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Sheet No. 1 of Job No. 12 4824 Date 11/6/12 EXPIRES � � Q � 0 Q N O � N O Cl.l .--i � C 01 � a--� � QJ L � L � > O U Cfl C O a--� f0 7 U f0 U b Project ' General Motors Retrofit ROSS BRYAN ASSOCIATES, INC. $heet No. Mcrdel �S-64-24.33-130 � CONSULTING ENGINEERS Job No. By EOS NASHVILLE, TN Date CODES: 2010 California Building Code 2009 International Building Code - Wind Loads per provisions of ASCE 7-05 AISC Steel Construction Manual, 13th Edition ACI 318-08, Building Code Requirements for Structural Concrete SIGN DIMENSIONS: Sign Length, B 8.6875 ft Overall Height, h 24.385 ft Sign Depth, s 8.6$75 ft. Column Height, c 15.7 ft. MAIN COLUMN SECTION PROPERTIES: Section: HSS8X8X3/8 Fy = 46 ksi A = 10.40 in.Z d = 8.00 in. b = 8.00 in. t = 0.35 in. DEAD LOADS: E_ �x = Sx = rx = Zx = 29000 100.00 24.90 3.10 29.40 Sign Weight = 12 psf Column Weight = 37.61 Ib/ft WIND LOADS: Column Cover, g 0.67 ft. COMPACT SECTION ksi C = in. b/t = in.4 h/t = . 3 in. in. 2 12 4541 2/3/12 of 6 Cover Plates: Not Applicable 40.70 �n3 b = 0.00 in. 19.90 in. t= 0.00 in. 19.90 in. Sx�eff� = 24.90 �n3 Zx�eff� = 29.40 jn3 Concrete = 150 pcf Soil = 90 pcf qn = 0.00256 * kZ * kZt * kd * VZ * I Velocity Pressure, ASCE 7-05, Section 6.5.10 kZ = 0.94 Velocity Pressure Exposure Coefficient, ASCE 7-05, Table 6-3 kzt = 1.0 Topographic Factor, ASCE 7-05, Section 6.5.7.2 kd = 0.85 Wind Directionality Factor, ASCE 7-05, Table 6-4 V= 90 Basic Wind Speed, mph, ASCE 7-05, Figure 6-1 (130=standard for 564) I= 0.87 Importance Factor, ASCE 7-05, Table 6-1 qh = 14.42 Ib/ftZ P= qh * G* Cf Design Wind Loads, ASCE 7-05, Section 6.5.14 G= 0.85 Gust Effect Factor, ASCE 7-05, Section 6.5.8 B/s = 1.00 Length of Sign/Depth of Sign s/h = 0.36 Depth of Sign/Overall Height Cf = 1.79 Force Coefficient, ASCE 7-05, Figure 6-20 P= 21.89 Ib/ft2 CASE A: resultant acts normal to sign face through the geometric center CASE B: resultant acts normal to sign face at a distance from the geometric center toward the windward edge equal to 0.2*Sign Length CASE C: not applicable Project ' General Motors Retrofit ROSS BRYAN ASSOCIATES, INC. Sheet No. 3 of 6 Model �S-64-24.33-130 � CONSULTING ENGINEERS Job No. 12 4541 By EOS NASHVILLE, TN Date 2/3/12 CHECK COLUMN: HSS8X8X3/8 FY = 46 ksi COMPACT SECTION LRFD Load Combinations: 1.2D + 1.6W ASCE 7-05, Section 2.3 Resistance Factors: mb,T,v = 0.9 AISC Specification F1, H3, G1 Service Wind Loads: Moment Arms: Sign, PW = 1.65 kips 20.04 ft. Column, Pw = 0.23 kips 7.85 ft. Total Service Moment at Base: M= 34.92 k-ft Factored Moment at Base of Column: M„ = 55.87 k-ft Yielding Strength: Mn = Mp = Fy * Zx M„ = 112.70 k-ft �b * M� = 101.43 k-ft > Mu = 55.87 k-ft Factored Torsion Due to 0.2 Offset: T„ = 4.59 k-ft Torsional Strength: Tn = F« * C T� = 1123.32 k-ft �T * T� = 1010.99 k-ft > T� = 4.59 k-ft