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Plans TACO BELL SIGNAGE .,4oPRO, STRUCTURAL NOTES \C., G I N 1. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, �^_ OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WI tV F ' i AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERSE C GG /l ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS. THE ON STRUCTURAL DRAWINGS. ALL WELDS TO BE PRILIERED. 72 ;2J ' CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH 10. ALL LIGHT GAGE STEEL MEMBERS MUST BE DESIGNED IN ACCORDANCE / COPYRIGHT 2011 REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND WITH THE SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS STRUCTURES. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF 0 Miller Consulting Engineers.Inc. COMPLETE COMPREHENSION THEREOF. ALL PHASES OF THE WORK SHALL COLD- FORMED STEEL STRUCTURAL MEMBERS AND COMMENTARY. �OF -y 0 R G 9 O i CONFORM TO THE STATE OF OREGON 2010 EDITION STRUCTURAL AI51 /COS/NASPEC 2001. THE NASPEC SUPERSEDES THE PREVIOUS '�/ O Q SPECIALTY CODE, BASED ON THE 2009 INTERNATIONAL BUILDING CODE. EDITIONS OF THE SPECIFICATION FOR THE DESIGN OF COLD- FORMED q I. et INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE STEEL STRUCTURAL MEMBERS PUBLISHED BY THE AMERICAN IRON AND / • \\AA CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY STEEL INSTITUTE (AISI) AND PREVIOUS EDITIONS OF THE CSA STANDARD Ii. Qv`_ REGULATIONS DURING CONSTRUCTION. S136, COLD FORMED STEEL STRUCTURAL MEMBERS. PUBLISHED BY THE ✓OSE M CANADIAN STANDARDS ASSOCIATION. 2.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE Ilk FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO LIGHT -GAGE STEEL CONSTRUCTION: I EXPIRES: 12-31— ZO1 Z NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ALL LIGHT GAGE STEEL WELDED AND BOLTED CONNECTIONS ARE TO BE ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND DESIGNED PER CHAPTER E, OF THE SPECIFICATION WITH SUFFICIENT RELATED EQUIPMENT AND OTHER PERSONS NECESSARY WORKMEN AND PROPER DUR NG CONSTRUCTION. THE CLEARANCES, DISTANCES. SPACING, EVE THE APPROPRIATESTRENGTHOF THE ASSOCIATED MILLER TO M I L L E R CONTRACTOR SHALL AT HIS OWN EXPENSE. ENGAGE PROPERLY QUALIFIED CONNECTION. BOLTED CONNECTIONS ARE TO USE AS A MINIMUM PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY EITHER ASTM A307(TYPE A), CARBON STEEL BOLTS AND STUDS. CONSULTING MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY 60.000 PSI TENSILE STRENGTH, OR ASTM A325, STRUCTURAL BOLTS, MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR STEEL, HEATED TREATED, 120/105 K51 MINIMUM TENSILE STRENGTH. E N C I N E E R S WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED SCREW CONNECTIONS FOR SHEAR, TENSION, BEARING, PULL-OUT, MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. PULLOVER. ETC. ARE TO BE DESIGNED BASED ON THE EQUATIONS AS 3. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE SPECIFIED IN SECTION E4 WITH THE APPLICABLE FACTORS OF SAFETY WHICH PROVIDE THE BASIS FOR DESIGN. ALL SCREWS SHALL BE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER oo - 9570 SW Borbur Bird. THREAD - FORMING OR THREAD - CUTTING, WITH OR WITHOUT A CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PU SELF- DRILLING PONT. SCREWS SHALL BE INSTALLED AND TIGHTENED NS AND Pore One Hundred SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT . ALL Portion(, 97719 -5412 IN ACCORDANCE Y THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN FA THE MANUFACTURER'S RECOMMENDATIONS Phone (503) 3) 246-1395 THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO FASTENERS THAT FASTEN