + 15/2 + 15/2 = 35 psf (w plaster) Seismic = 30"27'22/2'0.186 = 1,657 • Ib Wind = 20.9'13.5/2`22/2 = 1,552 Ib 7) Along Grid Line - Seismic = 30'27'15/2'0.186 = 1,130 Ib Wind = 20.9'13.512'15/2 _ -1;058 Ib 8) Along Grid Line - 5.5 MY OF LA QUINTA Seismic = 30'26'2212"0.186 BUILDING & SAFETY DEPT. = 11506 Ib APPROVED Wind = 20.9'15/2'22/2 FOR CONSTRUCTION = 1,724. - Ib - i DATE BY 9) Along Grid Line - 6.3 Seismic = 30'26'23/2'0.186 = 1,668 Ib Wind = 20.9'15/2'23/2 = 1,803 Ib 10) Along Grid Line - 6.5 Seismic = 30'26'13/2`0.186 = 943 Ib Wind = 20.9'15/2'13/2 = 1,019 Ib D 1 'I 1 1 Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/22/13 t t - E-mail KNAPPAE@AOL.COM th� TEL. (909) 889.0115 La Quinta, CA 92253 Proj # 12092.1 _J Fax (909) 889-0455 Prest - Vuksic Architects, Inc. Sheet: L- '3 Lateral Load To Shear Line Roof DL (w/o plaster ceiling) = 15.0 psf (Roof) Roof DL (w/ plaster ceiling) = 20.0 psf Stud Wall DL = 15.0 psf Seismic Coefficent = 0.186 Wind Pressure = 20.9 psf 11) Along Grid Line - 6.8 Seismic DL = 15 + 15/2 + 15/2 = 30 psf (w/o plaster) Seismic DL = 20 + 15/2 + 1512 = 35 psf (w plaster) Seismic = 30*18*612*0.186 = 301 Ib Wind = 20.9*13.512*6/2 = 423 Ib 12) Along Grid Line - OA Seismic = 30*35*20/2"0.186 = 1,953 Ib Wind = 20.9*13.5/2*20/2 = 1,411 Ib 13) Along Grid Line - 6.7 Seismic = 30*18*10/2'0.186 = 502 Ib Wind = 20.9*13/2*10/2 = 679 Ib 14) Along Grid Line - OC Seismic = 35*71*17/2*0.186+30*48*24/2*0.186 = 7,143 Ib Wind = 20.9*21/2*41/2 = 4,499 Ib 15) Along Grid Line - O Seismic = 35*71*7112*0.186 = 16,408 Ib Wind = 20.9*21/2*71/2 = 7,790 Ib D 1 'I 1 1 r t 1 t ILI 11 Kapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/22113 E=mail KNAPPAE@AOLCOM TEL: (909) 889.0115 La Quints, CA 92253 Proj # 12092.1 Fax (9091889-0455 Prest - Vuksic Architects, Inc. Sheet: Lateral Load To Shear Line Roof DL (who plaster ceiling) = 15.0 psf (Roof) Roof DL (w/ plaster ceiling) = 20.0 psf Stud Wall DL = 15.0 psi Seismic Coefficent = 0.186 Wind Pressure = 20.9 psf 16) Along Grid Line - OE Seismic DL = 15 + 15/2 + 15/2 = 30 psf (w/o plaster) Seismic DL = 20 + 1512 + 15/2 = 35 psf (w plaster) Seismic = 30`39'28/2'0.168+30'37'18/2'0.186 = 4,610 Ib Wind = 20.9'15/2'46/2 = 3,605 Ib 17) Along Grid Line - E.5 Seismic = 30'7'13/2'0.186 = 254 ib Wind = 20.9`13.512'13/2 = 917 Ib 18) Along Grid Line - E.7 CITY OF LA QUINTA BUILDING & SAFETY Seismic = 30'39'22/2'0.168 = 21162 Ib DEPT. FOR CONSTRUCTION ONSTRUCTION Wind = 20.9'13.512'10/2 = 705 Ib DATE ------ -- BY 19) Along Grid Line - OF Seismic = 30"27'8/2'0.168 = 544 Ib Wind = 20.9"13.512'812 = 564 Ib 20) Along Grid Line - Seismic = 35'71'53/2'0.186+30'30'34/2'0.186+30'25'30/2'0.186'0.707 = 16,574 Ib Wind = 20.9'21/2'53/2+20.9'13/2'3412 = 8,125 Ib i t t 17 1 1, 'I t Knapp & Associates Inc. Filler Residence By: D,J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/22/13 E-mail KNAPPAEgAOLCOM (j TEL. (909) 889.0115 La Quinta, CA 92253 Proj # 12092.1 Fax (909) 889-0455 Prest - Vuksic Architects, Inc. Sheet: L - S Lateral Load To Shear Line Roof DL (w/o plaster ceiling) = 15.0 psi (Roof) Roof DL (w/ plaster ceiling) = 20.0 psf Stud Wall DL = 15.0 psf Seismic Coefficent = 0.186 Wind Pressure = 20.9 psf 21) Along Grid Line - ISH Seismic DL = 15 + 15/2 + 15/2 = 30 psf (w/o plaster) Seismic DL = 20 + 15/2 + 15/2 = 35 psf (w plaster) Seismic = 30*25*30/2*0.186 = 2,093 Ib Wind = 20.9*13/2*30/2 = 2,038 Ib 22) Along Grid Line - H.7 Seismic = 30*30*45/2*0.186 - 3,767 Ib Wind = 20.9*1312*45/2 = 3,057 Ib 23) Along Grid Line - O Seismic = 30*30*11/2*0.186 ` = 921 Ib • i 1 Wind = 20.9*13/2*11/2 = 747 Ib 24) Along Grid Line - 3.2 Seismic = 30*30*21/2*0.186 = 1,758 Ib Wind = 20.9*15/2*2112 = 1;646 Ib 25) Along Grid Line - O Seismic = = Ib Wind = = Ib i t t 17 1 1, 'I t n t [ - I r t t Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTHDINOAVENUE SAN BERNARARDINO, CA 92401 81150 Elsworth Place Date: 8/6/13 -mai) KNAPPAE®AOL.COM TEL, (909) 889-0115 La Quinta, CA 92253 Prof # 12 92. Fax (909) 8830455 Prest - Vuksic Architects, Inc. Sheet: WOOD SHEAR WALL DESIGN 1 1 3/8 -CBC -8d (Enter 1.2,3,4,5,8.7 or 8) 1) 1st - Floor Shear Along Grid Line - 1 Seismic = 30'78'40/2`0.186+35'78`24'0.186+30'20'35/2'0.186 = 22,845 lb 22845 / 36.25 = 630 pff Wind = 20.9'21/2'(40/2+24) = 9,656 lb 9656 / 36.25 = 266 pff Max Uniform Shear (plf) 630 pff - Use shear type CiD 2 w / h = 1.00 (Per NDS special 2008 seismic/ wind provision Wall Length (ft) 6.25 5:92 5.42 6.08 6.42 6.17 Plate Height (ft) 10.0 10.0 10.0 10.0 10.0 10.0 O.T.M. (ft -lb) 39,388 37,287 34,136 38;338 40,438 38,863 Dead Load (ptf) 150 1.50 150 150 150 150 R.M. (ft -Ib) .1,963 1,759 1,474 1,860 .2,069 1,911 Uplift Above (lb) 0 0 0 0 0 0 Total Uplift (lb) 5,988 6,005 6,030 5;996 5,980 5,992 Hold Down HDU8 I HDU8 "DUB HDUB HDU8 HDU8 Note(s): 1 318" CBC -8d 2) 1 st - Floor. Shear.Along Grid Line - .2.4 Seismic = 30`51'31/2+0.186 ' = 4,411 Ib 4411 / 10.00 = 441 plf Wind = 20.9'18/2'31/2 = 2,916 lb 2916 / 10.00 = 292 plf Max Uniform Shear (plf) = 441 pff Use shear type -11� 2 'fi ="---�-0 t! !(Pa ND s ial 2 mac /a nd?pio�sr Wall Length (ft) 10.00 ILDIN G1 & SAFETY DEP Plate Height (ft) O.T.M. 11.0 48;521 A P � /"-! APPROVED R O, E (ft -Ib) FOR C ONSTR Dead Load (plf) 165 XTION R.M. (ft -Ib) .5,528 Uplift Above (lb) 0 DA E BY Total Uplift .(Ib) 4,299 Hold Down HDU5 . Note(s): Use SP4 Shearwall 1 318' CBC -8d 3) 1 st - Floor :Shear Along Grid Line - 2.5 & 2.7 Seismic = 30'20'48/2'0.186 = 2,678 lb 2678 / 15.00 = 179 pff Wind = 20.9'13/2'48/2 = 3,260 lb 3260 / 15.00 = 217 pff Max. Uniform Shear (plf) = 217 pff --> Use shear type SP1 2 w / h = 1.00 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 7.50 7.50 Plate Height (ft) 10.0 10.0 O.T.M. (ft -lb) 16,300 16,300 Dead Load (pff) 150 150 R.M. (ft -lb) 2,827 2,827 Uplift Above (lb) 0 0 Total Uplift ,(Ib) 1,796 1,796 Hold Down I HDU2 I HOU2 Note(s): Use SP3 Shearwalis Knapp & Associates Inc. Filler Residence . By: BDM 408 SOUTHSTODDARD AVENUE SAN BERNARARDINOINO, CA 92401 81150 Elsworth Place Date: 8/14/13 \E-mail KNAPPAE@AOL.COM La Quinta, CA 92253 Proj # 12092.2 \ TEL. (909) 889-0115 •ana..saaedl Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: R— WOOD SHEAR WALL DESIGN 5 1 Hardy Panel (Enter 1,2,3,4,5,8,7 or 8) 4) 1 st - Floor Shear Along Grid Line - 2.8 Seismic = 30'45`(3012+2)'0.186 = 4,269 lb 4269 / 4.00 = 1,067 pff Wind = 20.9'18/2'(3012+2) = 3,198 lb 3198 / 4.00 = 800 pff Max Uniform Shear (ptf) = 1067 pff --> Use shear type CHFX 2 w / h = WA Wall Length (ft) 2.00 2.00 Plate Height (ft) 8.0 8.0 O.T.M. (ft -Ib) 17,076 17,076 Dead Load (plf) 120 120 R.M. (ft -Ib) 161 161 Uplift Above (lb) 0 0 Total Uplift (lb) 8,458 8,458 Hold Down 1 1 1/8" A.B. 1 1 118" A.B. Note(s): Use 2 HFX-24x8 STD Hardy Panels. Allowable Shear = 3,080 lb/panel. Allowable Uplift = 15,085 Ib, 1-1 318 -CBC -8d 5) 1 st - Floor Shear Along Grid Line - 3 Seismic = 30'78"49/2`0.186+30'25'30/2'0.186'0.707+30710'15/2'0.186 = 12,561 Ib 12561 / 18.50 = 679 pff Wind = 20.9'21/2'49/2 = 5,377 lb 5377 / 18.50 = 291 pff Max Uniform Shear (pff) = 679 pff Use shear type CSP4 2 w / h = 1.00 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 18.50 Plate Height (ft) 16.0 O.T,M. (ft -Ib) 200,976 Dead Load (plf) 240 R.M. (ft -Ib) .27,517 Uplift Above (lb) 0 Total Uplift (lb) 9,376 Hold Down HDU11 Note(s): 1 318" CBC -8d 6) 1 st - Floor Shear Along Grid Line - 3.2 Seismic = 30"30'2112'0.186 = 1,758 lb 1758 / 15.75 = 112 pff Wind = 20.9"15/2'21/2 = 1.646 lb 1646 / 15.75 = 105 pif Max Uniform Shear (pff) = 112 pff — 0 Use shear type SP1 2 w / h = 1.00 (Per NDS special 2008 :63rnic / wuid provision Wall Length (ft) 15.75 Plate Height (ft) 18.0 O.T.M. (ft -Ib) 31,644 Dead Load (plf) 270 R.M. (ft -Ib) 22,437 Uplift Above (lb) 0 Total Uplift (lb) 585 Hold Down I HDU2 Note(s): Use SP2 Shearwall t J [I J n F1 J r] t r &Associates Inc. jKnapp Filler (Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 8/14113 A -mail KNAPPA COM TEL; (909) 869-01189-011 5 La Quinta, CA 92253 Pro # 12092.2 Fax (9091889-0455 Prest - Vuksic Architects, Inc. Sheet: ZIA' e WOOD SHEAR WALL DESIGN 1 1 318-CBC-8d (Enter 1,2,3,4,5,6,7 or 8) 7) 1 st - Floor Shear Along Grid Line - 3:5 Seismic = 30'45'(30/2+2)•0.186 = 1,657 lb 1657 / 6.75 = 245 plf Wind = 20.9`18/2'(30/2+2) = 1,552 lb 1552 / 6.75 = 230 pff Max. Unfform Shear (plf) = 245 pff Use shear type SP1 2 w / h = 1.00 (Per NDS special 2008 seismicwind provision Wall Length (ft) 6.75 Plate Height (ft) 10.0 O.T.M. (ft -Ib) 16,570 Dead Load (pff) 150 R.M. (ft -Ib) 2,290 Uplift Above (lb) 0 Total Uplift (lb) 2;116 Hold Down HDU2 Note(s): Use SP2 Shearwall 1 318" CBC-Bd 8) 1 st -Floor Shear Along Grid Line - 5&5.2 Seismic = 30'27'15/2'0.186 = 1,130 lb 1130 / 25.58 = 44 pff Wind = 20.9'13.512'15/2 = 1,058 lb 1058 / 25.58 = 41 pff Max Uniform Shear (pff) = 44 pff —> Use shear type SP1 2,/h = 1.00 ^(Per NDS speaar2008 5¢ismiciwina-provitil Wall Length (ft) .15.75 9.83 T. ur I r. Plate Height (ft) 13.0 13.0 BUILDING & S OFETY D O.T.M. (ft -Ib) 9.045 .5;645 -e APPROVED P e E D Dead Load (plf) 195 195 FO CONS R,UCI IO R.M. (ft -Ib) 16,205 .6,312 Uplift Above (lb) 0 0 Total Uplift .(Ib) -455 -68 ATE y Hold Down NIA I NIA Note(s): Use SP2 Shearwall 1 3/8 -CBC -8d 9) 1 st - Floor Shear Along Grid Line - 5.5 Seismic = 30'26`22/2'0.186 = 1,596 lb 1596 / 8.00 = 200 plf Wind = 20.9'15/2'22/2 = 1,724 Ib 1724 / 8.00 = 216 pff Max Uniform Shear (ptf) = 216 pff Use shear type CiD 2 w / h = 1.00 (Per NDS special 2008 seismic I wind provision Wall Length (ft) 8.00 Plate Height (ft) 13.0 O.T.M. (ft -Ib) 22,412 Dead Load (pff) 195 R.M. (ft -Ib) 4,181 Uplift Above (lb) 0 Total Uplift (lb) 2,279 Hold Down HOU2 Note(s): Use SP2 Shearwall TA 'T. Knapp & Associates Inc. Filler Residence By: BEIM 41111 SOUTHSTODDARD AVENUE SAN t3ERNARARDINO,INO, CA 92401 81150 EISWOrth Place Date: 8/14/13 Email KNAPPAE®AOL_COM La Quinta, CA 92253 Proj # 12092. TEL, (908) 88"115 Fax (9091869-0455 Prest - Vuksic Architects, Inc. Sheet: lkwl WOOD SHEAR WALL DESIGN 1 1 3/8" CBC -8d (Enter 1.2,3,4,5,6,7 Dr 8) 10) 1 :st - Floor Shear Along Grid Line - 6.3 Seismic = 30'26'23/2'0.186 = 1,668 lb 1668 / 15.50 = 108 pff Wind = 20.9`15/2'23/2 = 1,803 lb 1803 / 15.50 = 116 pff Max Uniform Shear (pff) = 116 plf --> Use shear type CED 2 w / h = 0.85 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 5:50 10.00 Plate Height (ft) 13.0 13.0 O.T.M. (ft -lb) 8,317 15,122 Dead Load (plf) 195 195 R.M. (ft -Ib) 1,976 6,533 Uplift Above (lb) 0 0 Total Uplift (lb) 1,153 859 Hold Down I HDU2 I HDU2 Note(s): Use SP2 Shearwall 1 318" CBC -8d 11) 1 :st - Floor Shear Along Grid Line - 6.5 Seismic = 30'26`13/2'0.186 = 9431b 943 / 9.00 = 105 plf Wind = 20.9`1512'13/2 = 1,019 lb 1019 / 9.00 = 113 pff Max Uniform Shear (ptf) = 113 pff —> Use shear type CED 2 w / h = 1.00 (Per NDS special 2008 seismic/ wind provision Wall Length (ft) . 9.00 Plate Height (ft) 13.0 O.T.M. (ft -ib) 13,247 . Dead Load (plf) 195 R:M. (ft -Ib) 5,291 Uplift Above (lb) 0 Total Uplift (lb) 884 Hold Down HDU2 Note(s): Use SP2 Shearwall 1 318' CBC -8d 12) 1 st - Floor Shear Along Grid Line - 6.8 Seismic = 30'18'612`0.186 = 3011b 301 / 5.00 = 60 pff Wind = 20.9'13.5/2'6/2 = 4231b 423 / 5.00 = 85 pff Max Uniform Shear (plf) = 85 pff Use shear type CED 2 w / h = 0.67 (Per NDS special 2008 seismic ! wind provision Wall Length (ft) 5.00 Plate Height (ft) 15.0 03,10. (ft -Ib) 6,345 Dead Load (plf) 225 R.M. (ft -lb) 1,884 Uplift Above (lb) 0 Total Uplift (lb) 892 Hold Down I HDU2 Note(s): Use SP2 Shearwall Ld t Lf 1 F 1 it t 1 t 1 1 u Knapp & Associates Inc. Filler Residence By: BDM 406 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 816/13 E-mail KNAPPA COM TEL, (909)889-01189-0115 La Quinta, CA 92253 Proj # 12092.2 — Fax (909) 889-0455 Prest - Vuksic Architects, Inc. Sheet: - /o WOOD SHEAR WALL DESIGN 1 1 3/8" CBC -8d (Enter 1,2,3,4,5,6,7 or 8) 13) 1 st - Floor Shear Along Grid Line - A Seismic = 30'35'20/2'0.186 = 1,953 Ib 1953 / 34.92 = 56 pif Wind = 20.9`13.5/2`20/2 = 1,411 Ib 1411 ! 34.92 = 40 ptf Max Uniform Shear (plf) = 56 plf — Use shear type CaET2w/h = 1.00 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 34.92 Plate Height (ft) 10.0 O.T.M. (ft -Ib) 19,530 Dead Load (plf) 150 R.M. (ft -Ib) 61,275 Uplift Above (lb) 0 Total Uplift (lb) -1,195 Hold Down I NIA Note(s): Use SP2 Shearwall 1 3JB".CBC-Bd 14) 1 st - Floor Shear Along Grid Line - B.7 Seismic = 30'18'10/2'0.186 = 502 lb 502 / 8.25 = 61 plf Wind = 20.9'1312'10/2 = 679 lb 679 I 8.25 = 82 plf Max Uniform Shear (plf) = 82 Of —> Use shear type 1 J d 1� vy-/ h- db-* �,! Ds pa s s vn d. r Wall Length (ft) 8.25 BUILDING &SAFETY D Plate Height (ft) 13.0 APPROVED P R rte` E D �TJRUCTIO O.T.M. (ft -ib) 8;827 FORY-CON Dead Load (plf) 195 R.M. (ft -Ib) 4,446 Uplift Above (lb) 0 DATE By Total Uplift (lb) 531 Hold Down I HDU2 Note(s): Use SP2 Shearwall 1 3/8" CBC -8d 15) 1 st - Floor Shear Along Grid Line - C Seismic = 35'71'17/2'0.186+30"48'24/2'0.186 = 7,143 Ib 7143 / 20.75 = 344 pif Wind = 20.9'21/2.41/2 = 4,499 Ib 4499 / 20.75 = 217 pif Max Uniform Shear (plf) = 344 pH Use shear type SP3 2 w / h = 0.75 (Per NDS spedal 2008 seismic / wind provision Wall Length (ft) 14.00 6.75 Plate Height (ft) 18.0 18.0 O.T.M. (ft -Ib) 86,749 41,825 Dead Load (plf) 270 270 R.M. (ft -Ib) 17,728 4,121 Uplift Above (lb) 0 0 Total Uplift (lb) 4,930 5,586 Hold Down I HDUS I HDUS Note(s): TA :PT. Knapp & Associates Inc. Filler Residence By: BDM ` 408 SOUTH ARDINO. AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8114/13 +t�J^+. % E -mal KNAPPAE@AOL.COM t La Quints, CA 92253 Pro # 12092.2 TEL. (Mg) 889-01 1S ,� j �-', Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: LZ- It WOOD SHEAR WALL DESIGN 1 1 318" CSC -8d (Enter 1,2,3,4,5,6,7 or 8) 16) 1 st : Floor Shear Along Grid Line - D Seismic = 35"71'71/2"0.186 = 16,408 lb 16408 / 17.07 = 961 pff Wind = 20.9'21/2`71/2 = 7,790 lb 7790 / 17.07 = 456 pff Max. Uniform Shear (plf) = 961 plf —> Use shear type CaED 2 w / h = 1.00 (Per Nos spedal 2008 se'smk / wind provision Wall Length (ft) 17.07 Plate Height (ft) 16.0 O.T.M. (ft -Ib) 262,528 Dead Load (plf) 240 R.M. (ft -Ib) 23,427 Uplift Above (lb) 0• Total Uplift (lb) 14,007 Hold Down HDU14 Note(s): 1 318" CBC-Sd 17) 1 st - Floor Shear Along Grid Line - E Seismic = 30"39'28/2'0.168+30'37'18/2'0.186 = 4,610 lb 4610 / 30.00 = 154 plf Wind = 20.9'15/2'46/2 = 3,605 lb 3605 / 30.00 = 120 plf Max Uniform Shear (plf) = 154 plf Use shear type CaD 2 w / h = 1.00 ' (Per Nos special 2008 seismicwind provision Wall Length (ft) 7.50 22.50 Plate Height (ft) 13.0 13.0 O.T.M. (ft -Ib) 14,983 44,948 Dead Load (plf) 195 195 R.M. (ft -lb) 3,675 33,071 Uplift Above (lb) 0 0 Total Uplift (Ib) 1,508 528 Hold Down I HDU2 HDU2 Note(s): Use SP2 Shearwall 1 318" CBC -8d 18) 1 st - Floor Shear Along Grid Line - E.5 Seismic = 30'7'13/2'0.186 = 254 Ib 254 / 5.00 = 51 plf Wind = 20.9`13.5/2'13/2 = 917 lb 917 / 5.00 = 183 plf Max. Uniform Shear (plf) = 183 pff Use shear type SP1 2 w / h = 0.77 (Per NOS special 2008 seismic/ wind provision Wall Length (ft) 5.00 Plate Height (ft) 13.0 O.T.M. (ft -Ib) 11,921 Dead Load (pff) 195 R.M. (ft -Ib) 1,633 Uplift Above (lb) 0 Total Uplift (lb) 2,058 Hold Down HDU2 Note(s): J L� t 1 1 ii 1 fj t 11 1 1 ` Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 816/13 ppp x E -mall KNAPPAE@AOL.COM La Quinta, CA 92253 l TEL.(909)089A115 Pro # 12092.2 Fax rsosl eas-oass Prest - Vuksic Architects, Inc. Sheet: WOOD SHEAR WALL DESIGN 1 1 3/8^CBc$d (Enter 1,2,3,4,5,6,7 or 8) 19) 1 st - Floor Shear Along Grid Line - E.7 Seismic = 30'39'22/2'0.168 = 2,162 lb 2162 / 7.00 = 309 pff Wind = 20.9`13.5/2"10/2 = 705 lb 705 / 7.00 = 101 plf Max. Uniform Shear (plf) = 309 plf —> Use shear type CSP 2 w / h = 1.00 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 7.00 Plate Height (ft) 13.0 O.T.M. (ft -Ib) 28,106 . Dead Load (plf) 195 R.M. (ft -Ib) 3,201 Uplift Above (lb) 0 Total Uplift .