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HomeMy WebLinkAboutX2019-0602 - Calcsr Page 1 of 4 1 iDr SULLAWAY ENGI EERI G 10815 RANCHO BERNARDO RD., SUITE 260 SAN DIEGO, CA 92198 PROJ ECTMANAGER@S U LLAWAYENG.COM PHONE: 1-858-312-5150 FAX: 1-858-777-3534 PROJECT: HOAG HOSPITAL PRESBYTERIAN, 1 HOAG DRIVE, NEWPORT BEACH, CA PROJECT #: 20848 CLIENT: SIGN SPECIALISTS CORPORATION DATE: 02-13-2019 ENGINEER: OE LAST REVISED: 1' 7" 3'-11" 22'-0" 16'-7" 1 t t I I I • I I I f I I J I GENERAL NOTES 1. DESIGN CODE: CBC 2016 2. DESIGN LOADS: ASCE 7-10 3. WIND VELOCITY 110 MPH EXPOSURE C 4. CONCRETE 2500 PSI MINIMUM 5 THE CMU BLOCK SHALL CONFIRM TO ASTM C90 WITH STRENGTH fm=1500 PSI 6 MORTAR PER ASTM C270, TYPES WITH ASTM C467 COMPRESSIVE STRENGTH PER ASTM C1019 7 STEEL REINFORCEMENT IN CONCRETE ASTM A615 GR 60 8 PROVIDE MIN. 3" CLEAR COVER ON ALL STEEL EMBEDDED IN CONCRETE 9. VERTICAL SOIL BEARING PER CBC CLASS 5 (1500 PSF) 10. PROVIDE PROTECTION AGAINST DISSIMILAR METALS 22'-0" 8" CMU CMU WALL CMU GROUT 2'-2" CMU BEHIND SIGNAGE PANEL #3 HORIZONTAL BARS @ 32" OC #4 VERT BARS @24"OC 22'-0"X2'-2"X1'-0" DEEP SPREAD FOOTING W/ #5@12" OC TOP & BOTTOM EACH WAY O3 SECTION STD HOOK DEVELOPMENT LENGTH = 10%4" Page 2 of 4 S U L LAWAY ENGINEER! 10815 Rancho Bernardo RD., SD, CA 92127 projeetmanager@sullawayeng.com Phone:858-312-5150 Fax: 858-777-3534 PROJECT: HOAG HOSPITAL PRESBYTERIAN PROJ. NO.: 20848 CLIENT: SIGN SPECIALISTS CORPORATION DATE: 2/13/19 ENGINEER: OE V5.0 Applied Wind Loads; from ASCE 7-10 units; pounds, feet unless noted otherwise Pole Loads F=VG*Cf*Af Cf= 1.350 KZt= 1.0 with qZ = 0.00256KZKZtKdV2 (Fig. 29.4-1) (26.8.2) (=1.0 unless unusual landscape) KZ from table 28.3-1 Kd= V= G= s/h= B/s= 0.85 for signs (table 26.6-1) 110 mph 0.85 (26.9) 1.000 4.00 structure height at pressure component section c.g. KZ qz qz"G*Cf (29.3.2 & 29.4) Exposure= C Af weight= 1.216 kips MDL= 0.00 k-ft Wind shear Moment Mw 1 2 3 0.54166667 2.91666667 5.125 0.85 0.85 0.85 22.4 22.4 22.4 25.7 25.7 25.7 23.8 81.3 16.5 612 332 2087 6088 424 2172 sums: 121.6 3123 for s/h=1, add 10% (asce fig. 29.4-1): x 1.10 Pu= Mu= sgrt(1.2MDL2+1.0MW) = 1.46 kip 9.45 k-ft max. height= 5.5 8.59 (Mw) k-ft arm= 2.8 9.45 M= 9.45 k-ft M=sgrt(MDL2+Mw2) Page 3 of 4 SULLAWAY ENGINEERING 10815 Rancho Bernardo RD., SD, CA 92127 projectmanager@sullawayeng.com Phone: 858-312-5150 Fax: 858-777-3534 PROJECT: HOAG HOSPITAL