Factored Axial Load: P„ = 1.80 kips Compressive Strength: m* P� = 342 kip5 > Pu = 1.80 kips Factored Shear at Base: V„ = 3.01 kips Shear Strength: V„ = 0.6 * Fy * AW * C„ V� = 133.95 kips �* V� = 120.55 kips > V„ = 3.01 kips Combined Torsion, Shear, Flexure and Axial Force: ��Pu��Pn) -I' (Mu��Mn)� + ��Vu��Vn) + �Tu�mTnl�Z = O.SG < AISC Specification F7-1 O.K. AISC Specification H3-1 O. K. AISC Specification Table 4-3 O_K. AISC Specification G2-1 O_K. AISC Specification H3-6 1.0 O_K. ProjeCt � General Motors Retrofit Mmdel •5-64-24.33-130 By EOS �HECK FOUNDATIONS: LRFD Load Combinations: Resistance Factors: �plain - �� _ �b ' f'� = 2500 psi pa = 100 p5f/ft qa = 1500 p5f Total Service Wind Load: Total Service Moment at Base: Rectan�ular Spread Foundation: Length = 9.25 Dead Load, Pd = Overturning Moment, Mo = Resistive Moment, M, _ Eccentricity, e = M/Pd = Bearing Pressure, qmax = Moment in Footing M„ _ Use 4 No. Use 9 No. Moment Capacity, �M� _ Check Shear, V„ _ Shear Capacity, m*V� _ ROSS BRYAN ASSOCIATES, INC. Sheet No. 4 � CONSULTING ENGINEERS Job No. 12 4541 NASHVILLE, TN Date 2/3/12 1.2D + 1.6W ASCE 7-05, Section 2.3 0.6 ACI 318-08 OJ5 ACI 318-08 0.9 ACI 318-08 Pedestal Width = Pedestal Length = Overburden = PW = 1.88 kips M = 34.92 k-ft ft. Width = 4 ft 2 ft 2 ft 0.25 ft Depth = 4.5 ft. 27.89 kips 43.86 k-ft 129.01 k-ft M�/Mo = 2.94 > 1.5 1.25 ft. kern, k= 1.54 ft. 1366.01 p5f < qa = 1500 psf 65.57 k-ft No Reinforcing Required - Use Minimum Steel 7 Bars Top and Bottom - Length. 7 Bars Top and bottom - Width. 539.62 k-ft > M„ = 65.57 k-ft N/A *See Note Below 45.51 kips/ft of O.K. e<k O_K. O_K. Block Foundation: Length = 6.75 ft. Width = 6.75 ft. Depth = 6.75 ft. Dead Load, Pd = 49.24 kips Overturning Moment, Mo = 48.09 k-ft Resistive Moment, M� = 170.43 k-ft M,/Mo = 3.54 > 1.5 O_K. Eccentricity, e= M/Pd = 0.71 ft. kern, k= 1.13 ft. e< k Bearing Pressure, qmax = 1154.48 psf < qa = 1500 psf O_K. Moment in Footing M� = 55.53 k-ft No Reinforcing Required - Use Minimum Steel Use 5 No. 7 Bars Top and Bottom - Each Way. Moment Capacity, mM� = 1042.31 k-ft > M� = 55.53 k-ft O_K. *Shear is checked at a distance of d from the face of the pedestal; however, d is beyond the edge of the block footing, so the shear check is not applicable. 6 Projett ' General Motors Retrofit ROSS BRYAN ASSOCIATES, INC. Sheet No. 5 Model �5-64-24.33-130 CONSULTING ENGINEERS Job No. 12 4541 By EOS NASHVILLE, TN Date 2/3/12 CHECK FOUNDATIONS: LRFD Load Combinations: 1.2D + 1.6W ASCE 7-05, Section 2.3 Resistance Factors: m= 0.6 ACI 318-08 f'� = 2500 psi Pa = 100 psf/ft qa = 1500 p5f Total Wind Load: Total Service Moment at base: Vertical Slab Foundation: Length = 3 M�top of slab) — Height to PW, h = Required Depth, d = � = 0.75 � = 0.9 Pedestal Width = Pedestal Length = Overburden = PW = 1.88 kips M = 34.92 k-ft ft. Width = 5.5 ft. 35.39 k-ft 18.80 ft. 