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:alculmtion: Concenp is Spread Fig (99-99)
<br />Unfaelned Induced Forces:
<br />Load'I'ypes:
<br />Axial Forces:
<br />Dead Load, D:
<br />26.1 k
<br />Lateral Earth Pressure, H:
<br />0.0 k
<br />Live Load, L:
<br />0.0 k
<br />Roof Live Load, L,:
<br />0.0 k
<br />Base Snow Load, Sb, ,:
<br />0.0 k
<br />Drifting Snow Load, Sd r:
<br />0.0 k
<br />Wind Load, W(,):
<br />0.0 k
<br />Wind Load, W .):
<br />0.0 k
<br />SDS:
<br />0.20
<br />Redundancy Factor, p:
<br />1.00
<br />Earthquake Load, Q,,:
<br />0.00 k
<br />Earthquake Load, E:
<br />0.00 k
<br />Vert. Earthquake Load, E,.:
<br />1.04 k
<br />Footing Design Options: hichrde Weight for
<br />Bearing Pressure:
<br />Footing Weight No
<br />Soil over Ftg Weight: No
<br />Slab on Grade over Fig Weight: No
<br />nmtnn, steel
<br />(4)
<br />45
<br />Bars 1 to
<br />(Main lo,mf)
<br />(4)
<br />#5
<br />Bars 11 to I
<br />Top Steel
<br />O
<br />#5
<br />Bars tot
<br />(uulift Reinf)
<br />(1
<br />45
<br />Bats (l to I
<br />Do vaward Forces
<br />A,:
<br />1.24 ill
<br />a:
<br />0.36 in
<br />pt:
<br />0.0197
<br />P:
<br />0.0028
<br />Section Is:
<br />Tension Controlled
<br />M":
<br />149 k-in
<br />M,,:
<br />586 k-in
<br />0':
<br />0.9
<br />0M,,:
<br />528 k-in
<br />Unity:
<br />0.28 ON
<br />Concrete fc:
<br />4500 psi
<br />Concrete Density:
<br />150 pcf
<br />Reinforcement, fj.:
<br />60 ksi
<br />Reinf. Epoxy Coated:
<br />No
<br />Allow. Soil Bearing;
<br />1500 psf
<br />Soil Density:
<br />120 pcf
<br />Cone. Mod. Factor'),':
<br />1.00
<br />omp. Zone Factor, Ill:
<br />0.825
<br />(Long dim.) Length:
<br />4.50 ft
<br />Width:
<br />4.50 ft
<br />Depth:
<br />12 in
<br />Footing Area:
<br />20.25 ft"
<br />Fn Self Weight
<br />3.038 k
<br />Include Weight fin
<br />lJnlift Resistance:
<br />No
<br />No
<br />Footing R
<br />at 12.5 in o.c.
<br />at 12.5 in o.c.
<br />,ength
<br />at - in O.C.
<br />'It gth
<br />at - in O.C.
<br />at
<br />d1l: (Lang
<br />Uplift Forces
<br />A,:
<br />0 in2
<br />a:
<br />0 in
<br />Pt:
<br />0.0197
<br />p:
<br />0.0000
<br />Section Is:
<br />Tension Controlled
<br />Mo:
<br />0 k-in
<br />M":
<br />0 k-in
<br />fib:
<br />0.9
<br />¢M":
<br />0 k-in
<br />Ulrity:
<br />0.00 ON
<br />Include Weight for
<br />Uplift Flex Resist:
<br />No
<br />No
<br />forcemeat Steel:
<br />Cover:
<br />Side Cover:
<br />Cover:
<br />Side Cover:
<br />Column Type: Concrete
<br />Column Dim: 12 in along fig length
<br />Column Width: 12 in along fig width
<br />Base PL Dim: 12 in along fig length
<br />Base PL Dim: 12 in along fig width
<br />ill--.: 0 in ni,,;,,,,,: 0 in
<br />Slab on Grade Above Footing Diniensi
<br />Footing Location:
<br />Interio
<br />Slab Thickness:
<br />0 in
<br />Slab Area over Fig:
<br />20.25 It
<br />Slab over Ftg Weight:
<br />0 k
<br />Slab Dist. Beyod Ftg:
<br />2 ft
<br />Slab Area beyond Ftg:
