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Plans (3) ECEIVED 7 :48 PM a x�N' 12:48 PM JUL 0 0 2010 CITY OF TIGARD BUILDING DIVISION Structural Engineering Russ Chevrolet / Saturn 11880 SW Pacific Hwy Tigard, OR 97223 Relocated exsting sign to new footing and anchor rods, 29' -10" OAH General Structural Notes: Governing Building Code: OSSC 2007 Dead: 15 psf Live: N/A psf Snow: N/A psf, flat roof Wind: Basic wind speed = 94.5 mph, 3 second gust Exposure= C, open terrain Importance Factor = 1.0 Seismic: < Wind CITY KT IGARD Index to Calculations: Approved •-•• • — (v7 Conditionally ApproNed ( ] • Title 1 See Letter to: Follow ( ] Material Notes 2 A : ' Wind Loads 3 Permit N .: • 0�at! — CCU IOj Footing Design 4 to 5 Ad ' ress: rtrtWOW ft.tbY Base Plate / Anchor Design 6 By: i W Date: 1i • Drawing (See Attached 1 of 1) :1 C11 rra OFFICE COPY I. Corporate Engineering G`'3 s o y 2401 Foothill Dr � N, PE y r Salt Lake City, UT 84109 801 - 464 -4600 ON $ ✓04, � c � F N ✓AMIN J O� (c° ' A ' � EXP: JUNE 30, 2011 Sign Engineering 4.0 (C) 2007 Young Electric Sign Company 7/8/2010 12:48 PM MATERIALS Project: Russ Chevrolet / Saturn Descript: Relocated exsting sign to new footing and anchor rods, 29' -10" OAH Structural Steel Anchor Rods: ASTM F1554 GR 36 (with heavy hex nuts and hardened washers) • Welding Electrodes: E70XX filler steel Reinforcing Steel: ASTM 615 GR 60 Concrete Compressive Strength: f = 2500 psi at 28 days min. Cement: Type ll , portand standard Soil Type: Clayey sand, type 4 Lateral Bearing: 150 psf /ft with increases Sign Engineering 4.0 (C) 2007 Young Electric Sign Company 7/8/2010 12:48 PM WIND LOADS & DESIGN FORCES TO FOOTING Project: Russ Chevrolet / Saturn Descript: Relocated exsting sign to new footing and anchor rods, 29' -10" OAH Ref: Steel Construction Manual, 13th Edition, ASD Areas Subject to Wind Forces ( Basic Wind Speed: 94.5 ( Exposure: C Height (s) Width (B) Area Centroid Top (h) Wind Description (ft) (ft) (sgft) (ft) (ft) (psf) 1) Main Sign 8.667 8.667 75.111 25.500 29.833 25.38 2) Secondary Sign 4.000 3.792 16.847 19.167 21.167 24.26 3) Plyon cover 15.333 3.792 24.000 9.500 17.167 21.96 Calculation of Design Forces at Critical Heights y (ft) M (kip ft) M (kip in) V (kips) @ grade 61.4 737.4 2.8 • Sign Engineering 4.0 (C) 2007 Young Electric Sign Company 7/8/2010 12:48 PM LATERAL BEARING PIER AND CAISSON FOOTINGS Project: Russ Chevrolet / Saturn Descript: Relocated exsting sign to new footing and anchor rods, 29` -10" OAH Ref: IBC 2006 Section 1805.7.2.1 • # Footings= 1 Moment/Footing, M= 62,063 lb -ft Pass lat soil res, q= 150 psf Shear /Footing, P =V= 2,842 lb Composite Centroid, h= 21.84 ft Unconstrained Rectangular Pier Width, W= 5.0 ft, parallel to sign face Length, L= 5.0 ft, perpendicular to sign face Depth, D= (A/2)(1+ SQR(1 + (4.36h) /A))= 6.6 ft Actual Depth, D =I 7 ft S1= (2)(q)(D /3)= 653 psf b= Sqrt(WA2 + L "2)= 7.1 ft A= (2.34)(P) / (S1)(b)= 1.4 Sign Engineering 4.0 (C) 2007 Young Electric Sign Company • 7/8/2010 12:48 PM SQUARE PIER FOOTING REINFORCING STEEL Project: Russ Chevrolet / Saturn Descript: Relocated exsting sign to new footing and anchor