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Plans 10 -05 -10 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 1 of 3 12255 West 187th Street Mokena, Illinois 60448 (708) 479 -8385 RECEIVED File : JonesSgn357.mcd 0Ii I Site : AutoZone CITY OF Tl i A la; 'i Store No. 3786 BUILDING D; 'y 1)10N 1340VSouth West Pacific Highway Tigard, Oregon 97223 Sign Type : 15' -0" OAH direct bury center pole for 4'-4 3/4" x 16' -9" ID sign on a 6" below grade caisson footing. Drawing No. 1010010 rev. A Design loads are based on the Oregon Structural Specialty Code ( 2006 IBC ) using Exposure C and 100 mph winds. Design Wind Speed : ( mph.) V := 100.0 Importance Factor : I := 1.00 Based on Category II, Non - Hurricane Prone Regions with V = 85 -100 mph. Velocity Pressure Coefficent at a Height of Less Than 15' : Kz := 0.85 Topographic Factor : Kzt := 1.00 Based on 6.5.7.2 Wind Directionality Factor : Kd := 0.95 Based on Table 6 -4 Velocity Pressure : ( PSF) qz := 0.00256•KK z•zt•Kd•V qz = 20.672 CIFGARD . / Force Coefficent : Cf := 1.80 Based on Figure 6 -20 Conditionally ApproNed ( I Gust Effect Factor : G := 0.85 Taken from 6.5.8.1 for Rigid Structures See Letter to: Follow A. Design Pressure : ( PSF) F := qz.Cf.G F = 31.628 Use : WL := 313 Permit Number: th ` C: i ' Ad, ii i : .. s . .:� r� - Reference : Manual of Steel Construction, AISC 13th Edition. By: , Date: AM I Pipe : ASTM A -252 Gr. 3 Fy = 42.0 ksi. ; Fb = 27.72 ksi. ; Fv = 16.80 ksi. Reference : American Concrete Institute, Code 318.05 OFFICE COPY Concrete : 3,000 psi. Compressive Strength after 28 days. Rebar : ASTM A -615 Grade 60 Fy = 60.0 ksi. Approved plans shall be on job site. Design Loads at Top of Footing 1 : (6" Below Grade ) ID Sign : IDSgn := (4.40.16.75• WL)•[( 0 J + 14.10] IDSgn = 38081.527 ft.lbs. , Pole : Pole := [10.60 l 1 + 0.51 Pole = 1745.904 ft.lbs. / I Moment : ( ft.lbs .) MtTOF := IDSgn + Pole MtTOF = 39827.431 _ 0 p o . Shear : ( lbs.) ShrTOF := (4.40.16.75• WL) + [1o.6o.(2 ` ShrTOF = 2637.308 c. ,NGE \ 1906' '.E j oc r- i Design of Pole Structure at Top of Footing : = II �-- .R / Section Modulus of Pipe : (in 3) 10 -3/4" Dia. x 0.365" wall - PipeSM := 29.90 v q r a1 2 ( 10" Sch. 40) /6:944-)e '5 ' _ C � LY N N � � Bending Stress : ( psi.) f := MtTOF 12 fb = 15984.253 , � la �'' PipeSM EXPIRES 10 -05 -10 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 2 of 3 Area of Pipe : (in ? 10 -3/4" Dia. x 0.365" wall - PipeArea := 11.90 ( 10" Sch. 40 ) ShrTOF Shear Stress : ( psi.) f := f = 221.623 PipeArea f Unity Check - Combined : UCComb fb + UCComb = 0.59 < 1.00 OK 27720 16800 Design of Caisson Footing : Overturning Moment : (ft.lbs.) Ma := MtTOF Ma = 39827.431 Shear : ( lbs.) Va := ShrTOF Va = 2637.308 Applied Lateral Force : ( lbs.) P := Va P = 2637.308 Allowable Lateral Soil Pressure : ( lbs. /ft. per ft.) LP := 100 Diameter of Round Footing : (ft.) bl := 3.0 Distance in Feet