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HomeMy WebLinkAbout57169B-ENG-SS4' - 6 " 2' - 0 " 5'-0" 5'-6" 2' - 6 " FRONT ELEVATION1- 2 1 2 STD. PIPE OD:2.875" WALL:0.203" 6" 3' - 1 1 " 1'-6"Ø 11545 W. BERNARDO COURT SUITE 201, SAN DIEGO, CA 92127 PROJECTMANAGER@SULLAWAYENG.COM PHONE: 1-858-312-5150 FAX: 1-858-777-3534 PROJECT: PROJECT #: CLIENT: DATE: ENGINEER: LAST REVISED: SIGNATURE AVIATION - MONUMENT SIGN E1/E2 - 375 CO RD 352, RIFLE, CO 57169B BROOMFIELD SIGN COMPANY 6-1-2026 DGC GENERAL NOTES 1. DESIGN CODE: IBC 2015 2. DESIGN LOADS: ASCE 7-10 3. WIND VELOCITY: 120 MPH EXPOSURE C 4. CONCRETE 2500 PSI MIN. 5. PIPE STEEL ASTM A53, Fy= 35 KSI MIN. 6. LATERAL SOIL BEARING PER IBC CLASS 4 (150 PSF/FT) 7. ALL DIMENSIONS TO BE VERIFIED PRIOR TO FABRICATION. Page 1 of 3 6-1-2026 PROJECT: Signature Aviation - Monument Sign E1/E2 DATE: PROJ. NO.: 57169B ENGINEER: CLIENT: Broomfield Sign Company 5.8.2 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-10 F=qz*G*Cf*Af with qz = 0.00256KzKztKdV2 (29.3.2 & 29.4) Cf=1.439 (Fig. 29.4-1) max. height= 4.50 1.0 Kzt=1.0 (26.8.2) (=1.0 unless unusual landscape) Kz=from table 28.3-1 Exposure= c 2 Kd=0.85 for signs (table 26.6-1) Lz= V= 120 mph G= 0.85 (26.9) weight= 0.235 kips s/h=1.000 MDL=0.00 k-ft B/s=1.22 Pole structure height at Wind Loads component section c.g. Kz qz Af shear Moment MW 1 1.0 0.85 26.6 11.0 358 358 2 3.250 0.85 26.6 12.5 407 1323 sums: 24 766 1.68 (Mw)k-ft arm= 2.2 for s/h=1, add 10% (asce fig. 29.4-1):x 1.10 1.85 Pu=0.28 kip M= 1.85 k-ft M=sqrt(MDL 2+Mw 2) Mu=sqrt(1.2MDL 2+1.0MW 2) =1.85 k-ft Pole Design section; pipe Mu < φMn with Mn = fyZfy=35 ksi ࢥ=0.9 H Mu(k-ft)t (in) Z USE at grade 1.85 0.154 1 2 1/2 Std. Pipe, ˠMn = 3.59 k-ft Footing Design footprint: round ω=1.3 IBC 1605.3.2 IBC Table 1806.2, sections 1806.3.4, 1807.3.2 S=(2x) P= 0.60 kip S1 = S x d / 3 A = 2.34 x P / (S1 x b) S= 300 S1= 388 d =0.5xA (1+ (1+4.36x h/A) ^.5) CBC 1807.3.2.1 A= 2.40 footing:1' - 6" dia. 3' - 11" deep 0.70 2 Z req'd. (in) Size(in) 32.6 6/1/26 DGC pressure qz*G*Cf 32.6 12396 World Trade Dr., SD, CA 92128 projectmanager@sullawayeng.com Phone: 858-312-5150 Page 2 of 3 PROJECT: Signature Aviation - Monument Sign E1/E2 DATE: PROJ. NO.: 57169B ENGINEER: DGC CLIENT: Broomfield Sign Company V5.8.2 units; pounds, feet unless noted otherwise Check Buckling for Round HSS Section Pole Design-AISC section; A53 weight= 0.2 kips Fy=35 ksi ࢥ= 0.9 E= 29,000 ksi H Mu(k-ft)t (in) Z S at grade 1.85 0.189 11 spec wt= 0.526 kcf r=1.0 signage wt; 0.235 k A=1.6 pipe weight 0.006 k D/t= 15.2 h (L) = 1 P= 0.241 k KL/r= 25.2 Pr=0.29 k K= 2 Fcr=33.92 for KL/r<sqrt(E/fy)AISC Chap. E3 Fe= 465.9 ksi (E3-4) Fcr=409 for KL/r>sqrt(E/fy) 4.71sqrt(E/fy)=137.9 use Fcr=33.92 for D/t < 0.07 E/Fy section is compact 0.07 E/Fy=58 for D/t < 0.31 E/Fy section is non-compact 0.31 E/Fy=257 Section is compact Pn=FcrAg=54.09 k Pc=φPn=48.7 k Mn=(0.021E/(D/t) + Fy)S=6.40 k (non-compact)(F8-2) Mn=FyZ=3.98 k-ft (compact) Mn=FcrS=2.84 k-ft (slender - slender sections NOT USED) use Mn=3.98 k-ft Pu/φPn =0.0059 Mc=φMn=3.59 k-ft Mu/φMn =0.52 Pr/Pc=0.0059 AISC Chap. H1 Pr/2Pc=0.0030 Pr/Pc + 8/9 * Mr/Mc =0.46 For Pr/Pc<0.2; Pr/2Pc + Mr/Mc =0.52 use 0.52 OK Round Pipe Torsion Capacity Pipe D= 2.875 in t= 0.189 in E= 29 x10e6 psi L= 40 ft J= 3 C= 2 in3 C=2J/d J=pie/32(d^4-(d-2t)^4) Tn=FcrC φ=0.9 AISC H3 Fcr=1.23E / ( sqrt(L/D)(D/t)^1.25 ) Fcr =91.9 ksi max; Fcr =293.3 ksi Fcr=0.6E / ( (D/t)^1.5 ) Fcr =293.3 ksi Fcr < 0.6Fy 0.6Fy =21 ksi Fcr =21.0 ksi Tu=0.84 k-ft φTn=38.01 k-in 3.17 k-ft ( Tu/φTn )2=0.071 Pu/φPn +Mu/φMn +( Tu/φTn )2=0.59 OK 6/1/26 Size(in) 0.70 2.875 12396 World Trade Dr., SD, CA 92128 projectmanager@sullawayeng.com Phone: 858-312-5150 Page 3 of 3