(Ib) . 3,558 Hold Down HDUS Note(s): 5 Hardy Panel 20) 1 st - Floor .Shear Along Grid Line - .F Seismic = 30'27'8/2'0.168 = 544 lb 544 / 2.00 = 272 pff Wind = 20.9'13.5/2'812 = 5�64g lbs 4 / 2.00 Piv Max Uniform Shear (pff) 282 plf Use shear type 11F -,, jTY2 wi�/r E I 1 V I of III n1kir-1Q:C Wall Length (ft) 2.00 //�� A P ® / E D Plate Height (ft) 9.0 �/ O.T.M. (ft -Ib) 5,076 F011 CONS RUCTIO Dead Load (pff) 135 R.M. (ft -ib) 181 Uplift Above (lb) 0 DATE BY Total Uplift (lb) 2,448 Hold Down 1 1/e-A.B. Note(s): Use (1) HFX-24x9 STD Hardy Panels. Allowable Shear = 2,800 Ib/panel. Allowable Uplift = 15,560 Ib 1 3/B" CBC$d 21) 1 st - Floor .Shear Along Grid Line - F.7 & G Seismic = 35'71'53/2'0.186+30'30'34/2.0.186+30`25'30/2`0.186'0.707 = 16,574 lb 16574 / 33.07 = 501 pff Wind = 20.9"2112'53/2+20.9'13/2'34/2 - 8,125 lb 8125 / 33.07 = 246 plf Max. Uniform Shear (plf) = 501 plf Use shear type SP4 2 w / h = 0.78 (Per NDS special 2008 seismic I wind provision Wall Length (ft) . 14:50 11.57 7:00 Plate Height (ft) 18.0 18.0 18.0 O.T.M. (ft -Ib) 130.808 104,376 63,149 Dead Load (plf) 270 270 270 R.M. (ft -Ib) 19,017 12,108 4,432 Uplift Above (lb) 0 0 0 Total Uplift (lb) 7,710 7,975 8,388 Hold Down HDUB I HDU11l I HDU11 Note(s): TA PT. Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 8/6/13 -' E-mail KNAPPAE@AOL.COM TEL,. (909) 889-0115 La Quinta, CA 92253 Proj # 12ti-I 2 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: L WOOD SHEAR WALL DESIGN 1 318° CBC-sd (Enter 1,2,3,4,5,6,7 or 8) 22) 1 st - Floor Shear Along Grid Line - H.2 Seismic = 30'32'40.5/2'0.186 = 3,616 lb 3616 / 24.50 = 148 plf Wind = 20.9`13/2'40.5/2 = 2,751 lb 2751 / 24.50 = 112 plf Max. Uniform Shear (plf) = 148 plf Use shear type CED 2 w / h = 1.00 (Per NOS special 2008 seismic / wind provision Wall Length (ft) 24.50 Plate Height (ft) 13.0 O.T.M. (ft -Ib) 47,006 Dead Load (plf) 195 R.M. (ft -Ib) 39,211 Uplift Above (lb) 0 Total Uplift (lb) 318 Hold Down I HDU2 Note(s): Use SP2 Shearwall 1 318- CBC -8d 23) 1 st - Floor Shear Along Grid Line - H.7 Seismic = 30'30'45/2'0.186 = 3,767 lb 3767 / 13.50 = 279 plf Wind = 20.9`13/2`45/2 = 3,057 lb 3057 / 13.50 = 226 ptf Max. Uniform Shear (plf) = 279 plf Use shear type SP 2 w / h = 1.00 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 13.50 Plate Height (ft) 9.0 O.T.M. (ft -Ib) 33,903 Dead Load (plf) 135 R.M. (ft -Ib) 8,242 Uplift Above (lb) 0 Total Uplift (lb) 1,901 Hold Down I HDU2 Note(s): Use SP2 Shearwall 1 318- CBC -8d 24) 1 st - Floor Shear Along Grid Line - J Seismic = 30'30'11/2`0.186 = 921 Ib 921 / 13.50 = 68 plf Wind = 20.9'13/2'11/2 = 747 lb 747 / 13.50 = 55 plf Max Uniform Shear (ptf) = 68 ptf Use shear type SP1 2 w / h = 1.00 (Per NOS spectral 2008 seismic / wind provision Wall Length (ft) 13.50 Plate Height (ft) 13.0 O.T.M. (ft -Ib) 11,973 Dead Load (ptf) 195 R.M. (ft -lb) 11,905 Uplift Above (lb) 0 Total Uplift (lb) 5 Hold Down I HDU2 Note(s): 11 1 1 1 1 J t t C� ii Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 8/14/13 E-mail KNAPPAE®AOL.COM jp TEL. (909) 889-0115 La Quinta, CA 92253 Praj # 12092.2 ...®t Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: WOOD SHEAR WALL DESIGN 1 1 318-CBC-8d (Enter 1,2,3,4,5,6,7 or 8) 25) 1 st - Floor Shear Along Grid Line - C.2 Seismic = 30`30`13/2'0.186 = 1.088 lb 1088 / 9.50 = 115 pff Wind = 20.9'13/2"13/2 = 883 lb 883 / 9.50 = 93 pff Max. Uniform Shear (plf) = 115 pff — Use shear type SP1 2 w / h = 1.00 (Per NOS special 2008 seismic/ wind provision Wall Length (ft) 9.50 Plate Height (ft) 10.0 O.T.M. (ft -1b) 10,881 Dead Load (pff) 150 R.M. (ft -Ib) 4,535 Uplift Above (lb) 0 Total Uplift (lb) 668 Hold Down I 'HDU2 Note(s): Use SP2 Shearwall 1 318- CB"d 26) 1 st - Floor Shear Along Grid Line - .D (btwn 386) Seismic = 30'30'21 /2"0.186 = 1,758 Ib 1758 / 25.00 = 70 pff Wind = 20.9'13/2'21/2 = 1,426 lb 1426 / 25.00 = 57 pff Max. Uniform Shear (pff) = 70 pff Use shear type CiD 2 w / h = 1.00 (Per NOS special 2008 seismic / wind provision Wall Length (ft) 14.75 10.25 Plate Height (ft) 10.0 10.0 O.T.M. (ft -Ib) 10,370 7,207 Dead Load (plf) 150 150 R.M. (ft -Ib) 10,933 5,279 Uplift Above (lb) 0 10 Total Uplift '(lb) =38 198 Hold Down N/A HDU2 Note(s): Use SP2 Shearwall 1 318- CBC -8d 27) 1 st - Floor Shear Along Grid Line - 6 Seismic = 30'10'8/2'0.186 = 223 lb 223 / 10.00 = 22 pff Wind = 20.9'10/2'8/2 = 418 lb 418 I 10.00 = 42 plf Max. Uniform Shear (ptf) = 42 pff Use shear type SP1 2 w / h = 1.00 (Per NDS special 2008 seismic / wind provision Wall Length (ft) 10.00 Plate Height (ft) 10.0 O.T.M. (ft -ib) 4.180 . Dead Load (pff) 150 R.M. (ft -Ib) 5,025 Uplift Above (lb) 0 Total Uplift (lb) =85 HOId Down I NIA Note(s): Use SP2 Shearwall Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Filler Residence 81150 Elsworth Place By: BDM Date: 8/6/13 E E-mail T£L. 9D9)889-01 5COM Fax (909)889-0455 La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Proj # 12092.2 Sheet: Le -/1" E = 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 F h = 10.0 10.0 11.0 13.0 16.0 13.0 13.0 13.0 13.0 13.0 18.0, 16.0 16.0 F Gt = 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 (Section 2305.3) • V 0.02 A_ 3 � 8 v h + v h+ 0.75 h e, + d8 h 0.01 0.01 E A b G•t b 0.02 0.00 t t Sw () h A = Area of boundary element cross section in square inches (int) t 0.03 (Vertical member at shear wall boundary) da = b = Wall width (ft) 0.115 da = Vertical elongation of overturning anchorage (including fastener slip, 0.086 0.086 device elongation, anchor rod elongation, etc.) at the design shear b 0.086 load. (in.) - (From Simpson Strong -Tie Catalog) 0.115 E = Elastic modulus of boundary element (vertical member at shear wall boundary), (ksi) e„ = Nail or staple deformation, in inches (Table 2305.2.2(1)) 2.27 Gt = Panel rigidity through the thickness, (k/in) of panel width or depth (Table 2305.2.2(2)) 1.36 h = Wall Height (ft) 1.87 v = Maximum shear due to design load at top of the wall (plf) 1.02 A = The calculated deflection (in.) All ped = 0.02 hx (Table 12.12-1 of ASCE 7 05) 3.83 post Size Panel Grade Deflection Amplification 1 = 4 x 4 post 4 = 6 x 8 post 100 = CDX (Other) Cd = 4.0 2.40 2= 4 x 6 post 5= 6 x 10 post 101 = Struct. I 3.12 3= 6 x 6 post 6= 8 x 8 post 3.12 1 st Flr. Grid Line IT 1 2.4 2.5 3 3.2 3.5 5 5.5 6.3 C D F.7 3.12 Panel Thk 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Nail Size 8d 8d 8d 8d 8d 8d 8d 8d 8d 8d 8d 8d 8d O.K. O.K. Post Size 3 3 3 3 3 3 3 3 3 3 3 3 3 j Panel Grade 101 101 101 101 101 101 101 101 101 101 101 101 101 . f M A = 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 ` 3 b = 5.42 5.92 10.00 7.50 19.00 15.75 6.75 9.83 8.00 5.50 6.75 17.07 7.00 V = 630 630 441 217 679 112 245 44 216 116 344 961 501 E = 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 F h = 10.0 10.0 11.0 13.0 16.0 13.0 13.0 13.0 13.0 13.0 18.0, 16.0 16.0 F Gt = 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 34.0 e„ = 0.02 0.02 0.02 0.01 0.01 0.00 0.02 0.00 0.01 0.00 0.01 0.02 0.03 da = 0.116 0.116 0.115 0.086 0.137 0.086 0.086 0.086 0.086 0.086 0.115 0.177 0.137 A = 2.27 2.20 1.78 1.36 2.32 0.47 1.87 0.53 1.32 1.02 2.69 3.59 3.83 2.40 2.40 2.64 3.12 3.84 3.12 3.12 3.12 3.12 3.12 4.32 3.84 3.84 Allowed= O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. I t I r Knapp &. Associates Inc. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINO, CA 92401 INO, E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 Fax (909) 889-0455 Filler Residence 81150 Elsworth Place La Duinta, CA 92253 Prest - Vuksic Architects, Inc. By: D.J. Date: 4/24/13 Proj # 12092.1 Sheet: G Beam - Column Desian z Check Steel Col. - - PDL = 0.85 k (From Bm Calcs) ( 1 + 2 x.- PLL = 0.87 k (From Bm Calcs) Roof Dead Load: 20.0 psf RP/ IP Seismic Coeff: 0.720 V= 0.58 k M Area CITY OF LA QUINT) HSS5X5X1/4 W - 16.0' x 5.0' / 2 P (roof DL) - ( ) x 20.0 psf = 0.80 k (RB -33) g x r; BUILDING & SAFETY DEPT 1000 x ap = 1.5 to u SDs = 1.0 1.72 k x 3.00' = IP = 1.0 ft -k FOR Cnn�IST CTION Mx = 0.58 k x 13.0' = 7% ft DL+LL RP = 2.5 Z = 13.0 ft (relative to height) Seismic Mx =0.85 h = 13.0 ft 3.00' = 2.6 3.0' I FP 0.4 ap SDs z 0.4 x 1.5 x 1.00 - - ( 1 + 2 x.- ) x Wp = x 3 x 0.80 = 0.58 kip RP/ IP h 2.5 / 1.00 CITY OF LA QUINT) BUILDING & SAFETY DEPT APPROVED Mx = 1.72 k x 3.00' = 5.2 ft -k FOR Cnn�IST CTION Mx = 0.58 k x 13.0' = 7% ft DL+LL Seismic Mx =0.85 k x 3.00' = 2.6 ft -k Mx + Mx = 5.2 ft�cTF+5-ft 1� B' 1.2 6 Ft -k DL DL+LL Seismic Try: -`HSS5X5X1 /4 steel col. Fy = 46.0 ksi fa = P / A = 0.40 ksi fb = M / S = 12.6 / 6.41 = 23.7 ksi A = 4.3 int Fa = 16.86 ksi Fb = 0.6 Fy = 0.6 x 46.0 = 27.6 ksi Sx = 6.41 in Ix = 16 in fa / Fe = 0.024 < 1.0 Use equation 1-11-3. r = 1.93 in j = 25.8 in fa fb 0.40 23.7 - + - _ + = 0.02 + 0.86 = 0.88 < 1.0 O.K. z = 7.61 in Fa Fb 16.86 27.60 k = 1.0 E = 29,000 ksi_ PL .0.58 x 13.0' x 12 3 = 0.009 in < 0-78 in O.K. kl/r = 80.829 OK Ai 3E[,,3 x 29000 x 16 kl = 13.0 ft 0 = 0.005 x L = 0.005 x 13.0' x 12 = 0.78 in Mowed r Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/24/13 E-mail KNAPPAE@AOL.COM }}}} TEL, (909) 889-0115 gid' ® Fax 19091889 0455 La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Proj # 12092.1 Sheet: Beam - Column Design - Con'd. Check Beam (RB -33) Try: HSS5X5X1/4 steel beam P = 1.72 k HSS5X5X1/4 3.0' L M = P x L = 61.92 in -k fb = M / S = 9.66 ksi f = V / A = 0.4 ksi 1 A = 4.3 int S = 6.41 in fy = 46.0 ksi Fb = 27.6 ksi < 27.6 ksi O.K. < 18.4 ksi O.K. I = 16 Ino I F„ = 18.4 ksi Knapp & Associates Inc. x SxW W } = 6. x 0.70 in3 112 = 0.59 in 12.0" } Use:: Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4124113 E-mail KNAPPAE@AOL.COM La Quinta, CA 92253 Proj # 12092.1 TEL (909) 889-0115 -.T-- Fax �sosleas-0455 Prest - Vuksic Architects, Inc. Sheet: Check Footing utotal = 576 Ib Vco1 = 576 Ib Beam - Column Design - Con'd. H = 13.00 ft M = 12,648 ft -Ib No. of Col. = 1 Lateral Bearing = 250 psf Le = 3.0 ft 1/3 d = 4.25 x 12,648 ft -Ib = 3.37 ft Use::. 3'-0" SQ, x 3'-6" Deep 250 x 1.33 x 3.0' x ( 2)°'5 Conc. _ Pad Footing w/ Slab Check Plate & Anchorage Plate L = 12.0" Plate W = 12.0" Edge Distance = 1.5" = Ep T _ M -12,648 ft -Ib x 12 = 6,324 Ib 2 x L 2 x 12.0" V= 4 476 bolts lb = 144 Ib / bolt < ANCHOR CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Try 4 - 3/4 " Dia. A307 All Thread Bolts. (Fy = 36,000 I pSjaJTE gy As = 0.44 int x 2 = 0.88 int Use: 4 -314" Dia. A307 TS = ASFy = 19,085 Ib > 6,324 Ib O.k. All Thread Bolts PLATE: 2 x T x Eo 2 x 6,324 Ib x 1.5" a SX 0.75 x Fy 0.75 x 36,000 psi 0.70 in t _ 6 x SxW W } = 6. x 0.70 in3 112 = 0.59 in 12.0" } Use:: 12"'Wide.x12"Long x 3/4" Thk. Base Plate (A36 material) r & Associates Inc. 181:0 in' E = Zy = 50.8 Filler Residence Ag = By: D.J. tIKnaPP 408 SOUTH STODDARD E SAN BERNARD NO, CA 92401 81150 Elsworth Place 30.4 Date: 4/24/13 E-mail KNAPPAE(� AOL.COM E-mail TEL, t90S 0115 ( La Quinta, CA 92253 in' Proj # 12092.1 Fa. (SOS)eB9.D455 Prest - Vuksic Architects, Inc. Sheet: L Steel Column Design Based on AISC Manual 13th Edition (ASD) F.S. = 1.74 1sT FLR. ALONG GRID LINE - 4 (Takes Triangulate Lateral Force to Upper Roof) P INPUT DATA & DESIGN SUMMARY Fn = Fp ksi Z, = COLUMN SECTION HSS16X8X3/8 ' S. = 66.3 in' COLUMN YIELD STRESS Fr = 46 ksi DIMENSION L= 6.0 ft (distance from low to high roof) AXIAL LOAD, ASD P = 8.59 kips (Reaction of beam) L STRONG AXIS BENDING ? (I =Yes, 2=No) == > 12 Weak Axis for P` z 0.2 SEISMIC LATERAL LOAD Fp = 4.5 kips / Col k = 1.0 0.24 Pr SDs = .1.00 (from soils report or USGS) WT = 30 psf x 25'x 30'/ 2 / 1000 = 11.3 kips Fp = 0.4 SDs WT = 4.5 kips Q = (over strength factor) = 3.0 Connection Force = Fp x f2 = 13.5 kips ly = 181:0 in' E = Zy = 50.8 in Ag = 16.0 in' 3.4 Fb = 30.4 ksi I, = 531:0 in' in' C� = :111.6 F,, = 25.99 ksi F.S. = 1.74 Fe _ :627.04 ksi Fn = .26.71 ksi Z, = 82.1 in3 S. = 66.3 in' ANALYSIS CHECK COMBINED COMPRESSIONANDBENDING CAPACITY (AISC 360-05, H1) P, + 9 LMS + M J n , for P` z 0.2 0.24 Pr r= + 2P, [+ M MQ J , for Pc < 0.2 Where KL, = 6.0 ft, for x -x axial load. (KL /rl ma. = 21.4 < 200 O.K. P, = 8.6 kips Mry = 27.0 ft -kips ly = 181:0 in' E = 29,000 ksi r, = 5.8 In. ry = 3.4 in. Fy/F.= 0.1 Sy = 45.3 in' < 1.0 O.K. KL y = 6.0 It, for y -y axial load. Pc = P„ / Dc = 427.4 kips > 8.6 kips, MCy = 116.6 ft -kip > 27.0 ft -kip Verify with the 9th edition as a check (ASD) f,, = P/Ag = 0.54 ksi < F. = ra = M / Sy = 7.15 ksi < Fb = f,,/Fa + fb /F,, = 0.26 < 1.0 CHECK LATERAL DEFLECTION d m„ = V L7 / 3El = 0.11 in. < L / 240 Where ES = 29,000 ksi ly = 181.0 in4 O.K. [AISC 360-05 Chapter E] O.K. [AISC 360-05 Chapter F] I 25.99 ksi O.K. 30.4 ksi O.K. O.K. 0.30 in O.K. Kapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/24/13 E-mail KNAPPAE@AOL.COM rr TEL. (909) 889.0115 La Quinta, CA 92253 Proj # 12092.1 Fax (909)889-0455 Prest - Vuksic Architects, Inc. Sheet: DS^1 ROOF DIAPHRAGM NAILING DESIGN (sect. 12.10.1.1) Along Grid Line D or F.7 Greater of the following: Diaphragm shear along these line = 16,408 Ib / 54.0' = 304 plf I 304 plf 285 plf DZ I Do D2 = 20.0 ft - 285 plf x 20.00 ft = 1.2 ft - 304 plf 19/32 CDX Plywood w/ 10d nail @ 6", 6", 12" o.c. (360 plf allowable) Blocked Diaphragm Do = 12.00 ft 19/32 CDX Plywood w/ nail @ 6", 6", 12" o.c. (285 plf allowable) Unblocked Diaphragm .JI ! tl VF LA QUiNA MILDING & SAFETY DEFT. pif APPROVED FOR CONSTRUCTION TE - By. Use 8'-0" Knapp &c Associates Inc. �j W18X1T5 408 Filler Residence By: D.J. SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: _ 4/22/13 E -melt KNAPPAE@AOLCOM TEL. (909) 889.0115 La Quinta, CA 92253 Pro) a 12092.1 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. sheet: / SteeCBeam'Design Based. on RISC ManuaY131"'Edttion {ASD),'Chapter F _ 1 ST FLR. ALONG GRID LINE - 2.3.(RB•9) BEAM SECTION (Wide Flange) W18X1T5 BEAM YIELD STRESS Fy = i'50 ksi (BEAM SPAN (between braced points) Lb = °.28:0 ft STRONG AXIS BENDING ? (1=Yes, 2=No) _ > .1 Strong Axis BEAM SECTION DATA: AB = %51;30 '- in Fb = '33:00 ksi E _ :29,000 :ksi Ix = `3450:0 ' , 'fin° Cc = 107:0. rx = 4:2 in. Z. = 398:0 in3 'd = P20:0 ' : in M,,,,= 1658:3. ft k S. = 344:0 '.in 3 Sy = 68.8 in J = '33.8 , in° Cw = 33300:0 :in6 ly = 391.0 .: in° b( = 11:4: in. in. Zy = 106.0 in3 ry = 2:8 1n. ANALYSIS: M„ =Mp =FyZ. = 50 'ksi x 398.0 in = 19,900 in -k LATERAL -TORSIONAL BUCKLING (section F2.2) Lp = 1.76 ry F = 116.99 in. Lb = 336.00 in. v r2. = � = 10.49 in. rt = 3.24 in. S" Lr = 1.95 rE Jc 0.7Fr 2 581.85 in. � 0.7 Fy gxh,. 1 + 1 + 6.76 L Sxho = L E JC c = 1 for doubly symmetric I -shape i SINCE L,, < L o < L.. ,Moi Cb [M,- (Mp 0.75FySx)] ((Lb - Lp) I (Lr - Lp)] � Mp Checked = 6.351 in -k < 19,900 in -k O.K. 0 r Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 Efneil KNAPPAE(LDAOL.COM (� TEL. (909) 889-0115 Fax (909) 889.0455 Filler Residence 81150 Elsworth Place La Quinta, CA 92253 Prest - Vuksic Architects, Inc. int By: Date: Proj it sheet: D.J. 4/22/13 12092.1 - Z Steel Beam Design Based on'AISC Manual 13t":Edition (ASD) 29,000,ksi Ix = 3,450.0 'in4 Cc = cond. 1ST FLR. ALONG GRID LINE - 2.3 (RB -9) 8:20 in. Fa = 9.24 INPUT DATA & DESIGN SUMMARY P ZA :9:91 P BEAM SECTION W18X175 1398.0 in' BEAM YIELD STRESS F = r :50 ksi in -k (AISC 360-05 Chapter F) BEAM DIMENSION L = .53.0 ft in' Wt = AXIAL LOAD, (n E) P = :-35.8 kips STRONG AXIS BENDING ? (1=Yes, 2=No) = > -4 UNIFORM GRVITY LOAD (1.2131. + 0.51-L) w = '0:94 k / ft k = 1.0, YSIS Ag = :51.30 int Fb = 33:00 ksi E = 29,000,ksi Ix = 3,450.0 'in4 Cc = 107:0 rx = 8:20 in. Fa = 9.24 ksi F.S. _ :9:91 ry = 2.76 in. Zx = 1398.0 in' Sx = .344:0 in' in -k (AISC 360-05 Chapter F) Zy = 106.0 in' Wt = 10.175 k/ft P„ = FG As = 868.9 kips (E3-1) Fc, = 16.9 ksi (E3-2) & (E3-3) Fe = 19.3 ksi (E3-4) Fy / Fe = 2.589 rl Mnx = MP = FyZx = .1,658.3 ft -k , for P < 0.22Pc M„ y= M p= F y Z y= 441.7 ft -k M,y = 1,270.2 in -k (AISC 360-05 Chapter F) CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1) CITY OF LA QUIIVTq BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE - BY Where KL., = 28.0 ft (KL /r) „,ex = 121.7 < P, = P 35.8 kips M,x = 389.7 ft -kips M,y = 105.8 ft -kips Pc = P„ 1 d2c = 520.3 kips > M, = Mnx 1.