From Ground Surface h := Ma h = 15.102 to Point of Application of "P" Va Depth of Footing Below Grade : (ft.) d := 9.0 Height of Concrete Footing : (ft.) dl := 8.5 Depth of footing below grade : (ft.) Dpth := d — dl Dpth = 0.5 Allowable Lateral Soil Bearing Pressure Pursuant S 1 := dl (LP- 1.33) S 1 = 376.833 to the 2003 International Building Code Section 3 1805.7 and Table 1804.2 with 100% increase for allowable 1/2" deflection at grade. A := 2.34. P A = 2.729 (S1.2)•bl d2 := (2 l •[l + I I 1 + 4.36 A ')1 d2 = 8.205 < dl = 8.5 OK Check Tensile Stress in Footing : Overturning Moment About Heel Point : (ft.lbs.) Mh := Ma + (Va•dl) Mh = 62244.548 Treat as a cantilever at bottom. Compressive Strength of Concrete : ( psi.) fc := 3000 Yield Strength of Rebar : ( psi.) fy := 60000 n•(b1 12) Section Modulus of Footing : (in 3) Sw := Sw = 4580.442 32 C 1 .12) Tensile Stress in Concrete : ( psi.) ft := ft = 163.07 Sw 10 -05 -10 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 3 of 3 Allowable Concrete Stress : ( psi.) 6Ft := 0.65•(5•A 6Ft = 178.01 > ft = 163.07 REBAR NOT REQUIRED FOR STRESS Check for Temperature and Shrinkage Steel in Caisson : Moment for USD Design : Mu := 1.7 Mh Mu = 105815.732 d := [(b1-12)-.80] — 4 d = 24.8 Mu- 12 To Plot for " ju " : coeff := coeff = 0.019 ju := 0.76 fc•b1.12•d Use yield strength of direct bury pipe to check. Yield Strength of Pipe : ( psi.) fy := 42000 Required Area : (in ?) As := Mu- 12 As = 1.782 ju•fyd•0.90 Reinforcement Requirment : As = 1.782 < PipeArea = 11.9 No rebar required with the direct bury pipe. Quantity of Concrete : (yds.3) CY :_ 7C' b1 2 •dl CY = 2.225 4.27 Note : Keep bottom of pipe 3" from bottom of footing to create concrete cover for water exclusion. D/F PYLON SIGN 4'- 4 3/4" x 16'- 9" x 15' OAH (QTY 1) Sca a 63965 JONES SIGN 3/16 ° =1' AutoZone #3756 Quality Grade Square Foota•e Face Volta •e/ Circuit Li• htin• Amps Mountin• Pole Anchorin• Footin• 13405 SW Pacific Highway SHOP DRAWING 2- Commercial 73.7 Double - Flex 120v / (1) 20 amp circ. Internal 10 Saddle Direct Embed Caison Tigard, OR Conceptual Artwork 1 3/4' x 1 3/4' STEEL ANGLE RECEIVED ( 17' 9" SADDLE MOUNT SYSTEM ( Date I : ( - - ® ; TOP VIEW DETAIL CITY OFTIGARD Sales a � ��� O � O � , BUILDING DIVISION (- ni. �e File Location `^ Auto Parts •Accessories •Advice 1 (x2)1/2" INCH EY BOLTS I' ` FOR LIFTING - - - - --'" ( — -- — - FLEX FACE VIEW •`7 6" (BLEED) FRONT VIEW VIEW DETAIL SIDE VIEW DETAIL Construction Drawing (J Sotka Date 16' - 9' CABINET 16' - 9" CABINET 2' -6" if I 16'- t' STRIPES a COPY • (x2) 12' LIFTI EYES f (9.29.10 l 1\\. + 1 3/4' x 7 3i4" STEEL ANGLE 1 - x 2" x .125 SADDLE MOUNT SYSTEM ALUMINUM TUBE BLEED PRIME ONLY TOP SECTION 3 6EATCK ER _1 FRAME SYSTEM OF POLE (TYP) Project Manager P -2 Ara 0 ��� G I (Keith Eaton D ACCESS DOOR ON BOTH SIDES p� �pgt on e I it I • : OF CABINET FOR SERVICE `�..