rods, 29' -10" OAH Ref: AC! 318 Materials, Load Effects and Geometry Specified compressive concrete strength= 2,500 psi f, minmum at 28 days. • Yield strength of reinforcing steel= 60,000 psi Grade 60 Bending moment transferred to footing from support= 62,063 lb-ft Plan dimension of footing parallel to sign face= 5.00 ft Plan dimension of footing perpendicular to sign face= 5.00 ft Depth of footing= 7.00 ft Plain Concrete Stress Check Section modulus of plain concrete footing= 36,000 in Gross area. Calculated tensile stress in plain concrete =) 20.69 'psi Allowable tensile stress in plain concrete= 80.00 psi 1.6 (fc) ° 5 Temperature and Shrinkage Reinforcing Minimum temperature and shrinkage reinforcing ratio= 0.0018 Bar # Area On' ) Minimum reinforcing steel area required= 6.48 in 4 0.20 Rebar cage diameter= 52 in 5 0.31 Number of longitudinal bars= 16 6 0.44 Area of steel required per bar= 0.41 in 7 0.60 Bar size to use= 6 8 0.79 Actual longitudinal reinforcing provided =l 7.04 Iin 9 1.00 0Mn >1.33 x Act. fact. moment - no need to satisfy (ACI 318 -02, 10.5.3) Flexural Check on Equivalent Section Equivalent tensile reinforcing area for gross section= 3.52 in Using Whitney method based on diameter of rebar cage + 6 inches Equivalent beam width= 56.94 in Equivalent beam depth= 46,40 in Equivalent depth to rebar= 40.62 in Factored nominal flexural strength of the equivalent beam =l 630 /kip -ft Standard strength theory for tensile reinforced rectangular beams. Required strength of beam= 99 kip -ft 1.6 x service moment on footing. Summary Diameter of rebar cage centered on anchor bolts= 52 inches to center line of longitudinal bars. Longitudinal bar size= 6 Number of equally spaced longitudinal bars= 16 Length of longitudinal bars= 78 inches, maintain standard 3" concrete cover. Tie bar size= 3 Number of horizontal ties= 7 equally spaced at 12" on center. Sign Engineering 4.0 (C) 2007 Young Electric Sign Company 7/8/2010 12:48 PM BASE PLATE AND ANCHOR BOLTS Project: Russ Chevrolet / Saturn % Descript: Relocated exsting sign to new footing and anchor rods, 29' -10" OAH Ref: Steel Construction Manual, 13th Edition, ASD • Plate Design # of Base Plates= 2 Maximum Column Dimension, OD= 8.00 in, perpendicular to sign face Column type: Tube Number of Bolts, n= 2 per line front and back Moment / Base Plate, M= 31,032 lb -ft (from "Column" sheet) Bolt Line Spacing, L= 12.00 in, from front to back Base Plate Dimensions: N(perp)= 16.00 B(par)= 12.00 in Tension per Bolt Line, T= 31,032 Ib, = M/L (simple moment couple) Maximum Moment on the Plate, Mpl= 68.3 kip in, = (T)((L- OD) /2) Min. Plate Thickness, t= 1.03 in, = Sgrt(M /(5.4 B)) Actual Plate Thickness =I 1.00 lin, w/ gussets Anchor Bolt Design Tension per Anchor, Ta= 16 kips, = T/n Trial Gross Area of Anchor Bolts, Ag= 0.71 sq in, = 2Ta /0.75Fu Trial Diameter of Anchor Bolts, D= 0.95 in Actual Bolt Diameter to be Used= 1.000 in Ab = 0.785 inA2 Min. Req Embeded Bolt Length, L= 20 in (Min. 20xD) Shear per Bolt = 0.36 kips Allowable Shear Strength = 9.1 kips, (0.4Fu /2)Ab Available Tensile Strength (with shear) _ I 17 Ikips, Eq. J3 -3b) OK Sign Engineering 4.0 (C) 2007 Young Electric Sign Company • • • • • • • i • 1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 1 0 L' 8 5' -0" 11 , 3' -1" /1 " % (NEW) `. \ .