<br />42.25 ft�
<br />Slab Weight for Uplift:
<br />0 k
<br />Depth of Soil over Fooling: 0 in
<br />Soil Area over Ftg: 20.25 ft2
<br />Soil over Ftg Weight: 0 k
<br />3 in (Ibot: 8.063 in No Uplift at Top ofFtg ->
<br />2 in Top Steel Not Req'd
<br />2 in d,op: 9.063 in Top Steel Not Req'd for
<br />2 Ili Footing Thickness
<br />for
<br />Downward Forces
<br />A,:
<br />1.24 in
<br />a:
<br />0.36 in
<br />pt:
<br />0.0197
<br />p:
<br />0.0028
<br />Section Is:
<br />Tension Controlled
<br />M":
<br />149 k-in
<br />M":
<br />586 k-in
<br />k:
<br />0.9
<br />l M,,:
<br />528 k-in
<br />Unity:
<br />0.28 OK
<br />Vidth: (Short Dimension)
<br />Uplift
<br />Forces
<br />As
<br />0 in2
<br />a:
<br />0 in
<br />p,:
<br />0.0197
<br />p:
<br />0.0000
<br />Section Is:
<br />Pension Controlled
<br />M":
<br />0 k-in
<br />M":
<br />0 k-in
<br />bib:
<br />0.9
<br />¢M":
<br />0 k-in
<br />Ftg Length One -Way Punching Shear Capacity: I
<br />Two Way Punching Shear Capacity: (
<br />Min Reinforcement Requirements:
<br />Reinf. 11 to Min. A,:
<br />1.166 iln2
<br />V",: 8.8 k
<br />V"z: 37 k
<br />Cone. shear strength Vc: 58.41 k
<br />Perimeter of Critical Section, bo:
<br />80.25 in
<br />Length Provided A,:
<br />1.24 inn
<br />OK
<br />Q„ 0.75
<br />Cone. shear strength "Vc," :
<br />173.6 k
<br />Reinf. 1 to Min. A,:
<br />1.166 ia2
<br />Shear Capacity �V,,: 43.8 k
<br />Conc. shear strength "V,2" :
<br />260.4 k
<br />Length Provided A,:
<br />1.24 i112
<br />OK
<br />Unity: 0.20 OK
<br />(1:
<br />Conc, shear strength "V,.,n" :
<br />a,:
<br />1.00
<br />261.2
<br />40
<br />s"„r:
<br />ds,„e„e:
<br />so,;,,:
<br />18 in
<br />0.75 in
<br />2.125 in
<br />OR
<br />OK
<br />Fig Width One -Way Punching Shear Capacity:
<br />V",: 8.8 k
<br />Check Flexural Steel Development Length:
<br />Cone. shear strength Vc: 58.41 k
<br />0.75
<br />Reinf. 11 to Length, 1p,oh,.,d:
<br />19 in
<br />0.75
<br />Shear Capacity iflV,,: 130.2 k
<br />Shear Capacity �Vo: 43.8 k
<br />Unity:
<br />0.28 OK
<br />Reinf. 1 to Length, Ip,00, d:
<br />19 m
<br />Unity: 0.20 OK
<br />Bottom Laver
<br />Reinf. 11 to Length, Id:
<br />Reinf.
<br />1162 in
<br />OK
<br />USE: 4.50 It long x 4.50 It wide x 1.00 It deep
<br />footing rv/
<br />Net Uplift Check:
<br />Max Column Uplift: 0.00 k [LRPD]
<br />Footing Weight: 2.734 k
<br />Bottom Layer Reinf.: (4) 45 bars each way
<br />Reinf .L to Length, Id: 12.62 in
<br />"Lou Laver Reinf.
<br />OK
<br />Add. Resist DL: 0.0 k (L OD)
<br />Reinf. 11 to Length, Id:
<br />0 in
<br />OK
<br />Total Net Uplift: 0.00 k OK
<br />Reinf. 1 to Length, Id:
<br />0 in
<br />OK
<br />13228 NE 20th St., Suite 100, Bellevue, WA 98005 1 (425) 614-0949
<br />Project: South Point Plaza Pg. No: C - 99
<br />Address: 10121 Evergreen Way#1 Everett,WA98204 Date: 6/27/23
<br />Client: SDH Architects, LLC Job No.: 23136
<br />
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