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Report (56) /ZZs /4(- cr)oG23 Meermeier Residence Foundation Repairs 13055 SW St James Ln �11 Tigard, Oregon 97224 April 28, 2014 APR 2 8 ?u14 For: Mr. Paul Meermeier CITY OF-116AR,, Owner BUILDING DIVISif The JAS Engineering design team has received the request from you to provide drawings for the proposed office, mechanical room and wine cellar floor framing and foundation strengthening at your residence. This will require us to measure the portion of the residence where the work will be completed and show the existing framing so that additional lower floor beams foundation elements can be added. We have visited the property on March 25, 2014 and assessed the preliminary requirements then discussed them with you. We can prepare these structural and non-structural drawings with backup calculations for the City of Tigard, for permitting. OBJECTIVES We understand you require design for these repairs, so your contractor can put together an estimate for materials and labor to install them in the field. You have discussed this situation with the City and they have requested a report from me describing the conditions of the framing in these spaces. We will provide a summary to present with the repair drawings. The existing floor is framed with 2x8 at 16" oc and spans from the existing foundation wall to an interior bearing wall in the wine cellar. A 2x4 at 4' oc bearing wall has been added to stiffen this floor and it is sitting on wood sleepers on the ground. The office floor is supported on a beam at the lower end and by a single 2x8 at the office to mechanical room transition. For the project, a structural engineer registered in the State of Oregon will prepare the drawing details and calculations for this project. Design Criteria: IBC 2009: With OSSC Amendments ,cRU C1 JR4 s �pPROFFl Snow Load: 25 PSF ��� GINF Ss> Roof Dead Load: 15 PSF 4 F9 �� C• Floor Live Load: 40 PSF ••j I8 58 . E Floor Dead Load: 15 PSF Wind Load: No ChangeOREGON to Lateral O 0 cg" Seismic: - Seismic: No Change to Lateral /10y,�� QER �q �Q> NDREWS• � [iXP1RES -- 30. 20141 JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 1419 Washington Street,Suite 100 Client PA-tA b, 1<u1sflez, M t it ,E 1Z. Sheet Y0-- of Oregon City,0657978105 Project M rte 3.. °°caR: Work:503 i Design by S � ;,; �► Fax 503 656 0186 . >ki R c Date — ( —) `-1' �tR!! Checked by JAS ENGINEERING Project No. 4- Date 12 rr50 .1 ) Oe- (0) (1b/r ) (( 5) ' c' X3, 5 r z, `) \At& /1,2-) cti)0CS-01,4n4 ) 2 'a) ps.)..z. 2c0 , (19 :7 17,15 1. ?__ 00,/,4 (-7 ') v , _ seI0 93:71(7 ') - VcsfrIrk Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:40PM, 15 APR 14 Description:Paul Meermeier Scope: Support Existing Floor Framing Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 _ General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 14-014-01.ecw:Calculations Description Floor Joists General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 2x8 Center Span 12.50 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi _ Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member • E 1,700.0 ksi Full Length Uniform Loads Center DL 20.00#/ft LL 53.30 #/ft -- Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.50ft,Beam Width=1.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.955 : 1 Maximum Moment 1.4 k-ft Maximum Shear* 1.5 0.6 k Allowable 1.5 k-ft Allowable 2.0 k Max.Positive Moment 1.43 k-ft at 6.250 ft Shear: @ Left 0.46 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.203 in Max.M allow 1.50 @ Right 0.000 in Reactions... fb 1,307.37 psi fv 57.12 psi Left DL 0.12 k Max 0.46k Fb 1,368.27 psi Fv 180.00 psi Right DL 0.12 k Max 0.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.136 in -0.497 in Deflection 0.000 in 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,105.7 301.68 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.203 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 2.059 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 8.925 CI 0.991 Max Moment Sxx Reo'd Allowable fb @ Center 1.43 k-ft 12.56 in3 1,368.27 psi @ Left Support 0.00 k-ft 0.00 in3 1,380.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,380.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.62 k 0.62 k Area Required 3.451 in2 3.451 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.46 k Bearing Length Req'd 0.489 in • Max.Right Reaction 0.46 k Bearing Length Req'd 0.489 in Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:40PM, 15 APR 14 Description:Paul Meermeier Scope: Support Existing Floor Framing Rev: 580004 LUser:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 14-014-01.ecw:Calculations Description Floor Joists LQuery Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.46 k 0.0000 in @ Right Cant.Location= 0.00 ft0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft0.00 k-ft 0.00 k 0.0000 in Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:41PM, 15 APR 14 Description:Paul Meermeier Scope: Support Existing Floor Framing Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 )1983-2006 ENERCALC Engineering Software 14-014-01.ecw:Calculations Description Floor Beam General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x8 Center Span 7.00 ft Lu 1.