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Report (69) , iS7 />--CX 2-3y I L-' n> 5w & /'rcif- RECEIVED '' //1 /(1.2_.')' \.,,,..;..,2(--------),.___ JUN 1 9 2017 ` " r CITYvOF TIGARD BUILDING DIVISION j `to 3 P Nguyen Residence Tree Damage R G . r - 10980 SW Walnut St *` �° Tigard, Oregon 97223 \''rl , 1 ZerJune 17, 2017 OREG "3 , .;7 For: Steve Kerstulovich v"i Paul Davis Restoration BER A" '�` ,.' The JAS Engineering design team has received the request from you toJprovide rafterrepair,-^• �- j and roof replacement along with deck repair drawings for the project referenced above. We 6 -I 11 have visited the property and assessed the requirements for this repair and replacement. We can prepare drawings, details and calculations for the project. OBJECTIVES The JAS team understands that you are proposing to rebuild the roof framing of this house and repair the deck due to tree damage during a recent wind storm. We made a visit to the residence on Wednesday, May 3rd to look at the residence roof and wall damage in addition to the rear deck damage caused by the fallen tree. The house is single story, with a gable roof. The deck is an elevated structure at the rear of the house. The tree damaged area is on the center of the manufactured roof truss framing and part of the back wall. The deck is damaged in this area and on the back left side so in two locations. Per our visit to the house, we have established that the roof appears to be 26' span manufactured trusses at 24" oc with 2x4 top chords, 2x4 bottom chords and 2x4 webs. The back wall needs to be repaired where the tree impacted it. The deck framing appears to be (2) 2x6 beams alternating.with 2x6 beams at 4' oc. The newer portion of the deck has 2x6 beams at 2' 4" oc. We will coordinate with you to make an additional site visit to assess the damage better and measure up the house and as-builts for the deck if necessary. We anticipate replacing(5) damaged trusses and possibly sistering (2) additional ones to the trusses adjacent to the ones being removed to meet current roof snow load requirements. The deck beams will be replaced where damaged and additional deck support structure will be required to meet code required deck loading criteria. JAS Engineering will call out the replacement insulation requirements for roof and repaired walls. The project will include replacement of the gypsum wall board GWB at the underside of the trusses and repairs to the sheet rock cracked in other areas of the house. JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 We will provide construction drawings and calculations for submittal to the City of Tualatin for permit. These will include information covering the scope of work as described above. We will work with you to provide details consistent with your preferences. As noted above, additional scope of work may be required after the site measurement is completed and we can better assess the damage. All new proposed work will be designed to be constructed in conformance with the 2012 International Building Code (IBC) with 2013 OSSC amendments. The proposed repairs are to be focused on the gravity support of the residence and deck. Lateral force design for wind and seismic will not be required as there are no changes to the existing lateral force resisting system. Design Criteria: IBC 2012: With 2014 OSSC Amendments Snow Load: 25 PSF Roof Dead Load: 15 PSF Floor Live Load: 40 PSF Floor Dead Load: 15 PSF Wind Load: 120 psf, Exposure B (Ultimate Wind Speed) Seismic: Ss=0.984, S1=0.422 JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY,OR 97045 • 503-657-9800 Client 1PPrIAL Di -v Is g Sheet of Project I. (,v\ 1 P 644 Ce, Design by D Prert K XZ) Date 6 - i`I )i 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. Work:503-657-9800 Fax:503-656-0186 3 Date Rc?ttE PES ¶R csV 5 • 2v 0 "If, 0-'o'-- j. ,,0,) �xeb5 ���i�T� ` 1Z Z7�4 1.PGHeav r -1000 5 � l 1 V -C" 30 7.A. ( c& ) t f\,7 A- - - glighb\ 44111611b— tic¢Bq'nH Cypw fi the,IFh Client P L D o t c? 54- Sheet of Project 5 +n I LOfitimalDesign by 3795 Crit le ephiirc.,.5 Date 1"ti�'j7 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Work:503-657-9800 Fax:503-656-0186 Project No. — �7 3 Date 51-6 15PeN Z oC (qoPSF- eU cpc est =3o 3z (.73,_ S)('' /2{9 ‘A-4,C tL (2 - ( e_lJ ti) z, ck- 2 ( 24914) =moo good v.5 (2-) ZX rro 0 abotAt C176_9 - , C2) Title: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 2:50PM, 30 MAY 17 Description:Paul Davis Const Scope: Repair Tree Damage to E Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software __: .r. � .............. ter_. ............:�r :� n, --.. ,,;;r - 17-033-01 ecw Calculations Description Deck Joists General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 2x6 Center Span 8.00 ft Lu 2.