DISSIMILAR METALS (SUCH AS ALUMINUM `�'`� Fax (503) 246 -1395 THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE AND STEEL) ARE TO BE STAINLESS STEEL OR ZINC - PLATED STRUCTURAL ENGINEER'S RESPONSIBIUTY UNLESS THE CONTRACT CORROSION RESISTANT SCREWS. APR 2 0 2012 DOCUMENTS SPECIFY OTHERWISE. COLD - FORMED STRUCTURAL MATERIAL 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND ALL STRUCTURAL LIGHT -GAGE STEEL MEMBERS SHALL BE MILL MAKE ANY NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE CERTIFIED PRIME STEEL MEETING ASTM A570 / A570M - 97 ^ CITY OF TlGA D SOIL OR STRUCTURAL FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT STRUCTURAL QUALITY; GRADE 33 FOR STEELS THINNER THAN 16 GAGE T OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND (54 MILS) AND GRADE 50 FOR STEELS 16 GAGE (54 MILS) AND BUILDING 01( 1 .£ MATERIALS. ASTM D698 (STANDARD PROCTOR), OR ASTM D1557 THICKER. GRADE 33 STEEL SHALL HAVE A FY = 33000 PSI AND FU = ' '' (MODIFIED PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A 45000 PSI. GRADE 50 STEEL SHALL HAVE A FY =50000 PSI AND FU I 1 QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL COMPACTED = 60000 PSI. ALL LIGHT -GAGE STEEL SHALL BE GALVANIZED PER L.LI STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY ASTM A653 / A653M -00 WITH MINIMUM COATING OF G60 FOR r WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED EXTERIOR AND /OR LOAD BEARING MEMBERS AND G40 FOR INTERIOR v SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). NON -LOAD BEARING MEMBERS. 5.DESIGN LOADS: THE FOLLOWING ARE THE DESIGN REQUIREMENTS: 11, NON STRUCTURAL PORTIONS OF PROJECT. INCLUDING BUT NOT 7 LIMITED TO, ELECTRICAL MECHANICAL LAND USE. SITE PLANNING. L A) WIND DESIGN: BASIC WIND SPEED (3 SEC) 95 MPH EROSION CONTROL FLASHING AND WATER - PROOFING ARE BEYOND THE IW = 1.0 SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. v U EXPOSURE = B 12. ALL STRUCTURAL ALUMINUM SHAPES AND PLATES TO BE 6061 -T6. 0 J ALL WELDS TO USE 4043 ALUMINUM FILLER ALLOY. A PROTECTIVE J B) SEISMIC DESIGN: BY OBSERVATION DOES NOT CONTROL DESIGN OF SIGNAGE. BARRIER SHALL BE PROVIDED BETWEEN ALL STEEL AND ALUMINUM TO C) ASSUMED LATERAL BEARING PRESSURE: 300PSF (150PSF BASE) PREVENT CORROSION. ALL WELDING TO CONFORM TO AMERICAN WELDING (fi. MOVEMENT AT THE SOCIETY (AWS) 01.2. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED WHICH INCLUDE INCREASES FOR 1/2" GROUND LINE. CERTIFIED PER THE ALUMINUM DESIGN MANUAL W J YIELDING SHALL BE BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS U Eil ARE NOT SHOWN. THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING LjJ ICt 6.CONCRETE SHALL BE 2500 POUNDS PER SQUARE INCH (PSI) MINIMUM JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS AT 28 DAYS. MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS TO RECEIVE ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE. ACI 318 AND IBC THE SAME FINISH COAT AS THE MEMBER BEING WELDED. UNLESS NOTED 0 WI CHAPTER 19. ALL CONCRETE SHALL HAVE MAXIMUM W/C RATIO 0.50. ALL WITH OTHERWISE. . ALL STAINLESS STEEL BOLTS TO BE ASTM A304 WITH F TIGARD • CONCRETE TH REINFORCEMENT TO HAVE NO CHLORINE OR CHLORIDES. MATCHING NUTS. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT r U O U Approved �/COS Id 2 SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS� `I ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY THE (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS SECTION 8.1. [ t ( , STRUCTURAL ENGINEER BEFORE POURING. WHERE NEW CONCRETE IS Conditionally Approved 1 Q Vi. a PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE 13. CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR O. SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. INSTALLATION. T r 7.ALL NON - SHRINK GROUT SHALL BE NON - METALLIC GROUT CONFORMING See Letter to" Follow rn � TO ASTM C1107, AND SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE p STRENGTH AT 28 DAYS OF 5000 PSI. PRE - GROUTING OF BASE PLATES IS Attached , 2c(2.