(2b = 993.0 ft -kip > Mcy = M„y / S2b = 264.5 ft -kip > KL y = 28.0 ft I I (Flexure base on uniform load) Pc + 9 M. + M L ryJ for P` > 0.2 35.8 kips O.K.. (AISC 360-05 Chapter E) 389.7 ft -kip O_K. = 0.83 < 1.33 O.K. - - 105.8 ft -kip O.K.. P, rl + [Ma + M J , for P < 0.22Pc Where KL., = 28.0 ft (KL /r) „,ex = 121.7 < P, = P 35.8 kips M,x = 389.7 ft -kips M,y = 105.8 ft -kips Pc = P„ 1 d2c = 520.3 kips > M, = Mnx 1.(2b = 993.0 ft -kip > Mcy = M„y / S2b = 264.5 ft -kip > KL y = 28.0 ft 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) [ 1,270.2/ 12 ) 35.8 kips O.K.. (AISC 360-05 Chapter E) 389.7 ft -kip O_K. (AISC 360-05 Chapter F) 105.8 ft -kip O.K.. (AISC 360-05 Chapter F) [Knapp & Associates Inc. in Fb = 408 SOUTH STODOARD AVENUE Filler Residence By: Q.J. SAN BERNAROINO, CA 92401 81150 Elsworth Place Date: 4/22/13 Email KNAPPAE@?AOL.COM TEL (909) U09.0115 Fax La Quinta, CA 92253 Proj # 12092.1 1909) 889-0451, Prest - Vuksic Architects, Inc. Sheet: 'S Steel Beam Design Based on AISC Manual 130i Edition (ASD), Chapter F Zx = 696 1ST FLR. ALONG GRID LINE - 2.3 (RB -7) d = 13.7 GIVEN: M„X = 290.0 BEAM SECTION (Wide Flange) W14X43 in BEAM YIELD STRESS Fy = 50 ksi in BEAM SPAN (between braced points) Lb = 18.5 ft 0 STRONG AXIS BENDING ? 0=Yes, 2=No) = > 1 Strong Axis ly = BEAM SECTION DATA: A8 = 12.60 in Fb = 33.00 ksi E = 29,000 ksi IX = 428.0 in' Cc = 107.0 rx = 5.8 in. Zx = 696 in d = 13.7 in M„X = 290.0 ft -k Sx = 62.6 in Sy = 11.3 in J = 1.1 0 C„, = 1950:0 in6 ly = 45.2 in bl = 8.0 in. = 0.53 in. Zy = 1.7.3 in3 ry = 1.9 in. ANALYSIS: YIELDING !section F2.1) Mn =MP =FyZX = 50 ksi x 69.6 in = 3,480 in -k LP = 1.76 ry F = 80.11 in. Lb = 222.00 in. y rz,, = J = 4.74 in. rL, = 2.18 in. x L, = 1.95 rts E JC 0.7Fy Sxho 2 = 240.20 in. 0.7 Fy Sxha 1 + 1 + 6.76 [ E Jc c = 1 for doubly symmetric I -shape SINCE 1 P c L n < 1,. M„ = Cb IMp - (Mp - 0.75FySx)) ((Lb - Lp) / (Lr - Lp)) :S Mp Checked = 2,081 in -k < 3,480 in -k OX, YSIS Aa = (Knapp & Associates Inc. in' Fb = 33.00 ksi E _ :29,000 ksi Ix = 428.0 ' in4 Filler Residence 107.0 By: D.J. Fa = tt 408 SOUTH STODDARD AVENUE. SAN BERNARDINO. CA 92401 ksi 81150 Elsworth Place 1.91 Date: 4/22/13 E-mail KNAPPAE(PAOL.COM G J��TEL (909) 889.0115 X69.6 La Quinta, CA 92253 Sx = Proj a 12092.1 Fax (909)B89.0455 Zy = Prest - Vuksic Architects, Inc. in' Sheet: 45-4 Steel Beam'Desi n: Based omAISC Manual 13'b Edition (ASD) con'd. 1ST FLR. ALONG GRID LINE - 2.3 (RB&7) INPUT DATA & DESIGN SUMMARY P -•Ll �- P BEAM SECTION W14X43 I I® L _I BEAM YIELD STRESS Fy = =50 ksi BEAM DIMENSION L = . ' 18.5 ft AXIAL LOAD, (n E) P = 1.2 kips STRONG AXIS BENDING ? (1=Yes, 2=No) UNIFORM GRVITY LOAD (1.2DL + 0.5LL) w = :0.92 k / ft k = 1.0 YSIS Aa = 12.60 in' Fb = 33.00 ksi E _ :29,000 ksi Ix = 428.0 ' in4 Cc = 107.0 rx = :5:82 in. Fa = 10.39 ksi F.S. = 1.91 ry = 1:89 in. Z, _ X69.6 in' Sx = :62.6 in' Q = 1.67 Zy = 17.3 in' Wt = 0.043 k/ft P„ = Fc, A,= 229.2 kips (E3-1) FQ = 18:2 ksi (E3-2) & (E3-3) Fa = 20.7 ksi (E3-4) FY/Fe = 2.410 M,,, = M" = F y Z. = 290.0 ft -k M„y =MP =FyZy = 72.1 ft -k M,y = 375.6 in -k (AISC 360-05 Chapter F) CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1) Pr + 9 [� + I ' forM, r _> 0.2 P, M « Mq c CITY OF LA QUINT BUILDING & SAFETY DEP APPROVED FOR CONSTRUCTION DATE BY. = 0.99 < 1.33 O.K. Pr + [M. + M7], for P <0.2 - -CY Where KLx = 18.5 ft (KL/r).. = 117.5 < Pr =P 8.2 kips M,. = 41.1 ft -kips M,y = 31.3 ft -kips P c = P„ 1 fl c = 137.3 kips > Mc„=M,,,,111n = 173.7 ft -kip > Me, = M„y / Db = 43.2 ft -kip > KL y = 18.5 ft 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) [ 375.6/121 8.2 kips O.K.. (AISC 360-05 Chapter E) 41.1 ft -kip O.K. (AISC 360-05 Chapter F) 31.3 ft -kip O.K.. (AISC 360-05 Chapter F) 1ST FLR. ALONG GRID LINE - 4 (RB -21) BEAM SECTION (Wide Flange) W18X76 BEAM YIELD STRESS Fy = 50ksi BEAM SPAN (between braced points) Lb = 10:5 ft STRONG AXIS BENDING ? (1=Yes, 2=No) = > A Strong Axis As = & Associates Inc. inz Fb = 33.00 ksi E = 29;000 ksi Ix = Filler Residence in" By: D.J. [Knapp 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 '7.7 81150 Elsworth Place Zx = Date: 4/22/13 ? -mail NAAOLCOM ( TELL, (909) 09J bag888.0715 Fax 118.2 La Quints, CA 92253 Mox = Proj q 12092. 19091 889.0455 146.0 Prest - Vuksic Architects, Inc. Sy = Sheet: �J$� Steel Beam Design.Based on RISC Manual .13'b Edition (ASD),�Chapter F in C. = 1ST FLR. ALONG GRID LINE - 4 (RB -21) BEAM SECTION (Wide Flange) W18X76 BEAM YIELD STRESS Fy = 50ksi BEAM SPAN (between braced points) Lb = 10:5 ft STRONG AXIS BENDING ? (1=Yes, 2=No) = > A Strong Axis As = `22.306. inz Fb = 33.00 ksi E = 29;000 ksi Ix = 1330.0 in" Cc = 107.0 rx = '7.7 in. Zx = 163.0 -in3 d = 118.2 in Mox = 679.2 ft -k Sx = 146.0 in Sy = :27.6 in3 J = 2.8 in C. = 11700.0 in6 ly = 152.0 in bf _ .11.0 in. >t = 0.68 in. Zy = 42.2 in3 ry = 2.6 in. ANALYSIS: M„ =Mp =FyZx = 50 ksi x 163.0 in = 8,150 in -k LP = 1.76 ry/:Fy = 110.63 in. Lb = 246.00 in. rzb = J S S. = 9.13 in. - r� = 3.02 in. x L, = 1.95 rts E Jc 0.7Fy Sxho 2 = 325.14 in. 0.7 Fy Sxha 1 + 1 + 6.76 [ E Jc c = 1 for doubly symmetric I -shape SINCE Lv c L A < L,, M„ = Cb (Mp - (MP - 0.75FySx)) ((Lb - Lp) I (Lr - Lp)) < Mp Chocked = 3,455 in -k < 8,150 in -k OAC, YSIS /b = & Associates Inc. int Fb = 33:00 ksi E = 29,000 ksi Ix = �napp in° Filler Residence 107.0:. By: D.J. Fa = 2 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 ksi 81150 Elsworth Place 1.91 Date: 4/22/13 �l 1 ' E-mail KNAPPAE(IPAOL.COM TEL. (909) 889-0115 163.0 La Quinta, CA 92253 S. = Proj N 12092.1 Fax J909) 889-0455 Zy = Prest - Vuksic Architects, Inc. in' Sheet: :0.076: k/ft Steel Beam.Desi n' Based on AISC Manual 13th Edition (ASD) con'd. 1 ST FLR. ALONG GRID LINE - 4 (RB -21) INPUT DATA & DESIGN SUMMARY P fill �- P BEAM SECTION W18X76 � L =i BEAM YIELD STRESS Fy = 10 ksi BEAM DIMENSION L = "22.0 ft AXIAL LOAD, (n E) P = .6:3 kips STRONG AXIS BENDING ? (1=Yes, 2=No) = > 1 UNIFORM GRVITY LOAD (1.2DL + 0.5LL) w = . 0.17 k / ft k = 1.0 YSIS /b = 22.30 int Fb = 33:00 ksi E = 29,000 ksi Ix = 1,330.0 in° C, = 107.0:. rx = 7.73 in. Fa = 16.01 ksi F.S. = 1.91 ry = 2.61 in. Zx = 163.0 in' S. = 146.0 in' 4 = 1.67 Zy = 42:2 in' Wt = :0.076: k/ft P„ = F,r Ag = 582.3 kips Fc, = 26.1 ksi FB = 32.2 ksi Fy / F, = 1.552 M,,, = MP = F yZ, = 679.2 ft -k May =MP =FyZy = 175.8 ft -k M,y = 653.1 in -k (E3-1) (E3-2) & (E3-3) (E3-4) CITY Y OF LA QUINTA BUILDING & SAFETY DEPT. (AISC 360-05 Chapter F) APPROVED FOR CONSTRUCTION CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05. H1) r l DATE Pr + 9 CM + � I for P _> 0.2 n 1= 0.56 < 1.33 O.K. 2Pr� + [M- + M J , for Pc < 0.2 - - Where KL, = 20.5 ft (KL / r) max = 94.3 < P, =P '6.3 kips M,x = 14.8 ft -kips M,y = 54.4 ft -kips P, = P„ /12, = 348.7 kips > Ma, =Mm / I2b = 406.7 ft -kip > May = M„y 112b = 105.3 ft -kip > KL y = 20.5 It 200 O.K. BY. (Flexure base on uniform load) (Buckling base an Chapter F) [ 653.1/12 6.3 kips O.K.. (AISC 360-05 Chapter E) 14.8 ft -kip O.K.. (AISC 360-05 Chapter F) 54.4 ft -kip O.K.. (AISC 360-05 Chapter F) r & Associates Inc. ' Fb = .Knapp Filler Residence By: D.J. ( 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 4/22/13 r +•�9_\ �E-mail EL 909) B89 0115 .COM La Quinta, CA 92253 Proj a 12092.1 Fa„ 19091.860-0455 Priest - Vuksic Architects, Inc. Sheet: Steel Beam`Desi n Based on AISC Manual 13'".Edition (ASD), Chapter F d = 1 ST FLR. ALONG GRID LINE - C.7 (1113-18) in M„x = GIVEN: Sx = 146:0 in BEAM SECTION (Wide Flange) W18X76 in3 BEAM YIELD STRESS F y = 50 'ksi CW = .11700.0 BEAM SPAN (between braced points) Lb = ;24.0 ft 152:0 STRONG AXIS BENDING ? (1=Yes, 2=No) => .1 Strong Axis 11:0 in. Ag = 22.30 int Fb = 33.00 ksi E _ .29,000 ksi Ix = 1330.0 in° Cc = 107.0 rx = 7.7 in. Zx = .163.0 in d = 18.2 in M„x = 679.2 . ft -k Sx = 146:0 in Sy = 27.6 in3 J = 2:8 in CW = .11700.0 in6 ly = 152:0 in bt = 11:0 in. If = 0.68. in. Zy = 42:2 in ry = 2.6 in. .YSIS: )WG (section F2.1) Mn =MP =FY Z" = 50 ksi x 163.0 in 8,150 in -k LP = 1.76 ry = 110.63 in. Lb = 288.00 in. jr Ty r:' — J 1, CW = 9.13 in. — r = 3.02 in. 0— S � x L, = 1.95 rt, E Jc 0.7Fy Sxhe 2 = 325.14 in. 0.7 Fy T. 1 + 1 + 6.76 [ E Jc ] C = 1 for doubly symmetric I -shape SINCE L P. < Lb 5 L,, Mn = Cb [Mp - (Mp - 0.75FySx)] [(Lb - Lp) I (Lr - Lp)) < MP Checked = 4,527 in -k < 8,150 in -k O_K, BEAM DAT Ag = 22.30 (Knapp & Associates Inc. Fb = 33.00 ksi E _ Ix = 1-,330.0 in" Cc = 107.0 r„ _ Fa = 12.22 ksi Filler Residence F.S. = By: D.J. in l 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 Sx = '146:0 in' 12 = 81150 Elsworth Place in Date: 4/22/13 ,oE-mail KNAPPAE@AOL_COM TEL (909)889.0115 ANALYSIS La Quinta, CA 92253 Proj # 12092.1 Faz 19091 889.0455 457.8 kips Prest - Vuksic Architects, Inc. FQ = Sheet: 20.5 Steel.Beam Design Based on-AISCManual 1e:Edition-(ASD (E3-2) & (E3-3) Fe = 23.5 ksi (E3-4) con'd. 1ST FLR. ALONG GRID LINE - C.7 (RB -18) 2.127 M,,, = MP = F y Z, = INPUT DATA & DESIGN SUMMARY 679.2 P P BEAM SECTION 175.8 •-W18X76 I_ r L _I Mry = BEAM YIELD STRESS Fy = '50 ksi (AISC 360-05 Chapter F) BEAM DIMENSION L = 24.0 ft AXIAL LOAD, (0 E) P = 6.3 kips STRONG AXIS BENDING ? (1=Yes, 2=No) = > 1 UNIFORM GRVITY LOAD (1.2DL + 0.5LL) w = 0.52 k / ft k = 1.0 BEAM DAT Ag = 22.30 in' Fb = 33.00 ksi E _ Ix = 1-,330.0 in" Cc = 107.0 r„ _ Fa = 12.22 ksi + F.S. = 1.92 ry = Zx = 163.0 in Sx = '146:0 in' 12 = Zy = 42.2 in Wt = 0.076 k/ft ANALYSIS P„ = F« Ag = 457.8 kips (E3-1) FQ = 20.5 ksi (E3-2) & (E3-3) Fe = 23.5 ksi (E3-4) Fy/Fe= 2.127 M,,, = MP = F y Z, = 679.2 ft -k M„y =MP =FyZy = 175.8 ft -k Mry = 855.8 in -k (AISC 360-05 Chapter F) CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05. H1) PC + 9 [MQ + J for Pc > 0.2 Cr 729,000 - ksi :7.73 in. ,2:61 in. .1.67 CITY OF LA QU I N -TA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY. 0.79 < 1.33 O.K. Where KL. = 24.0 ft (KL /r),rex = 110.3. < Pr = P 6.3 kips M,x = 42.8 ft -kips M,y = 71.3 ft -kips PC = P„ 112C = 274.1 kips > M=, = M, / f2b = 406.7 ft -kip > M,,y = May / f2b = 105.3 ft -kip > KL y = 24.0 ft 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) [ 855.8/12 1 6.3 kips O.K.. (AISC 360-05 Chapter E) 42.8 ft -kip O.K.. (AISC 360-05 Chapter F) 71.3 ft -kip O.K. (AISC 360-05 Chapter F) MR- 2P, + [M, + for Pc < 0.2 J Where KL. = 24.0 ft (KL /r),rex = 110.3. < Pr = P 6.3 kips M,x = 42.8 ft -kips M,y = 71.3 ft -kips PC = P„ 112C = 274.1 kips > M=, = M, / f2b = 406.7 ft -kip > M,,y = May / f2b = 105.3 ft -kip > KL y = 24.0 ft 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) [ 855.8/12 1 6.3 kips O.K.. (AISC 360-05 Chapter E) 42.8 ft -kip O.K.. (AISC 360-05 Chapter F) 71.3 ft -kip O.K. (AISC 360-05 Chapter F) All = ,22:30 AssociatesInc.�p & AitI Fb = '33;70 ksi E _ �Kna 408 SOUTH STODDARD AVENUE Filler Residence :in4 13y: D.J. 107:0 SAN BERNARNARDINO.INO, GA 92401 81150 Elsworth Place 7.7 in. Date: 4122/13 E-mail KNAPPAEQAOL.COM TEL. (909) 889.0115 La Quinta, CA 92253 '''18:2 Proj a 12092.1 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sx = 146.0 Sheet: Steel"Beam:De6ign'Based on.AISC-Manual 13'n Edition_ ASD ,'Chapter F .27:6 in J = 1ST FLR. ALONG GRID LINE - 3 .(RB -23) CW = 1.1700.0in6 GIVEN: 152:0 in4 BEAM SECTION (Wide Flange) W18X76 t( = 0:68. ` BEAM YIELD STRESS Fy = 50 'ksi 142:2 BEAM SPAN (between braced points) L,, = "';16.0 ft 2:6 in. STRONG AXIS BENDING 7 (1=Yes, 2=No) _> 1 :Strong Axis All = ,22:30 .-in2 Fb = '33;70 ksi E _ 49,000 `ksi Ix = '1330.0 :in4 Cc = 107:0 rx = 7.7 in. Zx = 163:0' "in3 d = '''18:2 in Mnx = ii 679:2 'ft -k Sx = 146.0 in Sy = .27:6 in J = i2;8 in4 CW = 1.1700.0in6 IY = 152:0 in4 b( = 11:0 An. t( = 0:68. ` :in. ZY = 142:2 ^in3 ry = 2:6 in. .YSIS: )ING (section F2.1) M„ =My =FyZx = 50 ksi x 163.0 in = 8,150 in -k LP = 1.76 ry/:Fy = 1.10.63 in. Lb = 192.00 in. r2,, = J = 9.13 in. -► rt, = 3.02 in. S" Lr = 1.95 rt, E Jc r 0.7FY Sxho 1 2 = 325.14 in. 0.7 Fy Sxho 1 + 1 + 6.76 I J L E Jc c = 1 for doubly syrrmetric I -shape SINCE L. < L, < L,, Mn = Cb (Mp - (Mp - 0.75FySx)) ((Lb - Lp) I (Lr - Lp)) :S Mp Chocked = 2,077 in -k < 8,150 in -k O.K. t- 'jKna:pp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 Email KNAPPAEIPAOL.COM TEL. (909) 089.0115 Fax r9091 aes•oass 22;30 Filler Residence 81150 Elsworth Place La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Fb = By: D .J. Date: 4/22/13 Proj f1 12092.1 Sheet: Steel Beam Design Based on_AISC Manual 13'h. Edition (ASD) E _ `29;000 ksi Ix = 1;330.0 in' con'd. 1ST FLR. ALONG GRID LINE - :3 '(RB -23) 0.945 rx = 7.73 in. INPUT DATA & DESIGN SUMMARY .20.27 P P BEAM SECTION'+W18X76 '175.8 ry = L BEAM YIELD STRESS F = ".50 ksi Sx = BEAM DIMENSION L = :47:0 ft X1:67 AXIAL LOAD, (D E) P = .23.0 kips Wt = STRONG AXIS BENDING ? (1=Yes, 2=No) = > 1.1 UNIFORM GRVITY LOAD (1.2DL + 0.51-L) w = 0.70 • k / ft k = ,1.0 ,YSIS A8 = 22;30 in' Fb = 33:00. ksi E _ `29;000 ksi Ix = 1;330.0 in' Cc = 107:0 0.945 rx = 7.73 in. Fa = .20.27 ksi F.S. = 1.88 '175.8 ry = ,. 2.61 in. Z. = 163.0 in Sx = 146.0 Jn3 SZ = X1:67 Zy = 422 in Wt = '0:076 1k/ft P„ = For A9 = 750.6 kips (E3-1) F, = '33.7 1 ksi (E3-2) & (E3-3) Fe = 52.9 ksi (E3-4) Fy / Fe = 0.945 M,,, = M p= F y Z x= 679.2 ft -k M„y =Mp =FyZy = '175.8 ft -k M,y = 392.6 in -k (AISC 360-05 Chapter F) CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1) Pr 8 Mn P + 9 rM + for P` > 0.2 c L a� cy o Clio OF LA QUINT; BUILDING & SAFETY DEP- /�' FOR CONSTRUCTION DATE ._+ By. rl = 0.86 < 1.33 O.K. 2P+ I Mn + J , for Pr < 0.2 Pc _ l a cy c Where KL, = 16.0 ft (KL I r)... = 73.6 < P, =P 23.0 kips M,x = 214.3 ft -kips Mry = 32.7 ft -kips Pc =P„ I s1c = 449:5 kips > Mme, =M�x 112b = 406.7 ft -kip > MC.y=M,1.Rb = 105.3 ft -kip > KL y = 16.0 It 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) 1392.6/121 23.0 kips O.K.. (AISC 360-05 Chapter E) 214.3 ft -kip O.K.. (AISC 360-05 Chapter F) 32.7 ft -kip O.K.. (AISC 360-05 Chapter F) tlKnapp & Associates Inc. t 408 SOUTH STODDARD AVENUE Filler Residence By: D.J. SAN BERNARDINO, CA 92401 All 81150 Elsworth Place Date: 4/22/13 \E-mail KNAPPAEQAOL.COM J� TEL (909) 889.01 15 t,. '33:00 La Quinta, CA 92253 Proj u 12092.1 Fax (909) 889.0455 ksi Prest - Vuksic Architects, Inc. Sheet: Steel Bearn Design Based on>AISC Manual 131h.Edition.(ASD), Chapter:F =107:0 1ST FLR. ALONG GRID LINE - G (RB -11) rx = 8;5 GIVEN: Zx = 144:0: BEAM SECTION (Wide Flange) 'W21X62 � •21.0 BEAM YIELD STRESS Fr = `50: ksi '600.0 BEAM SPAN (between braced points) Lb = j1_8.5 ft 1270 STRONG AXIS BENDING ? (1=Yes, 2=No) => ` 1 _ Strong Axis 14.'0 BEAM.SECTION'DATA: All 18:30 inZ Fb = '33:00 +ksi E = 129;000 ksi Ix = 1330:0 in4 Cc _ =107:0 — rx = 8;5 -in. Zx = 144:0: in3 d = � •21.0 in Max = '600.0 ft -k Sx = 1270 in3 Sy = 14.'0 'in3 J = 1€8 in C,, _ '5960A ' inli ly = S7:5' in4 b( = 8.2 in. G = .0.62'' in. Zy = 21:7 in3 ry = t8_ in. ANALYSIS: Mn =MP =FY zx = 50 ksi x 144.0 in3 = 7,200 in -k LP = 1.76 ry/:Fy = 75.02 in. Lb = 222.00 in. J f, Cw = 4.61 in. —. r, = 2.15 in. Sx E Jc 0.7F L, =1.95 rt, 0.7 FY zho 1 +J1 +6.76 r r Sxho 1 Z = 217.28 in. S L E Jc J c = 1 for doubly syrrrnetric I -shape SINCE LP < Le, < L, M„ = Cb [MP - (MP - 0.75FySx)] [(Lb - Lp) / (Lr - Lp)] < Mp No Good = 4,920 in -k < 7,200 in -k O.K. F & Associates Inc. int Fb = 13:00 :ksi E _ 29;000 ksi t, = �napp in' Filler Residence 107.0 By: D.J. Fa = ll 408 SOUTH STODDARD AVENUE :..6� SAN BERNARDINO, CA 92401 ksi 81150 Elsworth Place 1.90 Date: 4/22/13 E -mall KNAPPAEaAOL.COM TEL_ (909) 889-0115 Fax 144:0 La Quinta, CA 92253 S. _ Proj » 12092.1 (909) 889-0455 Zy = Prest - Vuksic Architects, Inc. in' Sheet: •0062 11 kilt Steel Beam Design Based on AISC Manual 13'". Edition (ASD) con'd. 1 ST FLR. ALONG GRID LINE - G (RB -11) INPUT DATA & DESIGN SUMMARY P .