5.90 ft. O_K. ACI 318-OS ACI 318-08 2 ft 2 ft 0.25 ft Depth = 8 ft. of 6 IBC 2009, Section 1805.7.2.1 Moment in Footing, M„ = 56.62 k-ft Use 5 No. 6 Veritcal Bars on Each Face Use 8 No. 6 Horizontal Bars on Each Face Moment Capacity, �M� = 319.60 k-ft > M„ = 56.62 k-ft Circular Caisson Foundation: No. of Caissons= 1 M (top of caisson) ' Height to PW, h = Required Depth, d = Diameter = 3 ft 35.39 k-ft 18.80 ft. 7.29 ft. O_K. Moment in Footing, M� = 56.62 k-ft Use 9 No. 7 Vertical Bars Use No. 3 Ties at 14 inches o.c max. Moment Capacity, �M� = 316.29 k-ft > Depth = 11.5 ft. O_K. IBC 2009, Section 1805.7.2.1 M� = 56.62 k-ft O_K. �� �� �= ��i e 1 y�i F � ����T —��; �! ��� II �� ��Illll�i � � �'� • tl --8 "a � 1 �., ioC i IIIIII� ���i � � St� 11 - i e. I f l o'Jd ng �i 1 1�; I p Loosei �,� ��, ��tr ��P,s a�d „a�,�,�z. �� �P�� I, .a: 4a� 51 ick Anodlzec Lluminum Foce HMa i ner �9�box ��..�serb y o:�i 1 5'�oinle � Stea CI�GdIn�. EscurcY'eon aoa Cloddlr�.� �sserrbly. 29434`i0 Hef. z94 ��, 2A s Ja4:�9� /I �1 �---E I� _„ _... �cicmer; � - -2 '�"i2 iNT14 SiJ�DOx ._. �,,�ae T�oe. . Ccl��m �Ne��c'�e�t 2844<0' � Se9 I7v�g. 284t400 Gi-� iY ._=-cr cc �_. ' F.rished Grade .Z��i��E� Soc i7wg. 28C5ft50 `or-'Jrl�el �q��� � 5ox In a�lat on. ��. � Lb4 I �`CTE I a.st�l o-ionr o cce ��� � cor u I c� s d oi' iubP a,�;y ir c J .. � . . � li �� � VA i� _ � o �� ; i AA � � VA --- _ _ . :.� .—JL— --_. \�—,'._—_. _ ------ . ---- ._ _.. . --`— ' --_ _ __---_ —�_ — I I — I i —_ � -- � � , w � I -. i �:' suFIY c, t � �Y s'Sns o�uit. 5 e Cl�ph� �I ' as r cl��i -ec. r.,tal ia on Sp..c' F w' lons. � Fo o�r,lct on le o Is v9. 2fi<0 h) COMPLETE SIGN ASSEMBLY 4740180 --�7.,40188� R � 2843'28 —... ._.. ___. . __._ � PARTS LIST �< �� �_« _ c��-�. s` <e,a ze�o� � a 28401C7 4 284CiE � 7&44 r� 1 Zf34C2 1 28�G7 � 23 1^i b q8 3 2 1 ._ . Jr��(� 89 2A419 5 2A40 sa �� 26�109BS � 10 �. �ga 2 S rsQ � cnl�-�- r _. . _ �__ 1� I_._ I l SECT I ON o-,80 iNSTA�LA7lON SEQUENCE Irstal�a'io> >:iuol shJl� be suFD�'ie� �,� ' ei'�e�- :sub'ect t� aperovcl by GM-D-7. . _r-��l , � . .,: for -; �r-i I . ccco�donoe n+h Dwg. l'- __., _ .,, ..-'�S c_ : . ^, olec'r'ca'�. st�7 �p. 2. Eract Colur� (PART k78444C1:. Leve', pl�mD ��nc grouT as soc�vn o� Dvig. 2&4036C. 3. �ract S gnbox Assembly 4743400 0o Column us�r� 4-s�o' Dia. H.S.Bolts (f'orF No. 28�0181, 7_&401a"2 & 294C1851. See I�sYo lotlor Soecifications. <. ,-x+c�d io�-0�� slc:ct�ical lead from inslde o' slgnbox fhrocgh r'g'd condui��- dCmr +o �n'le+ box. �- I�s'e I Tor Stcl�les_ �'-:.... ., �_c'ea -o�3"9t c'� c�;;���cx. �. les' al elec -ice�i elr �f t� fo�- enr'.r�ily ancl g-occ�. 7. Fr<c+ EscuYCY�c� �i� :I�cd x Assorb,y 2843<50. 8. -o�.ich up biack s� fa.:os �1 - gnbox cnd Col�mn as �ecessc�y. F I �I�21 >U 11ATI�P �'] /nl CA L^.T l LJIf'aV � I� ,�i. „�4"OS1'%U) = o t2/JS6>! L�"P. 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