° e . . CONCRETE A • • `° FOUNDATION io (NEW) - REBAR CAGE . • . • ° . IETIL, PER ELEVATION 0 a .� 1 B • \ ° 1 a d � e (EXISTING) Eo 0 fi . e BASE PLATE , I . . ed • ° e _ ° A ° . - / c o ie • (NEW) • N ° • e . - ANCHOR RO S a. • a ' PER DETAIL AA • ° \ 4" \ \ ° ' • jr / 4" 0 PLAN VIEW - FOUNDATION D SCALE: 112" = 1' -0" (EXISTING) (EXISTING) WF COLUMN SIGN TO BE RELOCATED 1 AND INSTALLED ON NEW TOP NUT E ANCHOR BOLTS & & WASHER FOUNDATION \ (EXISTING) - I.i ISI PL 1 "x12 "x16" to - \ ism' 1 MAX F O ~ Z a a 4 LEVELING NUT 'En 2 a a & WASHER CV 0 W - D (4) 01" x 27" LONG w a a ANCHOR RODS Z a W/ EMB. DOUBLED NUT G 4 AND WASHER a . . a CONCRETE FOUNDATION \ I ICI v a . I ■I !! . t REINFORCING STEEL J a NOT SHOWN N a 4 < H 0 ELEVATION EXSTING BASE PL AT NEW FND SCALE: 3/8" = 1' - 0° A (TYPICAL OF (2) LOCATIONS) SCALE: 1" =1 GENERAL STRUCTURAL NOTES — 3' - 1" DESIGN CRITERIA I (VERIFY) I 1. BUILDING CODE: 2007 OSSC J 4- 1- 2. DEAD LOAD: SIGN CABINETS <= 15 PSF FRONT ELEVATION AREA I I (EXISTING) 3. WIND LOAD: V = 94.5 MPH (3 SECOND GUST), EXPOSURE C - WF COLUMNS AND BASE PLATES STRUCTURAL STEEL TO BE REUSED 4. DESIGN AND FABRICATION ACCORDING TO AISC -ASD, 13TH K r - - -- I I - - --) EDITION i - - - 5. STEEL PLATE & ROD: ASTM A36 i 6. ANCHOR RODS: ASTM F1554 GRADE 55 �— i 7. REINFORCING STEEL: ASTM 615 GRADE 60 _ I I A ,� 1 I 'l�I. E am •) FOUNDATION NIA T yl ,� MitII • I A 8. CONCRETE COMPRESSIVE STRENGTH, f 'c = 2500 PSI AT 28 L 1: II I • a te I .1 - -- DAYS MIN. .'e1 IA I I i t „ I I ] 19. CONCRETE PLACEMENT AND QUALITY SHALL BE PER — trr I ° RECOMMENDATIONS IN ACI 614, ACI 301 AND ACI 318. — (NEW) MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, — - - + a CONCRETE REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING — • F FOUNDATION CONCRETE. M � � �� "= ; - 1 20. CONCRETE POURED AGAINST UNDISTURBED NATIVE SOILS — fi I °•I ,I • I , NI . I 21. NATIVE SOILS ASSUMED TO BE CLAYEY SAND - i I 4 (16) #6 x 7' -6" LONG EVENLY 22. SOIL ALLOWABLE LATERAL BEARING CAPACITY = 150 PSF /FT • ` ,�1 •,i ° •.. I _ I SPACED ON 54" 0 #3 TIES. • i . �- TIES ARE ON 3" VERTICAL OTHER NOTES - -• ' 4 + CENTERS FOR THE FIRST 6" 23. REFER TO ART DRAWINGS FOR SIGN FINISHES, COLORS AND N ii 1 -- • I°. J _ -1 _ - _ 1 _ AND 12" THEREAFTER LIGHTING SPECIFICATIONS. - . / 5'0 "x5'0" / NATIVE SOIL —_/ i CORPORATE OFFICE ■ ■ 2401 FOOTHILL DRIVE • 0 PROFF YESCO®Engineering 801.464.E HONE • @ 9� W WW.YESCO.COM y I ' O NO: DATE: REVISION: JOB NAME Russ Chevrolet / Saturn 1Q � � z Z / NtN 1 LOCATION 11880 SW Pacific Hwy, Tigard, OR 97223 © 3 Q O T g ORG. DATE 07.08 0 DRAWN BY Carl CHECKED BY Ben d k m JUNE 30, 2011 DJ Z:1 Engineering lDrawings120101Portland \Russ Chevrolet - Saturn (Tigard, OR)1Russ Chevrolet (Tigard, OR).dwg :iiii _ ....'''' '''' '°:.' .# ., '. i N 1 11 I I b t ' ..* 4 Ilt , . '''''''''' 1 IIP -1 4-4011124NN i 6- Pt A . .• 1,7 —#- _ ; - , , .,,,,,-..... II • ...„.. me - 41111 ..''' ;, r . . r'' mow. 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