- P BEAM SECTION V21X62 L I BEAM YIELD STRESS Fy = 50 ksi BEAM DIMENSION L = 24.0 ift AXIAL LOAD, (n E) P = '6:6 kips STRONG AXIS BENDING ? (I =Yes, 2=No) = > :1 UNIFORM GRVITY LOAD (1.2DL + 0.51-L) w = .0.16 k / ft k = 1.0 BEAM DATA: A9 = 18:30 int Fb = 13:00 :ksi E _ 29;000 ksi t, = 1,330:0 in' Cc = 107.0 r, = 8.54 in. Fa = 1.21 ksi F.S. = 1.90 ry = 1:77 in. Z, = 144:0 in' S. _ '127:0 :in' n = 1:67 Zy = '21.7 in' Wt = •0062 11 kilt YSIS P„ = Fa AB = 292.0 kips (E3-1) Fc, = 16.0 ksi (E3-2) & (E3-3) F. = 18.2 ksi (E3-4) Fy / F.- 2.748 M,,, = MP = F yZ, = 600.0 ft -k M„y =MP =FyZy = 90.4 ft -k M,y = 542.4 in -k (AISC 360-05 Chapter CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1) CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY Where KL, = 18.5 It (KL / r) ma, = 125A < Pr =P 5.6 kips Mn = 15.8 ft -kips M,y = 45.2 ft -kips Pc = P„ / r2c = 174.9 kips > Ma = M,,, / !2e = 359.3 ft -kip > MC, =M, /D,, = 54.1 ft -kip > KLy = 18.5 ft 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) P, + 9 c + a ry J 15.8 ft -kip O.K.. for P` _> 0.2 e 45.2 ft -kip O.K.. (A(SC 360-05 Chapter F) = 0.89 < 1.33 O.K. - - 1 2P+ [M°+M M, I ry for P` < 0.2 Where KL, = 18.5 It (KL / r) ma, = 125A < Pr =P 5.6 kips Mn = 15.8 ft -kips M,y = 45.2 ft -kips Pc = P„ / r2c = 174.9 kips > Ma = M,,, / !2e = 359.3 ft -kip > MC, =M, /D,, = 54.1 ft -kip > KLy = 18.5 ft 200 O.K. (Flexure base on uniform load) (Buckling base on Chapter F) [ 542.4/12) 5.6 kips O.K.. (AISC 360-05 Chapter E) 15.8 ft -kip O.K.. (AISC 360-05 Chapter F) 45.2 ft -kip O.K.. (A(SC 360-05 Chapter F) FKnapp & Associates Inc. 408 SOUTH STODDARD AVENUE • SAN BERNARDINO, CA 92401 Filler Residence 81150 Elsworth Place By: D.J. Date: 12/10/12 Efn7EL.1909)88MI15KNAPPAE@AOL TEL: (409) 889-0115 Fax (M) W9-0455 La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Pro # 12092 Sheet: CHECK WOOD BEAM CAPACITY WITH AXIAL LOAD (Per ASCE 7 05, Section 12. 10.2) DL+LL 1st Floor - Along gird line ---- 2.3 (1113-1) V ..;kips 77P,_. TOTAL SHEAR LOAD V =~— • :1n84 MEMBER SIZE IGLBr5 1/8,x 18 1:G.L.B MEMBER SPAN L'= ',19:5 ft R, *R2 j UNIFORM DEAD LOAD WOL = 75 lbs / ft UNIFORML LIVE LOAD wLL = 100 lbs / ft 0.85 OVER STRENGTH FACTOR Q = 140, (Exception Per ASCE 7 05, 12.10.2.1) OVERALL DIAPHRAGM LENGTH = 210 `ft DESIGN DIAPHRAGM LENGTH = 423.0 `ft DESSGN AXIAL LOAD (with 0) P = 1484_ , :kips (at service level) DL + LL (Self Wt. Included) = 195:6 lbs/ft Beam Section Area = -'92:3. in. Fc' = Fc CD CP CF = 1,815 psi Where Fc = 1600 psi CD = 1.33 (Wind / Seismic) CF = 1.00 . (Lumber only) CP = (1+P) / 2c - [((1+P) / 2c)2) - P / c]0.s = 0.85 Fc* = Fc CD CF = 2,128 psi Le = Ke L = 1.0 L 234 in d 18.00 in SR = slenderness ratio = Le / d = 13.0 < 50 O.K. [NDS 2005 Sec. 3.7.1.41 FrE = 0.822 E'nn / SR = 4,037 psi E'min = Emin CM E CIA Cr = 830 ksi C = 0.8 • THE ACTUAL COMPRESSIVE STRESS IS fc = P / A = 20 psi < 1,815 psi O.K. THE ALLOWABLE FLEXURAL STRESS IS Fe = 3,192 psi, [ for CD = 1.33 ] Fb = 2,400 psi THE ACTUAL FLEXURAL STRESS IS M = 9,299 ft -lb = 111,585 in -Ib fl, = M / S + FB = 403 psi < 3,192 psi O.K. (fr / Fc' )2 + fb / [Fb' 0 - fc / Fr.E)] _ 0.13 < 1.0 O.K. Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-aWKNAPPAE@AOLCOM TEL (909) 8&4-0115 Fax (9091889.0455 Filler Residence 81150 Elsworth Place La Quinta, CA 92253 Prest - Vuksic Architects, Inc. By: Date: Pro # ) Sheet: D.J. 12/10/12 12092 CHECK WOOD BEAM CAPACITY WITH AXIAL LOAD CP = (1+P) / 2c - [((1+P) / 2c)Z) - P / c)°-5 = 0.97 F�' = Fc CD CF = 2,128 psi Le = Ke L = 1.0 L = 204 (Per ASCE 7 05, Section 12.10.2) DL+LL d = 18.00 in 1st Floor - Along gird line ---- C ED P ?cK. 2gp5 " �� sitiViV , hi71��✓)i'10 FSE = 0.822 E'min / SR2 = 5,312 psi P,N —� I T.." P TOTAL SHEAR LOAD V= 7.14 kips f, = P / A = 29 psi < �— MEMBER SIZE GLB.5-1/8 x 18 G.L.B RZ MEMBER SPAN L = 17 ft R� ♦ UNIFORM DEAD LOAD wDL = 30 lbs / ft UNIFORML LIVE LOAD wLL =. 40 lbs / ft OVER STRENGTH FACTOR Q = 1.0 '(Exception Per ASCE 7 05, 12.10.2.1) OVERALL DIAPHRAGM LENGTH = :50:0 ft DESIGN DIAPHRAGM LENGTH = 19.0 ft DEISGN AXIAL LOAD (with S2) P = 2.71 kips (at service level) DL + LL (Self Wt. Included) = 90.6 lbs/ft Beam Section Area = :92:3 in. F,' = FC CO CP CF = 2,063 psi Where Fc = 1600 psi CD = 1.33 (Wind / Seismic) CF = 1.00 (Lumber only) CP = (1+P) / 2c - [((1+P) / 2c)Z) - P / c)°-5 = 0.97 F�' = Fc CD CF = 2,128 psi Le = Ke L = 1.0 L = 204 CITY ®F ' ^ `�,' iI N TA in d. t� (�Vd 1 aJ d = 18.00 in BUILDING & SAFE1 Y DEPT, SR = slenderness ratio = Le / d = 11.3 ED P ?cK. 2gp5 " �� sitiViV , hi71��✓)i'10 FSE = 0.822 E'min / SR2 = 5,312 psi E'min = Emin CME C, Ci CT = 830 ksi C = 0.8 DATE _______ �. ,L COMPRESSIVE STRESS IS - — -- I f, = P / A = 29 psi < 2,063 psi O.K. Fb' = 3,192 psi, [ for CD = 1.33 1 Fb = 2,400 psi M = 3,274 ft -lb fb = M /S + Fe = 142 (f. / F.')' +fb / [Fb' (1 - fc / FCE)l = psi 39,290 in -lb < 3,192 psi O.K. 0.04 < 1.0 O.K. [Knapp & Associates Inc. aas SOUTH sARDav21E INO. SAN BERNARDINO. CA 924D407 't 4 E-mail KNAPPAEGAOL.COtA TEL, W98 46 5190)18119-0MI1 Fax Filler Residence 81150 E15worth Place La Duinta, CA 92253 Prest - Vuksic Architects, Inc. By: D.J. Date: 4/24/13 Proj # 12092.1 Sheet: olt onnection Design Based on 2005 (0.6 from 1fA, Typ., for n, = 1.67) INPUT DATA & DESIGN SUMMARY 3.28 In'. fracture criterion F. = 58.00 ksi T,Il, = 0.5 F„ A„ = 95.16 k > T AXIAL TENSILE FORCE (Efl) T = 6.03 k Tem - NUMBER OF BOLTS n = 3 t/(12)05= 0.217 iri L= Max (E,S)= 7.0 in BOLT DIAMETER p = 1 . EDGE, END. & SPACING DISTANCE REOUIREMENTS (NDS 2005, Table 11.5.1A, Table 11.5.1 B, 8 Table 11.5.1 C) BOLT SPACING S = 4 in 7 in > 3.5 0 = 3.50 in END DISTANCE OF WOOD E„ = 7 in WOOD CAPACITY END DISTANCE OF STEEL En,, = 2.5 in LUMBER TYPE ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), = 1.000 0 Douglas Fir -Larch, G-0.5 .v = [ 2=Hem-Fir(N). 3=HemFir, 4=Spruce-Pine-Fir) Ir 1+RE„ 1 L 1-m J _ 0.950 , (group action factor, NOS 2005, 10.3.6, page 60) LUMBER SIZE ( 1 ) 3 lhk. x 6 width STRAP SIZE 5.5 width x 3/4 lhk. u=1+yS/2(1/EmAm+11F_,AJ= 1.022 LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8 ) Co. 1.6 Z', = n Z, Co CMCt Cg C's = 6.704 kips > WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58 ) C„ = 1.0 Z, = 1470 lbs / bolt. (interpolated from NOS 2005, Table 11 B, Page 82) TEMPERATURE FACTOR ( Tab 10.3.4, NOS 2005, Page 58) Ct = 1.0 THE CONNECTION DESIGN IS ADEQUATE. T T Sleel Pit. a w T f- O O O ► T ES E .YSIS STEEL STRAP CAPACITIES (AISC 360-05, ASD) Ag = 4.13 Int, yielding crilierlon Fy = 36.00 ksl Tae„, = 0.6 Fy Ag = 89.10 k > T O.K. (0.6 from 1fA, Typ., for n, = 1.67) An = 3.28 In'. fracture criterion F. = 58.00 ksi T,Il, = 0.5 F„ A„ = 95.16 k > T OOK Ar = 5.77 ins, block shear Tem - I 0.3 Fu A, + 0.5 Fu (0.5 An) = 147.90 k > T Q V, rmN= t/(12)05= 0.217 iri L= Max (E,S)= 7.0 in L / rmin = 32 a 300 O.K.. (AISC 360-05 D1) . EDGE, END. & SPACING DISTANCE REOUIREMENTS (NDS 2005, Table 11.5.1A, Table 11.5.1 B, 8 Table 11.5.1 C) Eg = 2.75 in > 1.5 D = 1.50 in O.K. En = 7 in > 3.5 0 = 3.50 in O.K. S= 4 in > 30= 3.00 in O.K. WOOD CAPACITY CA = Min (Cs,, C,u, Cw) = 1.000 , (geometry factor, NDS 2005, 11.5.1, page 76) where C, = (actual end distance) / (min end distance for full design value) = E„ / 7D = 1.000 C,u = (actual shear area) / (min shear area for full design value) = 1.000 CA3 = (actual spacing) / (min spacing for full design value) = S 14D = 1.000 .v = [ m(t-m") Ir 1+RE„ 1 L 1-m J _ 0.950 , (group action factor, NOS 2005, 10.3.6, page 60) n ((1+RE,m°) (1+m - 1--)l where n, 3 RFA = Min ((E,A,/EmAm) . (EmAm/Ew%)) = 0.156 E,A, = 1.2E+08 lbs, (NDS 2005, Table 10.3.6C) Y= 180000D"= 5 = 180000 tm= 2.5 in u=1+yS/2(1/EmAm+11F_,AJ= 1.022 EmAm = 1.gE+07 lbs, (NDS 2005, Table 10.3.6C) m = u - (u' - 1)95 = 0.813 Z', = n Z, Co CMCt Cg C's = 6.704 kips > T M. SEE DETAIL * "3 �/S:5:3-] where Z, = 1470 lbs / bolt. (interpolated from NOS 2005, Table 11 B, Page 82) p u r t a Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. 81150 Elsworth Place, La Quinta, Ca 92253 SAN BERNARDINO. CA 92401 t� t E-mail KNAPPAE@AOL.COM J t TEL (909)889.0115 Fax (909) 889-0455 Prinlec' 6AUC, 2013.1.76A.4 Steel Base Plate File=Z:122WH26-APRESTV-D2LR8-JICSUPH4-O112092.ZIMUTILV-RID6366-O.EC6 ENERCALC. INC. 191132013. Build:6.13.6.21. Ver.6.13.6.21 Description : Base Plate for Steel Column Code References Calculations per At SC 360-05 & Design Guide # 1, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-05 k -ft +j( L: Live ....... k General infonnadon k -ft t Lr : Roof Live ......... k Material Properties k -ft X S: Snow ................ k AISC Design Method Load Resistance Factor Design m c : LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi 6.048 k -ft Concrete Support Pc = 3.0 ksi 1.728 k -ft Assumed Bearing Area :Full Bearing k Allowable Bearing Fp per J8 2.550 ksi Column & Plate '+' Moments create higher soil pressure at +Z edge. Column Properties Anchor Batts Anchor Balt or Rod Description 3/4" Steel Section HSS5x5xl/4 Max of Tension or Pullout Capacity........... 9.940 k Depth 5 in Area 4.3 in"2 Edge distance: bolt to plate ................... 1.50 in Number of Bolts in each Row ................... 2.0 Width 5 in Flange Thickness 0.233 in Ixx lyy in"4 in"4 ..4r0 O Web Thickness in Plate Dimensions Support Dimensions N: Length 12.0 In Width along "X" 12.0 in B : Width 12.0 in Length along "Z' 12.0 in Thickness 0.750 in Column assumed welded to base plate. I 1 1 1 Applied Loads P -Y V -Z M -X D : Dead Load ....... 0.6635 k k k -ft +j( L: Live ....... k k k -ft t Lr : Roof Live ......... k k k -ft X S: Snow ................ k k I(A W: Wind ................ k 1.008 k 6.048 k -ft E: Earthquake ............. k 0.2880 k 1.728 k -ft H : Lateral Earth ......... k k k -ft +Z ' P " = Gravity load, '-'sign is downward. '+' Moments create higher soil pressure at +Z edge. '+' Shears push plate towards +Z edge. Anchor Batts Anchor Balt or Rod Description 3/4" Anchors Max of Tension or Pullout Capacity........... 9.940 k Shear Capacity ......................................... 5.30 k Edge distance: bolt to plate ................... 1.50 in Number of Bolts in each Row ................... 2.0 Number of Bolt Rows ........................ 1.0 --5� r Project Title: Filler Residence -Main House Knapp & Associates Inc. Engineer. BDM Project ID: 12092.2 408 SOUTH STODDARD AVENUE Project Descr. 81150 Elsworth Place, La Quinta, Ca 92253 SAN BERNARDINO, CA 92401 ��Z E-mail KNAPPAE@AOL.COM `p TEL. (909) 889.0115 - Fax (909) 889-0455 Printed, 6 AUG 2017. 1.26P61 Steel Base Plate File=Z122M26-71PRESRFD2LRB-JICSUPN4-0112092.21MUTILV-n1D6366-O.EC6 ENERCALC. INC. 1983.2013. BLM:6.13.6.21. Ver.6.13.6.21 Description : Base Plate for Steel Column GOVERNING DESIGN LOAD CASE SUMMARY Plate Desian Summary Design Method Load Resistance Factor Design Governing Load Combination +1,20D+0.50Lr+0.50L+1.60W Governing Load Case Type Axial + Moment, U2 < Eccentricity, Tension on B Design Plate Size 1'-0" x 14" x 0 -314" Pu: Axial ......... 0.796 k Mu : Moment ........ 9.677 k -h Load Comb.: +1.40D Loadinq 0.796 k Pu: Axial ......... 0.929 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry d partial bearing used 144.000 inA2 Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144,000 inA2 sgrt(A2/A1) 1.000 Distance for Moment Calculation 3.625 in ..................... 3.625 in n " ..................... 3.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n' ........................................ 0.010 in n' ' Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.625 in Load Comb.: +1.20D+0.50Lr+1.60L+1.60H Loading - Pu : Axial ......... 0.796 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in. 143 be different from entry if partial beenng used Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 inA2 sgrt( A21A1 ) 1.000 Distance for Moment Calculation " m ' ................. I... 3.625 in ° n " ..................... 3.625 in X .............. I .... ........... 0.000 in12 Lambda ...................... 0.000 n' ........................................ 0.010 in n' ' Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Mu: Max. Moment ..................... lb : Max. Bending Stress ............... Fb : Allowable: Fy' Phi Bending Stress Ratio fu : Max. Plate Bearing Stress .... Fp: Allowable : min( 0.857c°sgrt(A2/A1), 1.7' fc)'Phi Bearing Stress Ratio Tension in each Bolt ................... Allowable Bolt Tension ............... Tension Stress Ratio Bearing Stresses Fp: Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ....................... Plate Bending Stresses Mmax = Fu ' L^212 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Bearino Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio .................. Plate Bendinq Stresses Mmax = Fu' LA2 j 2 ................... lb: Actual ................................ Fb : Allowable .............................. Stress Ratio .................. 3.164 k -in 22.498 ksi 32.400 ks) 0.694 Bending Stress OK 1.530 ksi 1.530 ksi 1.000 Bearing Stress OK 5.547 9.940 _ 0.5_58 Axial Load Only, No Moment 1.530 ksi 0.006 ksi 0.004 0.042 k -in 0.301 ksi 32.400 ksi 0,009 Axial Load Only, No Moment 1.530 ksi 0.006 ksi 0.004 0.036 kan 0,258 ksi 32.400 ksi 0.008 A w I'] 1 1 i L� i J Knapp & Amociates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 // : E-mail KNAPPAE@AOL.COM F TEL (909) 889.0115 Fax (909) 889-0455 Steel Base Plate Description : Base Plate for Steel Column Load Comb.: +1.20D+1.60L+0.50S+1.60H Loading Pu : Axial ......... 0.796 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in WA be different from eniry if partial beanng used 2.125 in Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 inA2 sqn( A2/A1 ) 1.000 Distance for Moment Calculation 32.400 ksi ° m " ..................... 3.625 in ' n ' ..................... 3.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 if........................................ 0.010 in W ' Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Load Comb.: +1.20D+1.60Lr+0.50L Loading Pu: Axial ......... 0.796 k Design Plate Heigh ......... 12.000 in Design Plate Width ......... 12.000 in IMH be different from entry d partial bearing used Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 inA2 sgd(A2/A1 ) 1.000 Distance for Moment Calculation ' m ' ..................... 3.625 in ' n' ..................... 3.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n' ........................................ 0.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.625 in Load Comb.: +1.20D+1.60Lr+0.80W Loading Pu : Axial ......... 0.796 k Mu: Moment ........ 4.838 k -ft Eccentricity ........................ 72.922 in Al :Plate Area ......... 144.000 inA2 A2 : Support Area ..................... 144.000 inA2 sgn(A2/A1 ) 1.000 Calculate plate moment from bearing ... ' m' ..................... 3.625 in 'A" : Bearing Length 0.653 in Mpl : Plate Moment 0.142 k -in Project Title: Filler ResidenceMain House Engineer: BDM - Project ID: 12092.2 Project Descr. 