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 93.80#/ft LL 250.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=7.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio . 0.552 : 1 Maximum Moment 2.1 k-ft Maximum Shear* 1..5 1.5 k Allowable 3.8 k-ft Allowable 4.6 k Max.Positive Moment 2.11 k-ft at 3.500 ft Shear: @ Left 1.20 k Max.Negative Moment 0.00 k-ft at 7.000 ft @ Right 1.20 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.040 in Max.M allow 3.81 • @ Right 0.000 in Reactions... fb 824.14 psi fv 59.18 psi Left DL 0.33 k • Max 1.20 k Fb 1,492.74 psi Fv 180.00 psi Right DL 0.33 k Max 1.20 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.027 in -0.098 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,132.3 854.59 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.040 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 2.059 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 3.825 CI 0.998 Max Moment Sxx Req'd Allowable fb @ Center 2.11 k-ft 16.93 in3 1,492.74 psi @ Left Support 0.00 k-ft 0.00 in3 1,495.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,495.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.50 k 1.50 k Area Required 8.343 in2 8.343 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 1.20 k Bearing Length Req'd 0.550 in Max.Right Reaction 1.20 k Bearing Length Req'd 0.550 in Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:41PM, 15 APR 14 Description:Paul Meermeier Scope: Support Existing Floor Framing Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 )1983-2006 ENERCALC Engineering Software 14-014-01.ecw:Calculations Description Floor Beam Query Values M,V,&D©Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.20 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:42PM, 15 APR 14 Description:Paul Meermeier I Scope: Support Existing Floor Framing Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 14-014-01.ecw:Calculations Description Floor Beam (2)2x8 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name Center Span 7.00 ft Lu 1.00 ft Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Full Length Uniform Loads Center DL 93.80#/ft LL 250.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=7.00ft,Beam Width=3.000in x Depth=7.25in, Ends are Pin-Pin Max Stress Ratio 0.803 : 1 • Maximum Moment 2.1 k-ft Maximum Shear*1.5 1.5 k Allowable 2.6 k-ft Allowable 3.9 k Max.Positive Moment 2.11 k-ft at 3.500 ft Shear: @ Left 1.20 k Max.Negative Moment 0.00 k-ft at 7.000 ft @ Right 1.20 k .. Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.047in Max.M allow 2.62 @ Right 0.000 in Reactions... fb 961.49 psi fv 69.04 psi Left DL 0.33 k Max 1.20 k Fb 1,198.02 psi Fv 180.00 psi Right DL 0.33 k Max 1.20 k LDeflections • Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.115 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,684.8 732.51 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.047 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 2.059 ft Sxx 26.281 in3 Area 21.750 in2 Cf 1.200 Rb 4.462 CI 0.998 Max Moment Sxx Req'd Allowable fb @ Center 2.11 k-ft 21.09 in3 1,198.02 psi @ Left Support 0.00 k-ft 0.00 in3 1,200.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,200.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.50 k 1.50 k Area Required 8.343 in2 8.343 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 1.20 k Bearing Length Req'd 0.642 in Max.Right Reaction 1.20 k Bearing Length Req'd 0.642 in Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:42PM, 15 APR 14 Description:Paul Meermeier G Scope: Support Existing Floor Framing 0 Rev: 580004 Page 2 User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam (c)1983-2006 ENERCALC Engineering Software 14-014-01.ecw:Calculations Description Floor Beam (2)2x8 LQuery Values M,V,&D©Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.20 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:42PM, 15 APR 14 Description :Paul Meermeier /a Scope: Support Existing Floor Framing "� - Page 1 Rev: 580004 • User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber eam 14-014-01.ecwPalculatio ns . (c)1983-2006 ENERCALC Engineering Software Description Floor Beam General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II L Center Span 7.00 ft Lu 1.00 ft Section Name 4x8 Left Cantilever ft Lu 0.00 ft Beam Width 3.500 in Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin Pin Fc Allow 625.0 psi E 1,700.Oksi LFull Length Uniform Loads Center DL 93.80#/ft LL 250.