PRESBYTERIAN PROJ. NO.: 20848 CLIENT: SIGN SPECIALISTS CORPORATION DATE: 2/13/2019 ENGINEER: OE V5.0 Check CMU wall - cantilever flexure (fc = 1500 psi) Moment at base fy = a=Asfj/0.85f0b= OMn4Asfr(d-a/2)= OMn= 60 ksi 4 bar = (9.45)*(24/264) d = 4.00 in A = 0.20 in"2 Std. Hook Development ACI Ch. 25 M/ft = 0.86 (k-ft)/per 2'-0" b= 24 in As = 0.20 inA2 0.409 40.24 k-in/per block 3.35 k-ft/per block Combined = 0.26 <1 OK 13) 0.75 bar# = bar dia. = fy = y�e = (ic = qr= 0.5 60000 psi 1.2 A 0.7 fc = 1 Greater of: a) (fyile4iclir/50XVfc)db b) 8db c) = 10.08 in 4 in 6 in use 10.08 in 1 psi Page 4 of 4 SULLAWAY ENGINEERING P.O. Box 28789, SD, CA 92198 mikesullaway@gmail.com Phone: 858-312-5150 Fax: 858-777-3534 PROJECT: HOAG HOSPITAL PRESBYTERIAN PROJ. NO.: 20848 CLIENT: SIGN SPECIALISTS CORPORATION DATE: 2/13/19 ENGINEER: OE V5.0 Longitude Direction units; pounds, feet unless noted otherwise applied shear at grade v= 1.952 kip unfactored load 3.123 k (factored) applied moment at grade m= 5.907 kip-ft unfactored load 9.45 k-ft depth of soil above footing hs= 0.0 ft allowable soil bearing p= 1.995 ksf (i.e., 1500 x 1.33 = 1995 psf) CMU Weight W1= 10.08 k (22'-0"*5'-6"*8"*0.125kcf) Signage Weight W2= 0.75 k ((3'-11 "+16-7")*3'-8"*0.01 ksf) Total Weight W= 10.84 k (use a factor of 1.33 for wind or seismic) Spread Footing Design moment m= 7.9 k-ft Footing size (ft) b= 22.00 L= 2.17 h= 1.00 S= 17.2 Footing Weight= 7.2 k Total weight= 10.84 k soil 0.00 total= 17.99 Overturning; Mc= 19 Mc>1.5M 2.479 ok soil pressure; max= 0.843 ksf ok forces on concrete pad; V= 14 k Vr= 23 k (=1.6V) M= 8 k-ft Mr 12.5 k-ft Check Slab; cp. 0.9 fy= 60 ksi fc= 2.5 ksi 150 Ibs/ft3 Flexure As= 0.35 d= 8.0 in clMn=0Asfy(d-a/2)= 151 k-in = 13 k-ft Mr<QMn ok a=Asfy/0.85fcb= 0.037 in Check minimum Asmin=3sgrt(fc)bd/fy = 5.28 200bd/fy= 7.04 or 1.333A= 0.47 in2 ACI 10.3.1 short direction 7s=2/(13+1) = 0.8 with Shear; OVr,=i2sgrt(fc)bd 4V = 158.4 4,= 0.75 Top Slab Use AS 0.47 in` R= 1.5 short direction; yAs= 0.37 in` use #5@12" each direction Vr<cvn ok Assume half of footing is in uplift weight= 4 kip M= 2 k-ft Flexure As= 0.150 (1)Mn=0Asfy(d-a/2)= 64 k-in = 5.35 k-ft a=Asfy/0.85fcb= 0.163 in Check minimum arm= 0.5 ft Mr 2.3 k-ft Asmin=2sgrt(fc)bd/fy = 0.52 200bd/fy= 0.69 short direction 7s=2/(13+1) = 0.8 with R= 1.5 short direction; Mr<oMn ok or 1.333As= 0.2 in2 Use As= 0.20 in` yAs 0.16 in` use #5@12" each direction