81150 Elsworth Place, La Ouinta, Ca 92253 1610-3 File 6p- File Bearing Stresses Fp : Allowable ............................... fu: Max. Beating Pressure Stress Ratio ....................... Plate Bending Stresses Mmax = Fu ' LA2/2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp: Allowable ............................... fu: Max. Bearing Pressure Stress Ratio .................. Plate Bending Stresses Mmax = Fu' LA2 / 21 ........ yy� .......� fb : Actual.........................1......� F : Allowable....... ........... I.... B. Stress Ratio ... A............. Printed 6 AUG alt's, I.26Pki SU P144-0112092. AMUTILV-111 D6366-0. EC6 INC. 19832013, Build:6.13.621, Ver:6.13.6.21 Axial Load Only, No Moment 1.530 ksi 0.006 ksi 0.004 0.036 k -in 0.258 ksi 32.400 ksi 0.008 Axial Load Only, No Moment 1.530 ksi 0.006 ksi 0.004 ITY OF Uv iiVTA iJILDING & S&WTY DEPT. APPROVED FOR CONSTRUCTION DATE Bir Axial Load + Moment; Ecc. > L/2 Calculate Dlate moment from bolt tension .. . Tension per Balt .......................... 2.599 k Tension: Allowable .................... 9.940 k Stress Ratio ...... ............. 0.262 Dist from Bolt to Col. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 1.300 k -in Bearing Stresses Fp: Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure ( set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 1.702 k -in fb : Actual ................................ 12.105 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.374 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAEQAOL.COM TEL, (909) 889.0115 Fax (909)889.0455 Steel Base Plate Description : Base Plate for Steel Column Load Comb.: +1.20D+1.60Lr-0.80W Loading Pu: Axial ......... Mu: Moment ........ Eccentricity ........................ Al :Plate Area ......... A2 : Support Area ..................... sgd(A2/A1 ) Calculate plate moment from bearinq ... m' ..................... 'A': Bearing Length Mpl : Plate Moment Load Comb.: +1.20D+0.50L+1.60S Loading Pu: Axial ......... Design Plate Height ......... Design Plate Width.::...... Wig ba different from entry it partial bearing used. Al : Plate Area ......... A2: Support Area .................. sgrt(A2/A1 ) Distance for Moment Calculation ' m ' ..................... 'n' X.............................. Lambda ...................... n......................................... If ' Lambda .................................. L= max(m, n, n") ......................... Load Comb.: +1.20D+1.60S+0.80W Loading Pu : Axial ......... Mu: Moment ........ Eccentricity ........................ At : Plate Area ......... A2: Support Area ..................... sgd(A21A1 ) Calculate_ plate moment from bearing .. . 'm' ..................... 'A' : Bearing Length Mpl : Plate Moment Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr 81150 Elsworth.Place, La Quinta, Ca 92253 pr' 4- Prinlat 6 AUG 2013, 1 26PF.1 = Z:OM26-71PRESTIFD2LRB-JICSUPH4-011209ZZMUTILV-111D6366-O.EC6 ENERCALC, INC. 1983-2013, Bm'Id:6.13.6.21, Vec6.13.6.21 Axial Load Only, No Moment Bearing Stresses Axial Load+ Moment, Ecc. > L12 0.796 k Calculate plate moment from bolt tension ... 0.796 k Tension per Bolt .......................... 2.599 k 4.838 k -ft Tension : Allowable .................... 9.940 k 72.922 in Stress Ratio .................... 0.261 144.000 inA2 Mmax = Fu ' LA2 / 2 ................... 0.036 Wn 144.000 inA2 Dist. from Bolt to Col. Edge ............. 2.125 in 1.000 Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 1.300 k -in 3.625 in Bearing Stresses 0.653 in Fp : Allowable ............................... 1.530 ksi 0.142 k -in fu : Max. Bearing Pressure ( set equal to Fp) 0.000 Stress Ratio .................... 1.000 0.010 in Plate Bending Stresses 0.000 in Mmax.......................................... 1.702 k -in 3.625 in fb : Actual ................................ 12.105 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.374 Axial Load Only, No Moment Bearing Stresses 0.796 k Fp : Allowable ............................... 1.530 ksi 12.000 in fu: Max. Bearing Pressure 0.006 ksi 12.000 in Stress Ratio ....................... 0.004 Plate Bendina Stresses 144.000 inA2 Mmax = Fu ' LA2 / 2 ................... 0.036 Wn 144.000 in12 fb : Actual ................................ 0.258 ksi 1.000 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.008 3.625 in 3.625 in 0.000 inA2 0.000 0.010 in 0.000 in 3.625 in Axial Load + Momen4 Ecc. > L12 Calculate plate moment from bolt tension ... 0.796 k Tension per Bolt .......................... 2.599 k 4.838 k -ft Tension : Allowable .................... 9.940 k 72.922 in Stress Ratio .................... 0.262 144.000 inA2 144.000 in42 Dist. from Boit to Col. Edge ............. 2.125 in 1.000 Effective Boit Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 1.300 Wn 3.625 in Bearing Stresses 0.653 in Fp: Allowable ............................... 1.530 ksi 0.142 k -in fu: Max. Bearing Pressure ( set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 1.702 k -in fb : Actual ................................ 12.105 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.374 ' JKnapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM 1{ TEL. (9D9) 689.0115 Fax (909)889-0455 Steel 'Base :Plate Description: Base Plate for Steel Column Load Comb.: +1.20D+1.60S-0.80W Loading Pu : Axial ......... Mu: Moment ........ Eccentricity ........................ Al : Plate Area ......... A2 : Support Area ..................... sgn(A2/A1 ) Calculate plate moment from bearing ... 'm° 'A' : Bearing Length Mpl : Plate Moment Project Title: Filler ResidenceMain House Engineer: BDM - Project ID: 12092.2 Project Descr: 81150 Elsworth Place, La Duinta, Ca 92253 Rte- Nnle,& 6 AUG 2013, 1.26PH SUP14-0112092.21MUTILV-111 D6366-O.EC6 INC. 1983.2013. Bult1:6.13.6.21., Ver.6.13.6.21 Axial Load+ Momen4 Ecc, > U2 3.625 in 0.653 in 0.142 k -in Load Comb.: +1.20D+0.50Lr+0.50L+1.60W Calculate plate moment from bolt tension ... Fp: Allowable ............................... 0.796 k Tension per Bolt .......................... 2.599 k 4.838 k -ft Tension: Allowable ..... --.......... 9.940 k 72.922 in Stress Ratio .................... 0.262 144.000 inA2 .sgrt(A2/A1) 1.000 144.000 inA2 Dist. from Bolt to Col. Edge ............. 2.125 In 3.625 in Effective Bolt Width for Bending ..... 8.500 in 1.000 Plate Moment from Bolt Tension ....... 1.300 k -in 3.625 in 0.653 in 0.142 k -in Load Comb.: +1.20D+0.50Lr+0.50L+1.60W Loading Fp: Allowable ............................... Pu: Axial ......... 0.796 k Mu: Moment ........ 9.677 k -ft Eccentricity ........................ 145.845 in Al : Plate Area ......... 144.000 in12 A2 : Support Area ..................... 144.000 inA2 .sgrt(A2/A1) 1.000 Calculate plate moment from bearing ... Stress Ratio ' m' ..................... 3.625 in 'A' : Bearing Length 1.295 in Mpl : Plate Moment 0.264 k -in Bearing Stresses Fp: Allowable ............................... 1.530 ksi fu: Max. Bearing Pressure ( set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 1.702 k -in fb : Actual ................................ 12.105 ksl Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.374 Axial Load + Momen4 Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 5.547 k Tension: Allowable .................... 9.940 k Stress Ratio ................. 5 DisL from OF LA Qh),)NTA Bolt toC., Effective Bolt Width f �9�CITY BeF�i�1CDING & SAFEmDEPT. Plate Moment from B !t Tension ,o,N P P R 0 1r1 L. b Bearing stresses FOR CONSTRUCTION Fp: Allowable .............................. 1.530 ksi fu: Max. Bearing Pre sure ( set equal to Fp) Stress Rati ..DAIS..... gy 1.000 Plate Bending Stresses Morax .......................................... 3.164 k -in fb : Actual ................................ 22.498 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.694 r Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE0AOL.COM � TEL. (909) 889.0115 Fax 19091889.0455 Steel Base Plate MTW.W Description: Base Plate for Steel Column Load Comb.: +1.20D+0.50Lr+0.50L-1.60W Loading Pu: Axial......... 0.796 k Mu: Moment ........ 9.677 k-ft Eccentricity ........................ 145.845 in Al :Plate Area ......... 144.000 in^2 A2 : Support Area ..... _..... ... 144.000 in"2 sgrt(A2/A1 ) 1.000 Calculate plate moment from bearing .. . " m* ..................... 3.625 In 'A" : Bearing Length 1.295 in Mpl : Plate Moment 0.264 k-in Load Comb.: +1.20D+0.50L+0.50S+1.60W Loft Calculate plate moment from bolt tension Pu: Axial ......... 0.796 k Mu: Moment ........ 9.677 k -ft Eccentricity ........................ 145.845 in Al :Rate Area .......,. 144.000 in^2 A2 : Support Area ..................... 144.000 in12 sgn(A21A1 ) 1.000 Calculate plate moment from beadnq ... Bearina Stresses • m ' ..................... 3.625 in A*: Bearing Length 1.295 in Mpl : Plate Moment 0.264 k -in Project Title: Filler Residence -Main House Engineer: BDM Prolect ID: 12092.2 Project Descr. 81150 Elsworth Place, La Quinta, Ca 92253 010-1 Printed: 6 AUG 2013, 1.26P N File = Z:IVM26-7VPRES RFDZLRB-JICSUPH4-011209ZZIMUTILV-I11D6366-O.EC6 ENERCALC, INC. 1983-2013, Build:6.13.6.21, Ver.6.13.6.21 Axial Load+ Moment Ecc. > L12 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 5.547 k Tension: Allowable .................... 9.940 k Stress Ratio .................... 0.558 Dist, from Bolt to Col. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 In Plate Moment from Bolt Tension ....... 2.773 k -in Bearina Stresses Fp: Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.164 k -in tb : Actual ................................ 22.498 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.694 Axial Load+ Moment, Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 5.547 k Tension : Allowable .................... 9.940 k Stress Ratio .................... 0.558 Dist. from Bolt to Col. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 2.773 k -in Bearing Stresses Fp : Allowable ............................... 1.530 ksi fu : Max, Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.164 k -in fb : Actual ................................ 22.498 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.694 IonaPP & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA92401 E-mail KNAPPAE@AOLOL.COMOM TEL (W9) 889-0115 Fax (90911889-0455 Steel Base Plate Description : Base Plate for Steel Column Load Comb.: +1.20D+0.50L+0.50S-1.60W Loading Pu: Axial ......... 0.796 k Mu: Moment.. 9.677 k -ft Eccentricity ........................ 145.845 in Al : Plate Area ......... 144.000 in"2 A2 Support Area ..................... 144.000 in12 sgrt(A2lA1 ) 1.000 Calculate plate moment from bearing ... m' ..................... 3.625 in 'A": Bearing Length 1.295 in Mpl : Plate Moment 0.264 k -in t t Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 OF 7 Prirded' 6 AUG 2D13, 1.268 File = Z:122wH26-7lPRES nF02LRB=JICSUPH4-0112692.ZMLJTILV-RlD6366-O.EC6 ENERCALC, INC. 19832013, Buit1:6.13.6.21, Ver.6.13.6.21 Axial Load + Moment Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... Load Comb.: +1.40D+0.50L+0.20S+E Loadi Tension: Allowable .................... Pu : Axial ......... 0.929 k 0.558 Mu: Moment ........ 1.728 k -ft Effective Bolt Width for Bending ..... Eccentricity ........................ 22.323 in 2.773 k -in Al : Plate Area ......... 144.000 W2 A2 : Support Area ..................... 144.000 in'2 sgrt(A2/A1 ) 1.000 Calculate Plate moment from bearing .. . ' m' .1 ................... 3.625 in 'A' : Bearing Length 0.261 in Mpl : Plate Moment 0.059 k -in t t Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 OF 7 Prirded' 6 AUG 2D13, 1.268 File = Z:122wH26-7lPRES nF02LRB=JICSUPH4-0112692.ZMLJTILV-RlD6366-O.EC6 ENERCALC, INC. 19832013, Buit1:6.13.6.21, Ver.6.13.6.21 Bearing Stresses Fp : Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.164 k -in fb : Actual ................................ 22.498 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.694 Axial Load+ Moment Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 0.732 k Tension: Allowable .................... 9.940 k Stress Ratio .................... 0.074 Dist. from Bolt to Col. dendin " O F LA "6 sde•ii1� ^ TA Effective Bolt Width fopBendi�pjNC SAF 4. 6 ,k- f !t Plate Moment from Bof Tens1 L ®EPT. Bearing Stresses APPROVED Fp: Allowable .......................FOR CONSTRUO ISN fu :Max. Bearing P L (set equal to Fp ) Stress Ra ......Plate Bending Stresses - BY Mmax.......................................... 0.705 kin fb : Actual ................................ 5.017 si Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.155 Axial Load + Moment Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 5.547 k Tension: Allowable .................... 9.940 k Stress Ratio .................... 0.558 Dist. from Bolt to CGI. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 2.773 k -in Bearing Stresses Fp : Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.164 k -in fb : Actual ................................ 22.498 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.694 Axial Load+ Moment Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 0.732 k Tension: Allowable .................... 9.940 k Stress Ratio .................... 0.074 Dist. from Bolt to Col. dendin " O F LA "6 sde•ii1� ^ TA Effective Bolt Width fopBendi�pjNC SAF 4. 6 ,k- f !t Plate Moment from Bof Tens1 L ®EPT. Bearing Stresses APPROVED Fp: Allowable .......................FOR CONSTRUO ISN fu :Max. Bearing P L (set equal to Fp ) Stress Ra ......Plate Bending Stresses - BY Mmax.......................................... 0.705 kin fb : Actual ................................ 5.017 si Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.155 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax 19091889-0455 Steel Base Plate Description : Base Plate for Steel Column 0.597 k Load Comb.: +1.40D+0.50L+0.20S-1.0E 9.677 k -ft Loading 194.460 in Pu: Axial ......... 0.929 k Mu: Moment ........ 1.728 k -ft Eccentricity ........................ 22.323 in Al : Plate Area ......... 144.000 in"2 A2: Support Area ..................... 144.000 in12 sqd( A2/A1 ) 1.000 Calculate plate moment from bearing ... 0.262 k -in " m ° .......I ............. 3.625 in °A° : Bearing Length 0.261 in Mpl : Plate Moment 0.059 k -in Load Comb.: +0.90D+1.60W+1.60H Loading Pu : Axial ......... 0.597 k Mu: Moment ........ 9.677 k -ft Eccentricity ........................ 194.460 in Al :Plate Area ......... 144.000 in12 A2 : Support Area ..................... 144.000 in12 sgrt(A2/A1 ) 1.000 Calculate plate moment from bearing ... 8.500 in " m ° ..................... 3.625 in 'A' : Bearing Length 1.285 in Mpl : Plate Moment 0.262 k -in Project Title: Filler Residence -Main House Engineer: BDM Project ID: 12092.2 Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 PrKed, 6 AUG Z:VM26-71PRESTIFD2LRB-JICSUPH4-0112092.21MUTILV-I11 IN ENERCALC. INC. 19832013. Buitl:6.13.6.21. % Axial Load+ Moment, Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 0.732 k Tension: Allowable .................... 9.940 k Stress Ratio .................... 0.074 Dist. from Bolt to Col. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Boit Tension ....... 0.366 k4n Bearing Stresses Fp: Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 0.705 k -in fb : Actual ................................ 5.017 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.155 Axial Load+ Moment Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Balt .......................... 5.600 k Tension: Allowable .................... 9.940 k Stress Ratio .................... 0.563 Dist. from Bolt to Col. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 2.800 Wn Bearing Stresses Fp : Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure ( set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.142 k -In fb : Actual ................................ 22.346 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.690 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 Project Title: Engineer: Project Descr: Filler Residence -Main House BDM Project ID: 12092.2 81150 Elsworth Place, La Quinta, Ca 92253 E-mail KNAPPAE@AOL.COM UTEL.,(909)889-0115 Fax (9091889-0455 filed 6 AUG 2013 1 26PM Steel Base Plate File='Z:122'NH26-APRESRF02LRB-JICSUPH4-0N2092.2tMUTILV-h106366-O.EC6 ENERCALC, INC. 1983.2013, Build:6.13.6.21; Ver6.13.6.21 Description: Base Plate for Steel Column Load Comb.: +0.90D-1.60W+1.60H Axial Load+ Moment, Ecc. > U2 Loading .Calculate plate moment from bolt tension ... Pu: Axial ......... 0.597 k Tension per Bolt .......................... 5.600 k Mu: Moment ........ 9.677 k -ft Tension: Allowable .................... 9.940 k Eccentricity ........................ 194.460 in Stress Ratio .................... 0.563 Al : Plate Area ......... 144.000 in4.2 A2: Support Area ..................... 144.000 in"2 Dist. from Bolt to Cot. Edge ............. 2.125 in sgrt(A2/At) 1.000 Effective Boit Width for Bending ..... 8.500 in Plate Moment from Boll Tension ....... 2.800 k -in Calculate plate moment from bearing ... m' ..................... 3.625 in Bearino.Stresses 'A"; Bearing Length 1.285 in Fp: Allowable ............................... 1.530 ksi Mpl : Plate Moment 0.262 k -in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .... ............... 1.000 Plate Bending Stresses Mmax.......................................... 3.142 k -in fb : Actual .:.......:..........:........... 22:346 ksi Fb : Allowable ................................ 32.400 ksi .Stress Ratio .................... 0.690 Load Comb.: +0.70D+E+1:60H Axial Load + Moment, Ecc. > U2 Loadin Calculate plate moment from bolt tension ... Pu: Axial ......... 0.464 k Tension per Bolt .......................... 0.863 k Mu: Moment ........ 1.728 li-ft Tension: Allowable .................... 9.940 k Eccentricity .......- ................ 44.646.in Stress Ratio .................... 0.087 Al : Plate Area ......... 144.000 -in A 2 A2 : Support Area .................... 144:000 in^2 Dist. from Bolt to Col dge,.m...._ 2.125 in sgrt(A2/A1) 1.000 Effective Balt Width Brim OF L 0 Plate Moment from it dsi :�Z 4TA Calculate plate moment from bearing... BUILDING & SAFETY DEPT. ' ...............-..., 3.625 in Bearing Stresses k *A': Bearing Length 0.239 in Fp: Allowable ........................ ®v] (� Mpl :Plate Moment 0.054:k -in fu :'Max: Bearing P sure FOR COI�f"{utS� SON Stress Ra o ................. _. V 0 Morax ................ ...DATE.._..__- BY 0.647 k -in fb : Actual .............:.............. X802 ksi-- Fb Allowable ............................:... .480-ksi--- Stress Ratio .................... 0.142 Knapp & Associates Inc. ti 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 E-mail KNAPPAE@AOL.COM r TEL. (909) 889.0115 ..�1� Fax (909)889-0455 Steel Base Plate Description : Base Plate for Steel Column Load Comb.: +0.70D-1.0E+1.60H Loading Pu: Axial ......... 0.464 k Mu: Moment ........ 1.728 k -ft Eccentricity ........................ 44.646 In At : Plate Area ......... 144.000 in"2 A2 : Support Area ..................... 144.000 in12 sgd(A21A1 ) 1.000 Calculate plate moment from bearing... ' m' ..................... 3.625 in 'A' : Bearing Length 0.239 in Mpl : Plate Moment 0.054 k -in Project Title: Filler Residence—Main House Engineer. BDM Project ID: 12092.2 Protect Descr. 81150 Elsworth Place, La Quinta, Ca 92253 !3P-10 Printed' 6 AUG 2017, Z:122WH26-71PRES nFD2lRB-JiCSUPH4-0112092.2NUTILV-111 D53b6-I ENERCALC. INC. 1983.2013. Bo1d:6.13.6.21. Ver.6.1 Axial Load+ Moment Ecc. > U2 Calculate plate moment from bolt tension ... Tension per Bolt .......................... 0.863 k Tension : Allowable .................... 9.940 k Stress Ratio .................... 0.087 Dist. from Bolt to Col. Edge ............. 2.125 in Effective Bolt Width for Bending ..... 8.500 in Plate Moment from Bolt Tension ....... 0.432 k -in Bearing Stresses Fp : Allowable ............................... 1.530 ksi fu: Max. Bearing Pressure ( set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 0.647 k -in fb : Actual ................................ 4.602 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.142 Knapp &.Associates Inc. Filler Residence By: BDM 40B SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8/14/13 E-mail KNAPPAE@AOL.COM La Quinta, CA 92253 Proj # 12092.2 TEL (909) 889-0115 s.m Fax 1909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: RAI- I Grade Beam Design For. Plywood Shear Wall At Grid Line 1 Given: Wconc = 150 pcf W,,,,d,I = 15 psf S.B.P. = 1,500 psf H = 10 ft LSW = 5.4' b = 36" Lam, = 4.0' Fy = 60 ksi F, = 2,500 psi h = 24" d = 20" tSlab = 4" AS gaff = 0.00250 OR As.coee = 0.00333 Try: 4 -# 7 top and Bottom -► AS = 2.41 int ACI 318 05, SEC 10.5.1 Overturning Moment: h = 24" :1d = 20" MOT = 72.47 ft -k (see shear wall calcs) Eb=36" AS Resisting Dead Load: L = LSW + 2 Lam, = 5.4' + 2 x 4.0' = 13.4 ft Wall: = 15.0 psf x H x LSW = 15.0 psf x 10.0' x 5.4' = 813 Ib Slab: = 150 pcf x b x L x tslab = 150 pcf x 3.0' CIJTt, 2Q1 TA BUILD':: SA - Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 3.0' x 1 PT. Pad Ft'g. = 150 pcf x h x b x L = 150 pcf x 0' x 0' xA;®�00�Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x .0' RORCSTROCTl 1P = 813 Ib + 2,013 Ib + 11,673 Ib + 0 Ib + D+F�1E Ib 4,498 Ib BY Pm = 0.85 x P = 0.85 x 14,498 Ib = 12,323 Ib Resisting Moment: Pm x L 12,323 Ib x 13.4' MResist = 2 = 2 = 82.7 ft -k > 72.5 ft -k O.K. Check Soil Stress e = MOT / P = ( 72 ft -k) / 14.50 k = 5.0' > L/6 = 2.2' L1 R. L, ./ 2 - e, 13.4' / 2 - 5.0', 1.7 ft . l r 113 increase for seismic Q max = 2 x P = 2 x 14,498 Ib = 1885 1 3 x b x L1 3 x 3.0' x 1.7' psf < 1995 psf O.K. Q max Q arm _ 3 x L x (31-1 - Larm) = 415 psf < 1995 psf O.K. t 9 Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTHSTODDARD AVENUE SAN BERNARARDINO,INO, CA 92401 81150 Elsworth Place Date: 8114/13 - Email KNAPPAE 9-0115 M TEL. (909) 889-0115 La Quinta, CA 92253 Pro # 12092.2 eta • Fax (909) 889-0455 Prest - Vuksic Architects, Inc. Sheet: Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line 1 Reinforcinq Steel Asmin = 0.00333 x b x d = 0.00333 x 36" x 20" = 2.40 in < 2.41 i n 2 O.K. As x fy _ 2.41 in x 60,000 psi a = 1.89 in 0.85 f'c x b 0.85 x 2500 psi x 36" Grade Beam Design 2 2 1 M„ = (Qmax - Q. ) - L arm + Qa 2 L arm J x width x 1.4 = 30.4 ft -k 2 Va = (Qmax + Qarm) • L arm J x Width x 1.4 = 19.3 k 4M„ = 0.9 x As x fy x I d - aJ L 2 0.9 x 2.41 in2 x '60 ksi x r 20" - —7- 12 = 206 ft -k > 30.4 ft -k O.K. ` o.s IVa = 0.85 . x 2 x b x d x [fc]112 r = 0.85 x 2 x 36" x 20" x 12500 = 61.2 k V, = 61.2 k > 19.3 k O.K. Check for Strirruos Try A„ _ # 3 bar @ 10" D.C. V Y A„ Fy, d = 0.11 in x 40,000 psi x 20" x 1.33 = 11.8 k 5 s 10.0" where max VS = 8, f. bd = 8 x 2500 psi x 36" x 2,10" = 288.0 kip > 11.75 kip O. K. So, use # 3 at 10" o.c. Use: 36" wide x 24" deep x 15'-0" long Grade Beam w/ 44 7 at top & 447 at Bottom w/ #3 stirrups @ 10" o.c. r Knapp & Associates Inc. Dead Load: L = Lsw + 2 Lam, = 19.0' + 2 x 4.0' Filler Residence By: D.J. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINO.INO. CA 92401 = 15.0 61150 Elsworth Place Date: 4/22/13 E-mail KNAPPAEQAOL.COM TEL (909)889.0115 16.0' x 19.0' La Quinta, CA 92253 Proj # 12092.1 Fax (909) 889.0455 b x L x Prest - Vuksic Architects, Inc. Sheet: pcf x 2.0'- Grade Beam Design For Plywood Shear Wall At Grid Line 3 Given: CIT' CSF LA OUI Grade Bm: = 145 Wconc = 150 pcf Wwall = 15 psf S.B.P. = 1,500 psf H = 16 ft 145 pcf Lam,,, = 19.0' b = 24" Lam, = 4.0' Fy = 60 ksi fc = 2,500 psi Pad Ft'g. h = 24" d = 20" tslab = 4" As.eoeff = 0.00250 OR As,cooff = 0.00333 T 4 - # 6 t0 and Bottom -► A ACI 318 05, SEC Try: p s = 1.77 in 10.5.1 .0' x .0' x F5,20,.. RE 0 0 � Soils Wt. = 110 pcf x h x b x L = Overturning Moment: h = 24" .0' x .0' d = 20" MOT = 200.98 ft -k (see shear wall caics) • NSTRU TH FOR CONSTRUCTIt As Resistinq Dead Load: L = Lsw + 2 Lam, = 19.0' + 2 x 4.0' = 27.0 ft L, L' 7 2 - .e, Wali: = 15.0 psf x H x Ls,, = 15.0 psf x 16.0' x 19.0' = 4,560 Ib Slab: = 150 pcf x b x L x tslab = 150 pcf x 2.0'- 700 CIT' CSF LA OUI Grade Bm: = 145 pcf x h x b x L= 145 pcf x 2.0' x .Q3UjLE2R�93 u S/15A Y Pad Ft'g. = 150 pcf x h x b x L= 150 pcf x .0' x .0' x F5,20,.. RE 0 0 � Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x .0' NSTRU TH FOR CONSTRUCTIt P = 4,560 Ib + 2,700 Ib + 15,660 Ib + 0 Ib + 0 Ib = 22,920 Ib DATE BY Pm = 0.85 x P = 0.85 x 22,920 Ib = 19,482 Ib Resisting Moment: MResist = Pm x L 19,482 Ib x - 27.0' = 263.0 ft -k > 201.0 ft -k O.K. 2 2 Check Soil Stress e = MOT / P = ( 201 ft -k) / 22.92 k = 8.8' > L / 6 = 4.5' L, L' 7 2 - .e, _ ...27..0' .2 = 8,8' _ . 4;7 . ft r 1/3 increase for seismic Q max = 2 x P = 2 x 22,920 lb = 1615 psf < 1995 psf O.K. 3 x b x L1 3 x 2.0' x 4.7' _ Q max Q arm 3 x L1 x (31-1 - Larm) = 1160 psf < 1995 pSf O.K. w Knapp & Associates Inc- Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/22/13 ', E-mail KNAPPAE@AOL.COM 1+ TEL. (909)889.0115 La Quinta, CA 92253 Pro # 12092.1 / s. -moi. Fax (909) 889.0455 Prest - Vuksic Architects. Inc. Sheet: 741 ri -d Grade Beam Design For Plywood Shear Wall At Grid Line 3 Reinforcing Steel Asmin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 in < 1.77 int O.K. a _ AS x fy _ 1.77 in x 60,000 psi = 2.08 in 0.85 fr x b 0.85 x 2500 psi x 24" Grade Beam Design 2 2 Ma = emax - Qar) L arm + Qa 2 L arts x width x 1.4 = 29.4 ft -k 2 V„ = kQmax + Qarm) L arm x width x 1.4 = 15.5 k Wn = 0.9 x As x fy xI d - 2 aJ ` 0.9 x 1.77 in x 60 ksi x C 20" - 2. J = 151 ft -k > 29.4 ft -k O.K. 1/20.5 �V� = 0.85 x 2 x b x d x [f.] r = 0.85 x 2 x 24" x 20" x 125001 = 40.8 k OV, = 40.8 k > 15.5 k O.K. Check for Strirruos Try A„ = # 3 bar @ 10" o.c. vs = A„ FyI d = 0.11 in x 40,000 psi x 20" x 1.33 = 11.8 k S 10.0" where max VS = 8f. bd = 8 x, 2 -5-o0 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. -� So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 27'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/#3 stirrups @ 10" o.c. Knapp & Associates Inc. 408 SOUTH DFiller Residence By: D.J. SAN BERNARDINONO. AVENUE CA 92401 81150 Elsworth Place Date: 4/22/13 � \E-mail KNAPPAE®AOL.COM La Quinta, CA 92253 Proj # 12092.1 TEL (909) 889-0115 ../ Fax (909) 889-0455 Prest - Vuksic Architects, Inc. Sheet: Grade Beam Design For Plywood Shear Wall At Grid Line C Given: Wconc = 150 pcf WWaa = 15 psf S.B.P. = 1,500 psf H = 18 ft Lsw = 14.0' b = 24" Larm = 1.5' Fy = 60 ksi fc = 2,500 psi h = 24" d = 20" tsiab = 4" As,coeff = 0.00250 OR As,coert = 0.00333 Try: 4 -# 6 top and Bottom -w As = 1.77 int ACI 318 05, SEC 10.5.1 18.0' x 14.0' = 3,780 Ib CITY OF LA QUIN A Overturning Moment: h = 24" b x L = 145 pcf d = 20" 2 LfUIWP174u & SAsAge1' Gt MOT = 86.75 ft -k (see shear wall talcs) Pad Ft'g. = 150 pcf x h x b b= 24" 1 AS Resisting Dead Load: L = Ls,, + 2 Lam, = 14.0' + 2 x 1.5' = 17.0 ft pcf X 2.0' Wall: = 15.0 psf x H x L,, = 15.0 psf x 18.0' x 14.0' = 3,780 Ib Slab: = 150 pcf x b x L x tslab = 150 , pcf X 2.0' O' 33' - 1 0 L1 =C L` / 2 - :e, _ [ 17.0' / 2' 5:7 CITY OF LA QUIN A Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 2 LfUIWP174u & SAsAge1' Gt T. Pad Ft'g. = 150 pcf x h x b x L= 150 pcf x .0' x .0' xA 0' 0 ROVE b Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x .0' P.-ROP FOR CONSTRUCTION P = 3,780 Ib + 1,700 Ib + 9,860 Ib + 0 Ib + 0 Ib = 15,340 Ib DATE BY Pm = 0.85 x P = 0.85 x 15,340 Ib = 13,039 Ib Resisting Moment: MResist = Pm x L = 13,039 lb2 x 17.0' = 110.8 ft -k > 86.7 ft -k O.K. Check Soil Stress e = MOT / P = ( 87 ft -k) I 15.34 k = 5.7' > L/6 = 2.8' L1 =C L` / 2 - :e, _ [ 17.0' / 2' 5:7 ] = 2:8 ft 113 increase for seismic Q max = 2 x P = 2 x 15,340 Ib = 1797 psf < 1995 psf O.K. 3 x b x L1 3 x 2.0' x 2.8' Q arm = 3Qmax x (3L1 - Lam,) = 1481 pSf < 1995 pSf O.K. 1 & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/22/13 E-mail KNAPPAE M TEL, (909) 889.01159.0115 La Quinta, CA 92253 Pro # 12092.1 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: �i'hd -� I Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line C Reinforcing Steel ^,min = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 in < 1.77 in O.K. a _ AS x fy _ 1.77 in' x 60,000 psi = 2,08 in 0.85 fr x b 0.85 x 2500 psi x 24" Grade Beam Design 2 2 M. _ �Qmax - Qa 2 L arm x width x 1.4 = 5.0 ft -k 2 V„ _ �Qmax + Q2rm) ' L arm J x width x 1.4 = 6.9 k 0Mn = 0.9 x AS x fy x L d - a, 2 r " _ . 0.9 x 1.77 int x 60 , ksi x 120" - 2.1 2 = 151 ft -k > 5.0 ft -k O.K. [f.]112 osovr = 0.85 x 2 x b x d x 0.85 x 2 x 24" x 20" x 12500=40.8 k OV, = 40.8 k > 6.9 k O.K. Check for Strirrups Try Ai, = # 3 bar @ 10" o.c. US = A„ Fyt d = 0.11 in x 40,000 psi x 20" x 1.33 = 11.8 k S 10.0 ' where max Vs = 8f� bd = 8 x 2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. -y So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 17'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. Resisting Knapp & Associates Inc. = LS,N + 2 Lam, = 6.8' + 2 x 3.0' = 12.8 ft xBI�I�,DI VGI SAFElY3WP a Wall: Filler Residence By: D.J. 18.0' x 408 SOUTHSTODDARD AVENUE SAN BERNARARDINO,NO, CA 92401 1,823 Ib 81150 Elsworth Place Date: 4/22/13 E-mail xNAPPAEQAOL.COM L = La Quinta, CA 92253 Prof # 12092.1 TEL (909)889.0115 P = 1,823 Ib + 1,275 Ib + 7,395 ,A.... Fax (909) 889.0455 0 Prest - Vuksic Architects, Inc. Sheet: Grade Beam Design For Plywood Shear Wall At Grid Line C B110,493 Given: 0.85 x 10,493 Ib = 8,919 W = 150 pcf Wwa(I = 15 psf S.B.P. = 1,500 psf H = 18 ft Lsw = 6.8' b = 24" Lam, = 3.0' Fy = 60 ksi fr = 2,500 psi h = 24" d = 20" tslab = 4" As,coeff = . 0.00250 OR As,aaeff = 0.00333 T 4 - # 6 to and Bottom —� A ACI 318 05, SEC Try: P s = 1.77 in 10.5.1 56.9 ft -k > 41.8 ft -k O.K. Overturninq Moment: h = 24" d = 20" MOT = 41.83 ft -k (see shear wall ca/cs) Resisting Dead Load: L = LS,N + 2 Lam, = 6.8' + 2 x 3.0' = 12.8 ft xBI�I�,DI VGI SAFElY3WP a Wall: = 15.0 psf x H x Ls,, = 15.0 psf x 18.0' x 6.8' = 1,823 Ib AS Slab: = 150 pcf x b x L x tslab = 150 pcf x 210' CI1 T V 1– L33; MOT' Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' xBI�I�,DI VGI SAFElY3WP a Pad Ft'g. = 150 pcf x h x b x L = 150 pcf x .0' x APP.R.OVED Ib Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x d9ORxICOASTRUMN Ib P = 1,823 Ib + 1,275 Ib + 7,395 Ib + 0 lbDATE 0 Ib = Ib B110,493 Pm = 0.85 x P = 0.85 x 10,493 Ib = 8,919 Ib Resisting Moment: x L MResist = Pm = 8,919 lb x 12.8' = 56.9 ft -k > 41.8 ft -k O.K. Check Soil Stress e = MOT / P = ( 42 ft -k )/ 10.49 k = 4.0' > L/6 = 2.1' L1 (— 1/3 increase for seismic Q max = 2 x P = 2 x 10,493 Ib = 1464 psf < 19195 psf O.K. 3 x b x L1 3 x 2.0' x 2.4' Q arm 3 Q x L x (31-1 - Lam,) = 851 pSf < 1995 pSf O.K. 1 =[ L' 2 e, r 1.2.8' 2 . 4.0 2:4 (— 1/3 increase for seismic Q max = 2 x P = 2 x 10,493 Ib = 1464 psf < 19195 psf O.K. 3 x b x L1 3 x 2.0' x 2.4' Q arm 3 Q x L x (31-1 - Lam,) = 851 pSf < 1995 pSf O.K. 1 Knapp & Associates Inc. - Filler Residence By: D.J. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINOINO, CA 92401 81150 Elsworth Place = 0.9 x 1.77 int Date: 4/22113 E-mail KNAPPAEQAOL.COM TEL. (909)889.0115 La Quinta, CA 92253 ' Proj # 12092.1 Fax (909) 889 Q455 Pest - Vuksic Architects, Inc. Sheet: 14 Con'd. x d x [fc]112 Grade Beam Design For Plywood Shear Wall x 24" x 20" x 12500os 40.8 k l At Grid Line C Reinforcing Steel k O.K. Asmin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 int < 1.77 int O.K. a _ As x fy _ 1.77 in x 60,000 psi = 2.08 in 0.85 fc x b 0.85 x 2500 psi x 24" Grade Beam Design 1 M = r�Qmax - Qarm) • L2arm + Qann . L2 2arm J x width x 1.4 = 13.3 ft -k 6 2 Vu = C�Qmax + Qam,) • L2 2arm J x width x 1.4 = 9.7 k 2 J Wn = 0.9 xAsx fy x�d - 2 21 = 0.9 x 1.77 int x 60 ~ ksi x I 20" - 22 1= 151 ft -k > 13.3 ft -k O.K. ' ` 1j V,= 0.85 x 2 x b x d x [fc]112 0.8 x2 x 24" x 20" x 12500os 40.8 k l OVr ._ 40.8 k > 9.7 k O.K. Check for Strirrups Try A, = # 3 bar @ 10" o.c. VS = A„ Fyt d = 0.11 in x 40,000 psi x 20" x 1.33 = 11.8 k s 10.0" where max VS = 8,fc bd = 8 x 2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. -- So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 13'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. b= 30" A. Resisting Dead Load: L = Lsr, + 2 Lam, = 17.0' + 2 x 6.0' = 29.0 ft Wall: = 15.0 psf x H x LsH = 15.0 psf x 16.0' x 17.0' = 4,080 Ib Slab: = 150 Knapp & Associates Inc. b x L x tslab = 150 pcf x 2.5' X 29.0' x .33' = 3,625 Ib Filler Residence By: D.J. b 408 SOUTHSTODDARD AVENUE SAN BERNARARDINOlNO, CA 92401 145 pcf 81150 Elsworth Place Date: 4/22/13 E-mail KNAPPAE®AOL.COM TEL (909) 889-0115 Pad Ft'g. = 150 La Quinta, CA 92253 Prof # 12092.1 Fax (909) 889-0455 150 pcf Prest - Vuksic Architects, Inc. Sheet: I 0 - b Grade Beare Design For Plywood Shear Wall pcf x h x b At Grid Line D 110 pcf x Given: .�uq_Di. R SA�pTY C Wconc = 150 pcf W„,au = 15 psf - S.B.P. = 1,500 psf H = 16 ft Lam,,, = 17.0' b = 30" Lam, = 6.0' Fy = 60 ksi fc = 2,500 psi P = 4,080 Ib + h = 24" d = 20" tsbb = 4" A,,COeff = 0.00250 OR Ascaeff = 0.00333 Try: 5 -# 6 top and Bottom -; AS = 2.21 int ACI 318 05, SEC 10.5.1 Ib + 0 F014 L�NBIN7ARidNoi Pm = 0.85 x P = 0.85 x 28,730 Ib = 24,421 Ib Overturning Moment: h = 24" d = 20" MOT = 262.53 ft -k (see shear wall calcs) DATE BY Resisting Moment: b= 30" A. Resisting Dead Load: L = Lsr, + 2 Lam, = 17.0' + 2 x 6.0' = 29.0 ft Wall: = 15.0 psf x H x LsH = 15.0 psf x 16.0' x 17.0' = 4,080 Ib Slab: = 150 pcf x b x L x tslab = 150 pcf x 2.5' X 29.0' x .33' = 3,625 Ib Grade Bm: = 145 pcf x h .x b x L = 145 pcf x 2.0' x 2.5-1- 'a�9.0 X21 b Pad Ft'g. = 150 pcf x h x b x L= 150 pcf x .0' x I 0 - b Soils Wt. = 110 pcf x h x b x L= 110 pcf x .0' x .�uq_Di. R SA�pTY C APPROVED P = 4,080 Ib + 3,625 Ib + 21,025 Ib + 0 Ib + 0 F014 L�NBIN7ARidNoi Pm = 0.85 x P = 0.85 x 28,730 Ib = 24,421 Ib DATE BY Resisting Moment: Pm x L MResist = = 24,421 Ib x 29.0' = ft -k > 262.5 ft -k O.K. 2 2 .354.1 Check Soil Stress e = MOT I P = ( 263 ft -k) J 28.73 k = 9.1' > L/6 = 4.8' L. . / _ 2 . - e = 29.0'.:: / 2 .. 9.1' . _ - 5.4 : ft r l 1/3 increase for seismic Q max = 2 x P = 2 x 28,730 Ib = 1429 psf < 1995 psf O.K. 3 x b x L1 3 x 2.5' x 5.4' Q arm = Q max x (3L1- La,,,,) = 896 pSf < 1995 pSf O_K. 3 x L1 A T. Knapp& Associates Inc. 2.21 int x 60,000 psi a _ 0.85 f, x b _ Filler Residence = 2.08 in x 2500 psi x 30" By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place M„ _ (Qmax - Qa ) • Date: 4/22/13 E-mail KNAPPA COM 7EL, (909) 889.01189.0115 La Quinta, CA 92253 Pro # t 12092.1 911189-0455 Prest - Vuksic Architects, Inc. x Sheet: 0 J Con'd. x C d - a]2 Grade Beam Design For Plywood Shear Wall At Grid Line D Reinforcinq Steel Asmin = 0.00333 x b x d = 0.00333 x 30" x 20" = 2.00 int < 2.21 int O.K. As x fy 2.21 int x 60,000 psi a _ 0.85 f, x b _ 0.85 = 2.08 in x 2500 psi x 30" Grade Beam Desiqn M„ _ (Qmax - Qa ) • 2 L arm + 2 Qa 2 L arm x width x 1.4 = 67.6 ft -k V" = C(Qmax + Q2arm) • L2 2arm x width x 1.4 = 24.4 k J W" = 0.9 x AS x fy x C d - a]2 0.9 x 2.21 int x 60 ksi x 120" - 22 1= 188 ft -k > 67.6 ft -k O.K. 0.85 x 2 x b x d x [fc]112 = 0.85 x 2 x 30" x 20" x 12500]05 = 51.0 k Wr = 51:0 k > 24.4 k O.K. Check for Strirruos Try A„ = # 3 bar @ 10" O.C. Vs = A„ Fy, d = 0.11 int x 40,000 psi x 20" x 1.33 = 11.8 k S where max Vs = 8 fc bd = 8 x 2500 psi x 30" x 20" = 240.0 kip > 11.75 kip O.K. —� So, use # 3 at 10" o.c. Use: 30" wide x 24" deep x 29'-0" long Grade Beam w/ 54 6 at top & 546 at Bottom w/ #3 stirrups @ 10" o.c. As Resisting Dead Load: Knapp & Associates Inc. + 2 x 3.3' = 21.0 ft Wall: = 15.0 psf x H x LSH, = 15.0 psf x 18.0' x 14.5' Filler Residence By: BDM pcf x b x 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 pcf x 2.0' 81150 Elsworth Place Date: 8/6/13 p�"` E-mail KNAPPAE@AOL.COM j` TEL. (909) 889-0115 i b x L= 145 pcf La Quinta, CA 92253 Pro # j 12092.2 Fax (909) 889-0455 TA Prest - Vuksic Architects, Inc. Sheet: AW- r Grade Beam Design For Plywood Shear Wall .0'01x Soils Wt. = 110 At Grid Line F.7 & G b x L = 110 pcf x .0' x Given: PT. Wconc = 150 pcf W"'II = 15 psf S.B.P. = 1,500 psf H = 18 ft LSH, = 14.5' b = 24" Lam, = IT Fy = 60 ksi f'c = 2,500 psi 0 Ib + h = 24" d = 20" tslab = 4" AS,c.ff = 0.00250 OR k,,ff = 0.00333 Try: 4 -# 6 top and Bottom -A, = 1.77 in ACI 318 05, SEC 10.5.1 GO[A hUGbf Pm = 0.85 x P = 0.85 x 18,195 Ib = 15,466 Ib Overturning Moment: h = 24" DAYE BY d = 20" MOT = 130.81 ft -k (see shear wall calcs) - - - As Resisting Dead Load: L = LSH, + 2 Lam, = 14.5' + 2 x 3.3' = 21.0 ft Wall: = 15.0 psf x H x LSH, = 15.0 psf x 18.0' x 14.5' = 3,915 Ib Slab: = 150 pcf x b x . L x tSlab = 150 pcf x 2.0' x 21.0' x .33' = 2,100 Ib Grade Bm: = 145 pcf x h x b x L= 145 pcf x 2.0' x 2-10'-R--2-170'"'� 0 lb a AD- = u 11'� TA Pad Ft'g. = 150 pcf x h x b x L = 150 pcf x .0' x .0'01x Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x O L,zi ,r '.0; , SAFETY Gb- PT. = -=� '18 OVED P = 3,915 Ib + 2,100 Ib + 12,180 Ib + 0 Ib + 0 .lb to GO[A hUGbf Pm = 0.85 x P = 0.85 x 18,195 Ib = 15,466 Ib DAYE BY Resisting Moment: - - - MResiSt = Pmx L = 15,466 Ib2 x 21.0' = 162.4 ft -k > 130.8 ft -k 0. K. Check Soil Stress e = MOT / P = ( 131 ft -k) / 18.20 k = 7.2' > L/6 = 3.5' L1 2 e, 2 - 7.2' 3:3 F1/3 increase for seismic 2 x Q max = = 2 x 18,195 I= 1832 psf < 19195 psf O.K. x 3 x b x L1 3 x 2.0' x 3.3' ' Q arm = Q max x (31-1 - Lam,) = 1232 psf < 1995 psf O.K. 3 x L1 Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 92401 81150 Elsworth Place Date: 8/6/13 } `E r„al KNAPPA COM 89.011 La Quinta, CA 92253 Proj # 12092.2 Fax (909)889-0455 D -f _ %/-i-i- A-kif--f, I.... Qlk--f• rAA1-11_ Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line F.7 8 G Reinforcing Steel Armin 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 int < 1.77 int 0. K. a = AS x fy _ 1.77 int x 60,000 psi = 2.08 in 0.85 f, x b 0.85 x 2500 psi x 24" Grade Beam Design 1 M„ = kQmax - Q6 ) • L2arm + Qa z Leann J x width x 1.4 = 21.2 ft -k L 2 V„ _ I(Qmax + Qarm) • L arm J x width x 1.4 = 13.9 k OM, = 0.9 xAsx fy x [ d - 2 a, r' 0.9 x 1.77 int x 60 ksi x 120" - 2 2.1 = 151 ft -k > 21.2 ft -k O.K. 1 = 0.85 x 2 x b x d x lf.c;]112 = 0.85 x 2 x 24" x 20" x 1 2500]0 5= 40.8 k K: = 40.8 k > 13.9 k O. K. Check for Strirrups Try A„ = # 3 bar @ 10" D.C. __ A„ Fy, d _ 0.11 in x 40,000 psi x 20" US x 1.33 = 11.8 k S 10.0" where max VS = 8,fe bd = 8 x J2500 psi x 24" x 29' = 192.0 kip > 11.75 kip 0. K. So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 21'-0" long Grade Beam w/ 4-# 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. AS Resisting Dead Load: Kapp & Associates Inc. = LsW + 2 Lam, = 11.6' + 2 x 3.7' = 19.0 ft Filler Residence By: BDM LSW = 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 18.0' x 11.6' = 3,124 81150 8sworth Place Date: 8/6/13 E-mail KNAPPAE@AOL.COM E TEL (909)889-0175 -� b x La QUlnta, CA 92253 Pf0 # 12092.2 �i Fax (9091869.0455 = 1,897 Prest - Vuksic Architects, Inc. Sheet: pcf x Grade Bears Design For Plywood Shear Wall b x L = 145 pcf x At Grid Line F.7 & G = 11,003 Ib Given: pcf x h x b x L Wconc = 150 pcf WWau = 15 psf S.B.P. = 1,500 psf H = 18 ft = 0 LSW = 11.6' b = 24" Larm = 3.T Fy = 60 ksi fc = 2,500 psi h x h = 24" d = 20" %lab = 4" As,coeft = 0.00250 OR AS ,,,,ff = 0.00333 = 0 ACI 318 05, SEC 10.5.1 P = 3,124 Ib + Try: 4 -# 6 top and Bottom --i AS = 1.77 int + 11,003 Ib + 0 Ib + 0 Ib = 16,024 Ib Pm = 0.85 x P = 0.85 x 16,024 Ib . Overturning Moment: h = 24" Resisting Moment: d = 20" MOT = 104.38 ft -k (see shear wall talcs) • MReslst = P,x L = 13,620 lb x = 129.2 ft -k > 104.4 ft -k O.K. AS Resisting Dead Load: L = LsW + 2 Lam, = 11.6' + 2 x 3.7' = 19.0 ft Wall: = 15.0 psf x H x LSW = 15.0 psf x 18.0' x 11.6' = 3,124 lb Slab: = 150 pcf x b x L x tslb = 150 pcf x 2.0' x 19.0' x .33' = 1,897 Ib Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 2.0' x 19.0' = 11,003 Ib Pad Ft'g. = 150 pcf x h x b x L = 150 pcf x .0' x .0' x .0' = 0 Ib Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x .0' x .0' = 0 Ib P = 3,124 Ib + 1,897 Ib + 11,003 Ib + 0 Ib + 0 Ib = 16,024 Ib Pm = 0.85 x P = 0.85 x 16,024 Ib . = 13,620 Ib Resisting Moment: MReslst = P,x L = 13,620 lb x = 129.2 ft -k > 104.4 ft -k O.K. 19.0' Check Soil Stress e = MOT / P = ( 104 ft -k ) / 16.02 k = 6.5' > L / 6 = 3.2' L1 C L* / .'2 - e) _ [ 19.0' ! 2 = 6.51 = 3.0 ft 1/3 increase for seismic Cl max = 2 x P = 2 x 16,024 Ib = 1798 psf < 1995 psf O.K. 3 x b x L1 3 x 2.0' x 3.0' __ Q max Q arm 3 x L1 x (31L1 - Lar.) = 1051 psf < 1995 psf O.K. D & Associates Inc. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 -mail KNAPPAE®AOL.COM TEL. (909) 889-0115 Fax (909)889-0455 Filler Residence 81150 Elsworth Place La Quinta, CA 92253 Prest - Vuksic Architects, Inc. Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line F.7 8 G Reinforcinq Steel Armin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 int < 1.77 int O.K. As x fy _ 1.77 int x 60,000 psi a r = 2.08 in 0.85 f. x b 0.85 x 2500 psi x 24" Grade Beam Design 2 2 1 Mu = (Qrnax - Qa 2 L arm J x width x 1.4 = 24.9 ft -k / 2 V„ = (Qmax + Qarm) • L arm J x width x 1.4 = 14.8 k (IlMn = 0.9 x AS x fy XI d - 2 0.9 x 1.77 int x 60 ksi x C 20" - J 22 J= 151 ft -k > 24.9 ft -k O.K. l r os0.85 x 2 x b x d x [C]112 f = 0.85 x 2 x 24" x 20" x 12500 = 40.8 k W, = ' 40.8 k > 14.8 k O.K. Check for Strirrups Try A„ = # 3 bar @ 10" o.c. VS = Av Fri d = 0.11 int x 40,000 psi x 20" x 1.33 = 11.8 k S 10.0 11 where max Ve = 8,Fc bd = 8 x 2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 19'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. By:BDM Date: 8/6!13 Proj # 12092.2 Sheet: J=D A/-/¢ Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line F.7 8 G Reinforcinq Steel Armin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 int < 1.77 int O.K. As x fy _ 1.77 int x 60,000 psi a r = 2.08 in 0.85 f. x b 0.85 x 2500 psi x 24" Grade Beam Design 2 2 1 Mu = (Qrnax - Qa 2 L arm J x width x 1.4 = 24.9 ft -k / 2 V„ = (Qmax + Qarm) • L arm J x width x 1.4 = 14.8 k (IlMn = 0.9 x AS x fy XI d - 2 0.9 x 1.77 int x 60 ksi x C 20" - J 22 J= 151 ft -k > 24.9 ft -k O.K. l r os0.85 x 2 x b x d x [C]112 f = 0.85 x 2 x 24" x 20" x 12500 = 40.8 k W, = ' 40.8 k > 14.8 k O.K. Check for Strirrups Try A„ = # 3 bar @ 10" o.c. VS = Av Fri d = 0.11 int x 40,000 psi x 20" x 1.33 = 11.8 k S 10.0 11 where max Ve = 8,Fc bd = 8 x 2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 19'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. Resisting Knapp & Associates Inc. L = Lsw + 2 Lam, = 7.0' + 2 x 5.0' = 17.0 ft pcf x h Filler Residence By: BDM psf x 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 15.0 psf x 81150 Elsworth Place Date: 8/6/13 " E -mad KNAPPAE@AOL.COM TEL. (909) 889-0115 x La Quinta, CA 92253 Proj # 12092.2 Fax (909)889.0455 9,860 Prest - Vuksic Architects, Inc. Sheet: FjoAl- /,S Grade Beam Design For Plywood Shear Wall 0.85 x 13,450 Ib = At Grid Line F.7 & G Ib PROVE6 FOR CONSTRUCTION Given: Wconc = 150 pcf W,,,�II = 15 psf S.B.P. = 1,500 psf H = 18 ft P, x L MResis� = Lr, = 7.0' b = 24" Lam, = 5.0' Fy = 60 ksi f'c = 2,500 psi ft-ki-->-63-1- - h = 24" d = 20" telab = 4" A., coefl = 0.00250 OR As c,,.1i = 0.00333 ACI 318 05, SEC 10.5.1 T 4 - # 6 t0 and Bottom -+ Try: P AS = 1.77 in Overturning Moment: h = 24" d = 20" MOT = 63.15 ft -k (see shear wall calcs) • r\ Resisting Dead Load: L = Lsw + 2 Lam, = 7.0' + 2 x 5.0' = 17.0 ft pcf x h x b x Wall: = 15.0 psf x H x LS,N = 15.0 psf x 18.0' x 7.0' = 1,890 Ib Ia Slab: = 150 pcf x b x L x ts,ab = 150 pcf x 2.0' x 17.0' x .33' = 1,700 Ib Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 2.0' x 17.0' = 9,860 Ib Pad Ft'g. = 150 pcf x h x b x L = 150 pcf x .0' x .0' x >0_ .�® Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' c G'w COLLAQUINVA P = 1,890 Ib + 1,700 Ib + 9,860 Ib + 0 Ib BUOLDIi p & S`13 f,5E' EP . Pm = 0.85 x P = 0.85 x 13,450 Ib = 11,433 Ib PROVE6 FOR CONSTRUCTION Resisting Moment: DATE BY - P, x L MResis� = = 11,433 12 x 17.0' = 97.2 ft-ki-->-63-1- - Check Soil Stress e = MOT / P = ( 63 ft -k) / 13.45 k = 4.7' > L / 6 = 2.8' L1 _[ L* / 2 e] l 1.7.0' / .2 4.7', _ 3.8 ft.. r 1/3 increase for seismic Q max = 2 x P = 2 x 13,450 lb. = 1178 psf < 19195 psf O.K. 3 x b x L1 3 x 2.0' x 3.8' Q arm 3Q x L max x (3L1 - Lam,) = 662 psf < 1995 psf O.K. 1 Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8/6/13 E-mail AOL.COM TELL (909)88989-0115 (909) La Quinta, CA 92253 Pro # 12092.2 � Fax 1909) 889-0455 Prest - Vuksic Architects, Inc. � Sheet: j j^�V'/- 1 / k Cold. Grade Beam Design For Plywood Shear wall Al Grid Line F.7 8 G Reinforcing Steel Asmin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 in < 1.77 in O.K. As x fy _ 1.77 in' x 60,000 psi a = 2.08 in 0.85 fr x b 0.85 x 2500 psi x 24" Grade Beam Design Mu = (Qmax - Q6) L2arm + Qam2 L2arm J x width x 1.4 = 29.2 ft -k Va = C�Qmax + Qarrn) • L2arm J x width x 1.4 = 12.9 k a] Wn = 0.9 x AS x fy x I d - 2 = 0.9 x 1.77 in x 60 ksi x [ 20" - 22 J = 151 ft -k > 29.2 ft -k O.K. 1i2 l J r OV, =; 0.85 x 2 x b x- d x f'r = 0.85 x 2 x 24" x 20" x 125000.5 = 40.8 k OV, = 40.8 k > 12.9 k O.K. Check for Strirruos Try A„ = # 3 bar @ 10" o.c. __ A, Fyr d __ 0.11 in2 x 40,000 psi x 20" VS x 1.33 = 11.8 k S 10.0" where max Vr = 8X. bd = 8 x 2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. -+ So, use # 3 at 10" D.C. Use: 24" wide x 24" deep x 17'-0" long Grade Beam w/ 4-# 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. Resisting Knapp & Associates InC' = Lsw + 2 Lam, = 13.5' + 2 x .0' = 13.5 ft x 2.0' Wall: Filler Residence By: D.J. 9.0' x 408 SOUTH STODDARD AVENUE SAN BERNARNARDINOINO, ca, 92401 1,823 Ib 81150 Elsworth Place Date: 4!22/13 E mail KNAPPAE®AOL.COM TEL (909)889-0115 150 La Quinta CA 92253 Proj # 12092.1 Fax (909) B89-0455 x Prest- VuksicArchitects, Inc. Sheet: -{ Grade Beam Design For Plywood Shear Wale pcf x h x b x L = At Grid Line H.7 x .0' x Given: P = 1,823 Ib + 1,350 Wconc = 150 pcf Wwall = 15 psf S.B.P. = 1,500 psf H = 9 ft 0 Lsw = 13.5' b = 24" Lam, _ .0' FY = 60 ksi fc = 2,500 psi h = 24" d = 20" tslab = 4" As,coeff = 0.00250 OR As,coeff = 0.00333 T 4 - # 6 t0 and Bottom -► A ACI 318 05, SEC Try: p s = 1.77 in 10.5.1 APPROVE® Pm = 0.85 x P = 0.85 x 11,003 Ib = 9,352 Overturning Moment: h = 24" FOR CONSTRUCTION Resisting Moment: d = 20" MOT = 33.90 ft -k (see shear wall calcs) • DtaTE BY MRestst = P, x L Resisting Dead Load: L = Lsw + 2 Lam, = 13.5' + 2 x .0' = 13.5 ft x 2.0' Wall: = 15.0 psf x H x Lsw = 15.0 psf x 9.0' x 13.5' = 1,823 Ib As Slab: = 150 pcf x b x L x %bb = 150 pcf x 2.0' x 13.5' x .33' = 1,350 Ib Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 2.0' x 13.5' = 7,830 lb Pad Ft'g. = 150 pcf x h x b x L= 150 pcf x .0' x -OL--x .0' = 0 lb Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x ICITY.Q)F1-A (9)UI11q P = 1,823 Ib + 1,350 Ib + 7,830 Ib + 0 Ib + EoUIL%11'10 �Ao�T16 DE &� APPROVE® Pm = 0.85 x P = 0.85 x 11,003 Ib = 9,352 Ib FOR CONSTRUCTION Resisting Moment: DtaTE BY MRestst = P, x L = 9,352 Its x 13.5' = 63.1 ft -k > 33:9 -ft -k -O -K: Check Soil Stress e = MOT /P L1 [:L* l 2 - .e, C. 135' .7 2 31'] 37: ft: 34 ft -k ) / 11.00 k = 3.1' > L/6 = 2.3' 1/3 increase