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth Right Cantilever ft Lu Member Type 5 5 Say, 0.00 ft 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 LFull Length Uniform Loads Center DL 30.00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.949 : 1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.6 k Allowable 0.9 k-ft Allowable 1.5 k Max. Positive Moment 0.88 k-ft at 4.000 ft Shear: @ Left 0.44 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.44 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @Right Support 0.00 k-ft @ Center 0.117in Max.M allow • 0.93 @ Right 0.000 in Reactions... fb 1,396.36 psi fv 71.04 psi Left DL 0.12 k Max Fb 1,471.90 psi Fv 180.00 psi Right DL 0.12 k Max 0.44 k 0.44k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.078 in -0.287 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 ...Length/Defl 1,227.6 334.81 0.0 Right Cantilever... Camber(using 1.5*D.L.Defl)... Center Deflection 0.000 in 0.000 in @ 0.117 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in LStress Calcs Bending Analysis Ck 33.438 Le 4.118 ft Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Rb 10.993 CI 0.985 Max Moment Sxx Read Allowable fb @ Center 0.88 k-ft 7.17 in3 1,471.90 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 0.59 k 0.59 k Area Required 3.256 in2 3.256 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.44 k Bearing Length Req'd 0.469 in Max.Right Reaction 0.44 k Bearing Length Req'd 0.469 in Title: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 2:50PM, 30 MAY 17 Description:Paul Davis Const Scope: Repair Tree Damage to E Deck (p Rev: 580004 --- User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations Description Deck Joists Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.44 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: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 3:09PM, 30 MAY 17 Description:Paul Davis Const 1 Scope: Repair Tree Damage to E Deck Rev: 580006 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Timber Column Design Page 1 (c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations Description Deck Post 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 240.00 lbs 640.00 lbs 0.00 lbs Eccentricity 0.000in , L 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 71.84 psi 71.84 psi 19.59 psi 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 0.0747 0.0747 0.0204 Stress Details Fc:X-X 962.31 psi For Bending Stress Calcs... Fc Y-Y 962.31 psi Max k*Lu/d 50.00 Pc: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 k.1 Ote-Vt LOW e )- 2 4 0V- ,60 Title: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 3:16PM, 30 MAY 17 Description:Paul Davis Const (, } Scope: Repair Tree Damage to E Deck Rev: 580000 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Square FootingDesign Page 1 (c)1983-2006 ENERCALC Engineering Software 9 —� 17-033-01.ecw:Calculations Description Deck Ftg General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.240 k Footing Dimension 1.000 ft Live Load 0.640 k Thickness 10.00 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 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.216 in2 As Req'd by Analysis 0.0001 in2 Min Allow%Reinf - 0.0014 Min.Reinf%to Req'd 0.0014 % SummaryI Footing OK 1.00ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,000.83 psf Vu:Actual One-Way 0.00 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,000.83 psf Vu:Actual Two-Way 6.66 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi Mu :ActualAlternate Rebar Selections... 0.20 k-ft/ft 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 7.49 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Client ? 1— Dkv I 4CzAfr Sheet c of . Project 1`" tAvk t) .KC=g' Design by c i vim ,�- cti4 R3-t 5eNs Date 5"7,7 ? 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. VI r°2777 Date Work:503-657-9800 Fax:503-656-0186 D c.,4sot 2. `ac, �P rJ Z ' r©c (610(z,c7) Ia61v /r /04, (g5) '(0/ i dr e E4c(%oei 1� cry P05 (2) 453q c /'ozg N-Z B rOc_J o 151-5 170%2 4: 3z/0,4 /Z0. 2-4 (V 2-$4 6 K— Air 2 '4 l oc T o►6erc l2 t2 e, tet, 6)0-'04) — s 1" Ocf Title: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 4:47PM, 30 MAY 17 Description:Paul Davis Const Scope: Repair Tree Damage to E Deck �0 Rev: 580004 User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam - Page 1 (c)1983-2006 ENERCALC Engineering Software 17 033-01 ecw Calculations , �uwa ..,,,;,�: Description Deck Joists at 2'8"oc � � �`°" "`', General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x8 Center Span 8.50 ft Lu 2.00 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 40.10#/ft LL 106.80 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft • Summary Beam Design OK Span=8.50ft,Beam Width=1.