�`r�, I DISCONNECT SWITCH ON CAB. TYPICAL I rNCNAnoNALACCrnAurozoneNsicesr9 ,ra, OR 10h Auto Parts • Accessories • Advic i ; I 3756�7Nak Order 6396sl6396s.pdf ) V vII ! i 1 R\ < h \ , I , 7" RADIUS ` i 7' RADIUS Revision Notes WHITE ARLON SIGN TEC FLEX FACES a0 (16) 48" HO FLUORESCENT SCREEN PRINTED GRAPHICS I TUBES MOLNTED VERTICALLY D4.27.10 km Updated per site o DAY LIGHT BULBS in O PAINT BOTTOM BLACK . i't, P -1 \ . TEC SCREW TO 012.75" x .375 WALL FASTEN FLEX MATERIAL i;) 36' - 3" OA LENGTH TO SIGN CABINET L i ' iD N • - - 4" x 6" HOLE CUT 0 18" FROM GRADE FOR ELECTRICAL CONNECTION ALUMINUM COVER FOR TORCHED HOLE PAINTED D ' GRADE i _ This Drawing Last Updated on: COLOR VIEW ° PAGE 1 09.29.10 'C '` , -.3/4' PVC CONDUIT w/ PRIMARY ELECTRICAL WIRING BELOW Finishes GRADE PER LOCAL CODE Paint `° I= P -1 AKZO NOBEL - SIGN4212 ° P -2 White Primer - - • 03'-0 " i - • 3 PRINT COLORS = SP -1 PMS 165 C = SP -2 BLACK C100 %M100%Y100 %K100% 1" x 2" x .125 WITH MINUM SP -3 PANTONE 485 C } f — 4 • 3 "CLEARANCE FOR WATER EXCLUSION ALUMINUM TUBE FRAME U RETAINER RETAINER � ri ALUMINUM AL fFly. ]*----- i .063 PRE - FINISHED BLACK ALUMINUM • SHEETED WITH .063 PRE- FINISHED BLACK/WHITE ALUMINUM • _� FLEX ATTACH DETAIL PANTONE 165 C BLACK PANTONE 485 C NTS M 100 % Y100% K100% RECEIVED i- H "� er3 , CITY OF TIGARD ELECTRICAL CONDUIT C O N � R £T£ B UILDING DIVISION PLAN VIEW QTY. CONCRETE: 2.3 CU. YDS. 16' -9" SIGN � I 1 I I i I N 0 0 I ( 1"1/ ` ter n ELECTRICAL ��- -' / �� DISCONNECT I . Q 0 o 010 3/4" x 0.365" WALL (10" SCH. 40) ASTM A -252 Gr. 3 1 7 STEEL PIPE EMBEDDED IN FOUNDATION TO WITHIN 3" OF BOTTOM - TO CREATE CONCRETE COVER UNDER POLE. JUNCTION BOX N 6" BELOW GRADE G RADE ___ %h "• , ° PER �:�V/ ; LOCAL CODE ELECTRICAL i a ° . .1 ' z W CONDUIT j W a I. w CC i A • o U . a a 0 0 C) I ' . 4 � PR OP`', 1 03' -0" CONCRETE : ' � • - i c ., F ,TVG4NF£q ` S , I C ` 1 '069 P.E. I / i/ 4 ` CLEAR \� /, CY C Yi , ` ; ' G� / c ELEVATION VIEW SITE: AutoZone Store No. 3786 13405 South West Pacific Highway Tigard, Oregon 97223 1 FOUNDATION DESIGN NOTES: A 05 Oct 10 RELEASED FOR PERMITTING J. HOGAN 1. Concrete shall have a minimum compressive strength of 3000 PSI at 28 days. REV DATE DESCRIPTION APPROVED 2. Caisson footing designed using a soil bearing force of 100 PSF per foot Lateral. if this soil condition does not exist, it is the Erector's responsibility to have a new Robert —James & Associates, Inc. base designed for the existing soil conditions by a Licensed Structural Engineer. 12255 West 187th Street, Mokena Illinois 60448 -9737 phone: 708 - 479 -8385 fax: 708 - 479 -8395 email: rja37©comcast.net DESIGN WINDLOAD: Based on the Oregon Structural Specialty Code (2006 IBC) nnE 15' -0" OAH DIRECT BURY SINGLE POLE using Exposure C and 100 mph winds. PYLON FOR 4' -4 3/4" x 16' -9" ID SIGN DRAWN BY D. MUNNS DATE 05 Oct 10 SCALE DRAWING NUMBER SHEET REV. CHECKED BY J HOGAN DATE 05 Oct 10 NONE 1010010 1 OF 1 A