for seismic Q max = 2 x P = 2. x 11,003 Ib = 1000 psf < 1995 psf O.K. 3 x b x L1 3 x 2.0' x 3.7' Q arm = Q max x (31-1- Lam,) = 1000 psf < 1995 psf O.K. 3 x L1 Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 4/22/13 E-mail KNAPPAEQAOL.COM j TEL, (909) 889-0115 Fax c9osl ess-0455 La Quinta, C.A 92253 Prest - Vuksic Architects, Inc. Proj # 12092.1 Sheet: Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line H.7 Reinforcing Steel Asmin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 int < 1.77 int O.K. a _ As x fy _ 1.77 int x 60,000 psi = 2.08 in 0.85 fc x b 0.85 x 2500 psi x 24" Grade Beam Design 2 2 M„ = remax - Qa ) • L arm x width x 1.4 = 0.0 ft -k l 2 V„ = kQmax + Q2rm) L arm J x width x 1.4 = 0.0 k Wn = 0.9 xASx fy x(d - 2 ' = 0.9 x 1.77 int x 60 ksi x 20" - 2 2.1 = 151 ft -k > 0.0 ft -k O.K. 1o.s OV, = 0.85 x 2 x b x'd x[fjQ = 0.85 x 2 x 24" x 20" x 1 r 2500 = 40.8 k OV, = 40.8 k > 0.0 k O.K. Check for Strirrups Try A, _ # 3 bar @ 10" o.c. Vs = A, Fyt d = 0.11 int x 40,000 psi x 20" x 1.33 = 11.8 k S 10.0" where max Vs= 8 f� bd = 8 x J 2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. —� So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 13'-6" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. Check Soil Stress e = MOT / P = ( 17 ft -k) / 7.28 k = 2.3' > L/6 = 1.3' 1 2 - :e, _ : C 18.0' 1': 2 .2.3'1 = 1:7 ft 1/3 increase for seismic 3 x b x L1 Q max = 2 x P = 2 x 7,280 I 3 x 2.0' x 1.7'' = 1467 psf < 1995 psf O.K. Q arm = 3Q L x (31-1 - La.) = 580 pSf < 1995 pSf O.K. 1 Kapp & Associates Inc. As Filler Residence By: D.J. = LsW + 2 Lam, 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 2 x 3.0' = 8.0 ft 81150 Elsworth Place Date: 4/25/13 E-mail KNAPPAE®AOL.COM TEL (909) 889-0115 H x L,, La Quinta, CA 92253 Proj # 12092.1 �. Fax (909) 889.0455 pcf x Prest - Vuksic Architects, Inc. Sheet: = 150 pcf Grade Beam Design For Hardy Panel Grade Bm: = 145 pcf x h x b x At Grid Line 2.8 145 pcf x 2.0' x 2.0' x 8.0' = 4,640 lb Given: = 150 pcf x h x b x Wconc = 150 pcf Wwall = 15 psf S.B.P. = 1,500 psf H = 8 ft x 0 J Lsw = 2.0' b = 24" Lam, = 3.0' Fy = 60 ksl fc = 2,500 psi h x b x h = 24" d = 21 " tslab = 12" A, coeff = 0.00250 OR As,coeff = 0.00333 T 4 - # 6 to and Bottom - A ACI 318 05, SEC Try: p s = 1.77 in 10.5.1 BUILDING & SAFETY DEP P = Overturning Moment: h = 24" Ib + 4,640 Ib + 0 Ib + d = 21" MOT = 17.08 ft -k (see Hardy Panel Shear calcs) Check Soil Stress e = MOT / P = ( 17 ft -k) / 7.28 k = 2.3' > L/6 = 1.3' 1 2 - :e, _ : C 18.0' 1': 2 .2.3'1 = 1:7 ft 1/3 increase for seismic 3 x b x L1 Q max = 2 x P = 2 x 7,280 I 3 x 2.0' x 1.7'' = 1467 psf < 1995 psf O.K. Q arm = 3Q L x (31-1 - La.) = 580 pSf < 1995 pSf O.K. 1 As Resisting Dead Load: L = LsW + 2 Lam, = 2.0' + 2 x 3.0' = 8.0 ft Wall: = 15.0 psf x H x L,, = 15.0 psf x 8.0' x 2.0' = 240 Ib Slab: = 150 pcf x b x L x tslab = 150 pcf x 2.0' x 8.0' x 1.00' = 2,400 Ib Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 2.0' x 8.0' = 4,640 lb Pad Ft'g. = 150 pcf x h x b x L= 150 pcf x .0'>� x 0 J Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' cAI� z Gro' L� �0-� I It BUILDING & SAFETY DEP P = 240 Ib + 2,400 Ib + 4,640 Ib + 0 Ib + O Ib --� 712k�r8y0E D FOR CONSTRUCTION Pm = 0.85 x P = 0.85 x 7,280 Ib = 6,188 Ib Resisting Moment: DATE BY MResist = Pm x L _ 6,188 Ib x - 8.0' = 24.8 ft -k > 17.1 ft -k O.K. 2 2 Check Soil Stress e = MOT / P = ( 17 ft -k) / 7.28 k = 2.3' > L/6 = 1.3' 1 2 - :e, _ : C 18.0' 1': 2 .2.3'1 = 1:7 ft 1/3 increase for seismic 3 x b x L1 Q max = 2 x P = 2 x 7,280 I 3 x 2.0' x 1.7'' = 1467 psf < 1995 psf O.K. Q arm = 3Q L x (31-1 - La.) = 580 pSf < 1995 pSf O.K. 1 Iona & Associates Inc. P� Filler Residence By: D.J. 408 SOUTHSTODDARD AVENUE SAN BERNARAROINOINO, CA 92401 81150 Elsworth Place Date: 4/25/13 E-mail KNAPPAE@AOL.COM TEL. (909) 889-0115 La QUlnta, CA 92253 Proj # 12092.1 Fax 9) 889-0455 Prest - Vuksic Architects, Inc. Sheet: 4W Con'd. Grade Beam Design For Hardy Panel At Grid Line 2.8 Reinforcing Steel Aamin = 0.00333 x b x d = 0.00333 x 24" x 21" = 1.68 int < 1.77 int O.K. a _ As x fy _ 1.77 int x 60,000 psi = 2.08 in 0.85 fr x b 0.85 x 2500 psi x 24" Grade Beam Design z z Mu = (Qmax - Qa ) ' L arts + Qa 2 L arm J x width x 1.4 = 11.0 ft -k Vu = CQmax + Q2rm) L2arm J x Width x 1.4 = 8.6 k ¢M = 0.9 x AS x fy x ( d - ln = 0.9 x 1.77 int x 60 ksi x C 21" - 2.21 J = 159 ft -k > 11.0 ft -k O.K. OV, = 0.85 x 2 x b x d x [fc]1/2 = 0.85 x 2 x 24" x 21" x 125001D5 = 42.8 k OVC- = 42.8 k > 8.6 k O.K. Check for Strirrups Try A„ = # 3 bar @ 10" o.c. VS _ A„ Fyt d = 0.11 int x 40,000 psi x 21" x 1.33 = 12.3 k S 10.0 ' where max VS = 8 fc bd = 8 x 2500 psi x 24" x 21" = 201.6 kip > 12.34 kip O.K. —• So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 8'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. Knapp & Associates Inc. Dead Load: IL = Lsw + 2 Lam, = 10.0' + 2 x Filler Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place Date: 8/6/13 1 1 ',,E, -mail KNAPPAE@AOL.COM TEL. (909) 889-0115 La Quinta, CA 92253 Proj # 12092.2 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: -Z Grade Beam Design For Plywood Shear Wall 150 .pcf x 0' -I At Grid Line 2.4 Soils Wt. = 110 Given: b x L = 110 pcf Wconc = 150 pcf Wwall = 15 psf S.B.P. = 1,500 psf H = 11 ft = 1,650 Lsw = 10.0' b = 24" Lam, = 2.0' Fy = 60 ksi f'c = 2,500 psi h = 24" d = 20" tslab = 4° As coeff = 0.00250 OR As toes = 0.00333 Try: 4 - # 6 top.and Bottom -A, = 1.77 in ACI 318 05, SEC 10.5.1 1. Overturning Moment: h = 24" d = 20" MOT = 48.52 ft -k (see shear wall talcs) Resisting Dead Load: IL = Lsw + 2 Lam, = 10.0' + 2 x 2.0' = 14.0 ft x 2.0' x 14.0' x .33' = 1,400 Ib Wall: = 15.0 psf x H x Law = 15.0 psf x 11.0' x 10:0' = 1;650 Ib As Slab: = 150 pcf x b x L x tslab = 150 pcf x 2.0' x 14.0' x .33' = 1,400 Ib Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' Pad Ft'g. = 150 pcf x h x b x L = 150 .pcf x 0' -I C01 P( COF L=A QU IN Soils Wt. = 110 .pcf x h x b x L = 110 pcf x .0' BQ)IL291NC©'& SAF�,El0YDEP = 1,650 + 1,400 1 PR04.1�7IFQ P Ib Ib + 8,120 Ib + 0 Ib + 0 FOR CONSTRUCTION Pm = 0.85 x P = 0.85 x 11,170 Ib = 9,495 Ib DATE BY Resisting Moment: MResist = P,,, x L = 9,495 lb2 x 14.0' = 66.5 ft -k > 48.5 ft -k O.K. Check Soil Stress e = MDT / P = ( 49 ft -k) / 11.17 k 4.3' > L/6 = 2.3' L1 _[ L* / 2 - e, = C 14.0' / 2 - 4.3', = 2.7 ft r 1/3 increase for seismic Q max = 2 x P = 2 X 11,170 lb = 1402 psf < 1995 psf O.K. 3 x b .x Lt 3 x 2.0' x 2.7'. _ Q max C1 arm 3 x L x (31_1 - Lam,) = 1050 psf < 1995 psf O.K. 1 OM, = 0.9 x As x fy x I d - ` la = 0.9 x 1.77 in x 60 ksi x 1 20" - 2.1" 2 = 151 ft -k > 6.5 ft -k O.K. OV, = 40.8 k ? 6.9 k O.K. Check for Strirruos Try A„ = # 3 bar @ 10" o.c. Vs = A„Fy1 d = 0.11 in x 40 ,000 psi x 20" x 1.33 = 11.8 k S 10 )ere max Vs = 8,fr bd = 8 x J2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. —+ So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 14'-0" long Grade Beam w/ 44 6 at top 8r 446 at Bottom w/ #3 stirrups @ 10" o.c. Knapp & Associates Inc. Filler Residence By: BDM 408 SOUTHARDAVENUE SAN BERNARDINOINO, CA 92401 81150 Elsworth Place Date: 816/13 r�E-mail KNAPPAE®AOLCOM TEL. (909) 889.0115 La Quinta, CA 92253 Pro # 1 12092.2 Fax 1909)889-0456 Prest - Vuksic Architects, Inc. Sheet: F®y✓ zx Con'd. Grade Beam Design For Plywood Shear Wall At Grid Line 2.4 Reinforcing Steel Asmin = 0.00333 x b x d = 0.00333 x 24" x 20" = 1.60 in < 1.77 in O.K. As x fy 1.77 in x 60,000 psi _ a = 2.08 0.85 f, x b 0.85 x 2500 psi x 24" in Grade Beam Design M„ = 22 C(Qmax - Qa ) L arm + Qarm L arm x width x 1.4 = 6.5 ft -k V„ = 2 kQmax + Qarm) L arm x width x 1.4 = 6.9 k J OM, = 0.9 x As x fy x I d - ` la = 0.9 x 1.77 in x 60 ksi x 1 20" - 2.1" 2 = 151 ft -k > 6.5 ft -k O.K. OV, = 40.8 k ? 6.9 k O.K. Check for Strirruos Try A„ = # 3 bar @ 10" o.c. Vs = A„Fy1 d = 0.11 in x 40 ,000 psi x 20" x 1.33 = 11.8 k S 10 )ere max Vs = 8,fr bd = 8 x J2500 psi x 24" x 20" = 192.0 kip > 11.75 kip O.K. —+ So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 14'-0" long Grade Beam w/ 44 6 at top 8r 446 at Bottom w/ #3 stirrups @ 10" o.c. Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTHSTODDARD AVENUE SAN BERNARARDINOINO, CA 92407 81150 Elsworth Place Date: 4/25/13 E-mail KNAPPAE®AOL.COM La Quinta, CA 92253 Pro # 12092.1 TEL (909) 889.0115 f=ax (909) 689.0455 Prest - Vuksic Architects, Inc. Sheet: Grade Hearn Design For Hardy Pane! At Grid Line F Given: Wconc = 150 pcf WN,aII = 15 psf S.B.P. = 1,500 psf H = 9 ft Lsw = 2.0' b = 24" Lam, = 2.0' Fy = 60 ksi fc = 2,500 psi h = 24" d = 21" (slat = 12" As,coeff = 0.00250 OR As,coeH = 0.00333 Try: 4 - # 6 top and Bottom - As = 1.77 int ACI 318 05, SEC 10.5.1 Overturning Moment: h = 24" Id = 21" Mol = 5.08 ft -k (see Hardy Panel Shear talcs) A. Resisting Dead Load: L = Lsw + 2 LaTm = 2.0' + 2 x 2.0' = 6.00 ft 5.55 k = .9' < L 16 = 1.0' Wall: = 15.0 psf x H x Ls„, = 15.0 psf x 9.0' x 2.0' = 270 Ib Slab: = 150 pcf x b x L x tslab = 150 pcf x 2.0' x 6.0' x 1.00' = 1,800 Ib Grade Bm: = 145 pcf x h x b x L = 145 pcf x 2.0' x 2.0, �i- �6�0 F = 3t480�iP1`b Pad Ft'g. = 150 pcf x h x b x L= 150 pcf x .0' x x 0 - t Ib. PT. Soils Wt. = 110 pcf x h x b x L = 110 pcf x .0' x ,�UI�Dlf.01 &.S�1F�OTY q6 APPROVED P = 270 Ib + 1,800 Ib + 3,480 Ib + 0 Ib + 0 F0llbC01N!§ A5'RJCM0N Pm = 0.85 x P = 0.85 x 5,550 Ib = 4,718 Ib DATE BY Resisting Moment: MReslst = PmL = 4,718 Its x 6.0' = 14,2 ft -k > 5.1 ft -k O.K. x Check Soil Stress e = MOT / P = ( 5 ft -k) / 5.55 k = .9' < L 16 = 1.0' L� 2 :- e, _ r 6.0' / 2 :9') _ 2:1 :ft r 1/3 increase for seismic 887 psf < 19195 psf O.K. Q max = 2 x P = 2 x 5,550 lb = 3 x b x Lt 3 x 2.0' x 2.1' __ Q max Q arm 3 x L x (3L, - Lam,) = 604 pSf < 1995 pSf O.K. Knapp & Associates Inc. Filler Residence By: D.J. 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 924D1 81150 Elsworth Place Date: 4/25/13 E-mail KNAPPAE@AOL.COM TEL. 1909) 889.0115 La Quinta, CA 92253 Proj # 12092.1 Fax csosl aes•oass Prest - Vuksic Architects, Inc. Sheet: 1:-V(1 Grade Beam Design For Hardy Panel At Grid Line F Reinforcing Steel ^,min = 0.00333 x b x d = 0.00333 x 24" x 21" = 1.68 int < 1.77 int O.K. a _ As x fy _ 1.77 int x 60,000 psi = 2.08 in 0.85 fc x b 0.85 x 2500 psi x 24" Grade Beam Desiqn 22 Mu = (Qmax - Qar) L arm + Qa 2 L arm x width x 1.4 = 3.9 ft -k Vu = C�Qmax + Qam,) • L2arm J x width x 1.4 = 4.2 k 2 J ja Wn = 0.9 x AS x fy x d- 2 = 0.9 x 1.77 int x 60 ksi x I 21" - 2.1 = 159 ft -k > 3.9 ft -k O.K. OV, = 0.85 x 2 x b x d x [fc]1/2 = 0.85 x 2 x 24" x 21 " x 1250010 5= 42.8 k OV, = 42:8 k > 4.2 k O.K. Check for Strirrups Try A„ = # 3 bar @ 10" o.c. __ A„ Fyt d _ 0.11 in x 40,000 -.psi x 21" VS x 1.33 = 12.3 k s 10.0" vvhere max Vs = 8 f, bd = 8 x 2500 psi x 24" x 21" = 201.6 kip > 12.34 kip O.K. So, use # 3 at 10" o.c. Use: 24" wide x 24" deep x 6'-0" long Grade Beam w/ 44 6 at top & 446 at Bottom w/ #3 stirrups @ 10" o.c. r AssociatesInc. Wconc. = 150 pcf Wson = 110 1pajapp& Filler Residence 40 By: D.J. 15.0 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 81150 Elsworth Place 20.0 Date: 4125/13 E-mail KNAPPAE@AOL.COM TEL;(909)889-0115 La Quinta, CA 92253 W Ft'g = Proj # 12092.1 Fax (9091889.0455 Prest - Vuksic Architects, Inc. Sheet: F04 - Footing Design Load Critia 15.0 Wconc. = 150 pcf Wson = 110 pcf WFt'9 = 40 pcf (150 pcf - 110 pcf) WRoof = 15.0 psf (Dead) WRoof = 20.0 psf (Live) S.B.P. = 1500 psf WwaII = 15.0 psf (Stud Wall) WFIccr = 0.0 psf Stud Wall - Worst Case (try a 12" x 12" footing) — Exterior br'g. wall along grid A (1 -Story Portion) WRoof = ( 15.0 + 20.0 ) psf x ( 21' / 2 ) = 367.5 pif WwaII = 15.0 psf x 15.0' = 225 pif W Floor = 0.0 psf x ( .0' / 0 ) = 0 plf W Ft'g = 40.0 pcf x 1.0' x 1.0' = 40.0 pif W veneer = 12.0 psf x .0' = 0 pif 01 OF LA Q U I N A WTotal = = 632.5 plf BUIMING & WPY DEPT. footing D � Allowed by = 1500 psf x 1.0' = 1500 plf > �Q..._V 63 if CO Use I V-0" wide x V-0" deep d Pad Footing 1 12.. 24" Typical pad capcity: 3'-0" x 3'-0" pad = 1500 x 3' x 3' = 13,500 Ib Max. Point Load Allowed by Footing 4'-0" x 4'-0" pad = 1500 x 4' x 4' = 24,000 Ib P = 1500 psf x 1.0' x 2.0' 5'-0" x 5'-0" pad = 1500 x 5' x 5' 37,500 Ib = 3,000 Ib 6'-0" x 6'-0" pad = 1500 x 6' x 6' = 54,000 Ib Associates Inc. Loads Min. Pad Size [Knapp& Filler Residence By: D.J. 408 SOUTHSTODDARD AVENUE SAN BERNARAROINO,INO, CA 92401 81150 Elsworth Place Date: 4125113 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 La Quinta, CA 92253 Proj # 12092.1 Fax (909) 889.0455 Prest - Vuksic Architects, Inc. Sheet: �Oni•l6 PAD FOOTING DESIGN (DOWNWARD LOADING) S.B.P. = 1.8 ksf O Cloumn Locations Loads Min. Pad Size Pad Symbol Reinforcement RB -1 1.907 kip 1.03' sq. x 24" dp. A 445 Each Way RB -6 (L) 26.876 kip 3.86' sq. x 24" dp. B 545 Each Way RB -6 (R) + RBA (L) 7.425 kip 2.03' sq. x 24" dp. A 445 Each Way RB -10 (L) 124.992 kip 8.33' sq. x 24" dp. G 1045 Each Way RB -11 (L) 33.761 kip 4.33' sq. x 24" dp. C 645 Each Way RB -9 (L) + RB -15 (L) 38.830 kip 4.64' sq. x 24" dp. C 645 Each Way RB -16 (L) 43.466 kip 4.91' sq. x 24" dp. C 645 Each Way RB -16 (M) 4.827 kip 1.64' sq. x 24" dp. A 445 Each Way RB -16 (R) 15.177 kip 2.90' sq. x 24" dp. A 445 Each Way RB -17 (L) 4.998 kip 1.67' sq. x 24" dp. A 445 Each Way RB -18 (L) 7.717 kip 2.07' sq. x 24" dp. A 445 Each Way RB -21 (R) 18.381 kip 3.20' sq. x 24" dp. B 545 Each Way RB -21 (R) + RB -23 (M) 18.052 kip 3.17' sq. x 24" dp. B 545 Each Way RB -23 (M) + RB -24 (R) + RB -251 19.899 kip 3.32' sq. x 24" dp. B 545 Each Way RB -23 (R) -' ` 7.069 kip 1.98' sq. x 24" dp. A 445 Each Way RB -25 (R) 6:385 kip 1.88' sq. x 24" dp. A 445 Each Way d. 1 Knapp & Associates Inc. 408 SOUTH STODDARD AVENUE @ SAN BERNARDINO, CA 92401 E-mail KNAPPAE@AOL.COM TEL. (909) 889.0115 Fax (9091889.0455 Pole Footing Embedded in Soil Description : Fooling for Canlilvered Column Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Width ............... 36.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ................. 150.0 pcf Max Passive .................. 1,500.0 psf Controlling Values Forces @ Ground Surface Governing Load Combination: +D+W D : Dead Load Lateral Load 1.008 k Moment 6.048 k -ft Restraint @ Ground Surface L : Live Pressure at Depth k/ft Actual 622.24 psf Allowable 624.84 psf Surface Retraint Force 5,120,64 lbs E : Earthquake Minimum Required Depth 3.125 ft Fooling Base Area 9.0 ft"2 Maximum Soll Pressure 0.07372 ksf _ARlplied Loads Lateral Concentrated Load Forces @ Ground Surface Lateral Distributed Load D : Dead Load k k/ft Lr: Roof Live k k/ft L : Live k k/ft S: Snow k k/ft W: Wind 1.008 k k/ft E : Earthquake 0.2880 k k/ft H : Lateral Earth k k/ft Load distance above 1.333 TOP of Load above ground surface ground surface 6,0 ft it 551.4 574.9 BOTTOM of Load above ground surface +D+0.5250E 0.151 ft Load Combination Results Project Title: Filler Residence -Main House i Engineer: BDM Project ID: 12092.2 Project Descr: 81150 Elsworth Place, La Quinta, Ca 92253 W - 2 n Primed 14 AUG 2013 3 ORA Fde= Z;. 2M26-TPRES RF02LRB-JICSUPH4-0112092 2tMUTILV-t11YZOVM-Y.EC6 ENERCALC. INC. 19832013. Build:6.13.6.21, Ver:6,13.6.21 1 Soil So fmo $mrfow Worol Roatmind Footing Width= 3'-0' Applied Moment k -ft k -ft k -ft k -ft k -ft k -ft k -ft 11 �I -1-.----�---1----11 I Vertical Load 0.6635 k k k k k k k Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads - (k) Moments - (ft -k) Depth - (ft) Actual - (ps() Allow - (psf) Factor +D+W 1.008 6.048 3.13 622.2 624.8 1.333 +D+0.70E 0.202 1.210 1.88 345.7 374.9 1.333 +D+0.750W 0.756 4,536 2.88 551.4 574.9 1.333 +D+0.5250E 0.151 0.907 1.75 297.6 349.9 1.333 +0.60D+W 1.008 6.048 3.13 622.2 624.8 1.333 +0.60D+0.70E 0.202 1.210 1.88 345.7 374.9 1.333