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.896 : 1 Maximum Moment 1.3 k-ft Maximum Shear*1.5 0.8 k Allowable 1.5 k-ft Allowable 2.0 k Max.Positive Moment 1.33 k-ft at 4.250 ft Shear: @ Left 0.62 k Max.Negative Moment 0.00 k-ft at 8.500 ft @ Right 0.62 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.087 in Max.M allow 1.48 @ Right 0.000 in Reactions... fb 1,211.53 psi fv 74.40 psi Left DL 0.17 k Max 0.62 k Fb 1,352.47 psi Fv 180.00 psi Right DL 0.17 k Max 0.62 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.213 in Deflection 0.000 in 0.000 in ...Location 4.250 ft 4.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,753.8 478.75 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.087 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 4.118 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 12.622 CI 0.980 Max Moment Sxx Req'd Allowable fb @ Center 1.33 k-ft 11.77 in3 1,352.47 psi @ Left Support 0.00 k-ft 0.00 in3 @ Right Support 0.00 k-ft 1,380.00 psi 0.00 in3 1,380.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.81 k 0.81 k Area Required 4.495 in2 4.495 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.62 k Bearing Length Req'd 0.666 in Max.Right Reaction 0.62 k Bearing Length Req'd 0.666 in Title: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 4:47PM, 30 MAY 17 • Description:Paul Davis Const Scope Repair Tree Damage to E Deck 1' Rev: 580004 I User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations Description Deck Joists at 2'8"oc Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.62 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: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 5:55PM, 30 MAY 17 Description:Paul Davis Const - Scope: Repair Tree Damage to E Deck Rev: 580006 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Timber Column Design Page 1 (c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations Description Deck Post at 2'8"oc Joists (2)2x4 General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 2-2x4 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) 3.00 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 340.40 lbs 907.80 lbs 0.00 lbs Eccentricity 0.000in LSummary 1 Column OK Using : 2-2x4, Width=3.00in, Depth=3.50in, Total Column Ht=6.00ft DL+LL DL+LL+ST DL+ST fc:Compression 118.88 psi 118.88 psi 32.42 psi Fc:Allowable 763.96 psi 763.96 psi 763.96 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,491.42 psi 1,491.42 psi 1,491.42 psi Interaction Value 0.1556 0.1556 0.0424 Stress Details • Fc:X-X 763.96 psi For Bending Stress Caics... Fc:Y-Y 962.31 psi Max k*Lu/d 50.00 F'c:Allowable 763.96 psi Le:Bending 11.04 ft F'c:Allow*Load Dur Factor 763.96 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 1,491.42 psi Rb:(Led/b^2)^.5 7.178 F'bx*Load Duration Factor 1,491.42 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 24.00 Axial Y-Y k Lu/d 20.57 Title: Nguyen Deck Repairs Job#.17-033 Dsgnr: JAS Date: 5:47PM, 30 MAY 17 • Description:Paul Davis Const 17 Scope: Repair Tree Damage to E Deck l Rev: 580006User:KW-0607733,Ver 5.8.0,1-Nov-2006 Timber Column Design Page _(c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations Description Deck Post at 2'8"oc Joists 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 340.40 lbs 907.80 lbs 0.00 lbs Eccentricity 0.000in 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 101.89 psi 101.89 psi 27.79 psi 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 0.1059 0.1059 0.0289 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/b^2)^.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: Nguyen Deck Repairs Job#17-033 Dsgnr: JAS Date: 5:49PM, 30 MAY 17 Description:Paul Davis Const Scope: Repair Tree Damage to E Deck l'/1\ Rev: 580000 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Square FootingDesign Page 1 —(c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations Description Deck Ftg at 2'8"oc Joists General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.340 k Footing Dimension 1.000 ft Live Load 0.910 k Thickness 10.00 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 fc 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 - IReinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.216 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.00ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,370.83 psf Vu:Actual One-Way 0.00 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,370.83 psf Vu:Actual Two-Way 9.17 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi Mu :Actual Alternate Rebar Selections... 0.27 k-ft/ft 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 7.49 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's