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=7.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.635 : 1 Maximum Moment 2.1 k-ft Maximum Shear* 1.5 1.5 k Allowable • 3.3 k-ft Allowable 4.6 k Max.Positive Moment 2.11 k-ft at 3.500 ft Shear: @ Left 1.20 k1.20 k Max.Negative Moment 0.00 k-ft at 7.000 ft @ Right Camber @Left 0-0OOin�a • Max @ Left Support 0.00 k-fter 0.040 in Max @ Right Support 0.00 k-ft @ C@ Righteentnt 0.000 in Max.M allow 3.32 Reactions... fb 824.14 psi fv 59.18 psi Left DL 0.33 k Max 1.20 k Fb 1,298.30 psi Fv 180.00 psi Right DL 0.33 k Max 1.20 k LDeflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load -0.027 in -0.098 in Deflection 0.000 in 0.000 in Deflectionc0.0 0.0 ...Location 3.500 ft 3.500 ft ...Length/Deft ...Length/Defl 3,132.3 854.59 Right Cantilever... Deflection 0.000 in 0.000 in Camber(using 1.5*D.L.Defl)...0.040 in ...Length/Defl 0.0 0.0 @Center @ Left 0.000 in @ Right 0.000 in LStress Calcs Bending Analysis Ck 33.438 Le 2.059 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 3.825 CI 0.999 Max Moment Sxx Req Allowable fb Center 2.11 k-ft 19.46 in3 1,298.30 psi @0.00 in3 1,300.00 psi ©Right Support @ Left Support 0.00 k-ft 0.00 k-ft 0.00 in3 1,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.50 k 1.50 k Area Required 8.343 in2 8.343 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 1.20 k Bearing Length Req'd 0.550 in Max.Right Reaction 1.20 k Bearing Length Req'd 0.550 in 1419 Washington Street,Suite 100 Client 7 L M\-f E(Z M e-t r rZ Sheet I. d of Oregon City,OR 97045 Project Pala Work:503-657-9800 I ��t�/v�E.` Design by �-5 Fax 503-656-0186 (Z �?Ai 1ZS Date �'Ic- 14 Checked by - JAS ENGINEERING Project No. i''F' - 0 l Date Co f v,r.)4A4 ?Or 575(2) , )7$0* z4 701 � ' i7c o'n77 licD4-4, 74 ....__ j), toss_ 1 '(.0" 50, - O' ►'T'( = 1 . 53/ p IT .53' p rz = Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:44PM, 15 APR 14 Description:Paul Meermeier Scope: Support Existing Floor Framing `' Rev: 580006 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Timber Column Design Page 1 (c)1983-2006 ENERCALC Engineering Software 14-014 01.ecw:Calculations Description New Column General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 4x4 Total Column Height 6.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50 in Fc 1,500.00 psi Width (along x-x axis) 3.50 in Fb 1,000.00 psi Sawn E-Elastic Modulus 1,700 ksi Unbraced length for"y-y"axis sideways deflection 6.00 ft Unbraced length for"x-x"axis sideways deflection 6.00 ft Lu XX for Bending 6.00 ft Loads Dead Load Live Load Short Term Load Axial Load 675.00 lbs 1,750.00 lbs 0.00 lbs Eccentricity 0.000 in Summary Column OK Using : 4x4, Width=3.50in, Depth=3.50in, Total Column Ht=6.00ft DL+LL DL+LL+ST DL+ST fc:Compression 197.96 psi 197.96 psi b, pA§I,,y., Fc:Allowable 962.31 psi 962.31 psi 962.31 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,500.00 psi 1,500.00 psi 1,500.00 psi Interaction Value 0.2057 0.2057 0.0573 - _Stress Details Fc:X-X 962.31 psi For Bending Stress Calcs... Fc:Y-Y 962.31 psi Max k*Lu/d 50.00 F'c:Allowable • 962.31 psi Le:Bending ..:- 11.04 ft F'c:Allow*Load Dur Factor 962.31 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 1,500.00 psi Rb:(Led/bA2)^.5 6.152 F'bx*Load Duration Factor 1,500.00 psi Min.Allow k*Lu/d 11.00 Cf:Bending 1.500 For Axial Stress Calcs... Cf:Axial 1.150 Axial X-X k Lu/d 20.57 Axial Y-Y k Lu/d 20.57 Title: Meermeier Fdn Repairs Job#14-014 Dsgnr: JAS Date: 2:46PM, 15 APR 14 Description:Paul Meermeier t Scope: Support Existing Floor Framing 1 Rev: 580000 User:KW-0607733,Ver 5.8.0,1-Nov-2006 SquareFooting g Design Page 1 (c)1983-2006 ENERCALC Engineering Software 14-014-01.ecw:CalculaGons Description New Footing General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.680 k Footing Dimension `-A 1.500 ft Live Load 1.750 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf Pc 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.000 Column Dimension 0.00 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.389 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min. Reinf%to Req'd 0.0014 % Summary Footing OK ' 1.50ft square x 12.0in thick with 2-#4 bars Max.Static Soil Pressure. 1,225.00 psf Vu:Actual One-Way' 0.80 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,225.00 psf Vu:Actual Two-Way 11.79 psi . Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi Mu :Actual Alternate Rebar Selections... 0.55 k-ft/ft 2 #4's. 2 #5's 1 #6's Mn*Phi:Capacity 6.66 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's