- 8 NOT PERMITTED. p *T 0 to BALL REINFORCING STEEL (RESTL) TO BE DEFORMED BARS PER ASTM ` lr II ber: w 7�L 0 F A615 GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM Adel (o !tb ��'� • A165. UNLESS NOTED OTHERWISE. SET MAIN RESTL 3" FROM EARTH AND � 2" FROM FORMED SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT B y � �v. D a te . 111 �Z AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. SET ALL Lid ANCHOR BOLTS AND DOWELS BEFORE POURING CONCRETE. ALL ♦— REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706 AS APPLICABLE USE MINIMUM 30" LAP FOR /4 BAR AND SMALLER UNLESS Q NOTED OTHERWISE (UNO). USE MINIMUM 36" LAP FOR /5 BAR UNO. ALL Ap E oved la Z REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE I��M n:) BLOCKS OR APPROVED METAL. CHAIRS, AS SPECIFIED BY THE CRSI shall be on job site. -I MANUAL OF STANDARD PRACTICE, MSP -1. 9.ALL STRUCTURAL AND MISCELLANEOUS STEEL TO BE ASTM A992 FOR Et W-SECT1ONS AND A36 FOR ALL OTHER SECTIONS, PLATES AND BARS. ALL RECTANGULAR HSS SECTIONS SHALL BE ASTM A500, GRADE B. FY- i 46000 PSI AND ALL ROUND HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY = 42000 PSI. ALL STRUCTURAL STEEL PIPE SHALL BE ASTM A53, U D GRADE B. TYPE E OR S, FY= 35000 PSI. ALL BOLTS TO BE ASTM A307 OFFICE COPY L WITH MATCHING NUTS UNLESS NOTED OTHERWISE. UNLESS CONNECTION IS et NOTED AS SUP - CRITICAL OR PRENEN TONED, NUTS SHALL BE TIGHTENED III I TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, SECTION 8.1. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL ZINC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO JOe No. ASTM Al23. REPAIRS OF GALVANIZED COATINGS ARE TO CONFORM TO ASTM A780. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH 120244 COAT OF RUST INHIBITING PAINT. COLOR BY OWNER. WELD PROCEDURE FOR ALL MOMENT CONNECTIONS SHALL ENSURE THAT WELDING Fll LER DRAM ,✓ "EKED a r, METAL HAVE A NOTCH TOUGHNESS OF NOT LESS THAN 20 FT -LBS AT ZERO V -NOTCH DEGREES CVN) TEST, ASTM MEASURED BY IN ACCORDANCE WITH STANDARD CJM APPUUCABLE METAL SPECIFICATION REFERENCED IN AWS (AWS) USNGIE7OX% DATE 04 -13 -12 ELECTRODES. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL REVISIONS CONSTRUCTION (AISC). WELDING SHALL BE BY AWS CERTIFIED WELDERS SHEET so. 1 + CANOPY SCHEDULE: DIMENSIONS: Reactions (Ib) SIZE: a b c d e f g h i j k R1x R1y R2x R2y Notes/Comments: 12' -0' X3-6" 1'-2 7/8" 2' -3 1/8" 0-0" 2' -11 3/4" 3-3 3/8" 1 -0" 3-6" 2 -11 7/8" 5 -2" 2' -7 7/8" 910' 465 181 465 620 Use detail 2 (sire.) NOTES: 1. V�tp PRO S SEE S0.1 FOR STRUCTURAL NOTES. �( c n 2. ALL BOLTS TO EXISTING STRUCTURE TO BE 3/8" DIA. (MIN.) �\ WITH 3" EMBEDMENT INTO SOLID WOOD FRAMING, ANCHOR TO G F O O SE PLACED IN CENTER OF STUD OR INTO BLOCKING AS ( ( N / 1 SHOWN IN DETAIL 3. HOLE FOR LAG TO BE PRE - DRILLED PER 72525' E COPYRIGHT 2011 SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION PREMANUFACTURED (NOS). Miller Consulting Engineers,lnc. TRUSS FRAME 3. SCOPE OF TO THE EXI IS STRUUCIURE ONLY. STRUCTURE FRAMING 4 RADIUS FRONT SYSTEM .���I _ DESIGN BY OTHERS. _ PANEL V 4. USE 4X10 BLOCKING WITH (2) SIMPSON A34 CUPS EA. END ` 0 4' Gs 1 , O i AT TOP AND BOTTOM TO EXISTING WOOD FRAMING, TYPICAL l " Ao AS REQUIRED. SEE DETAIL 3. y (/ , 9. hO !# I I I I . S. ALL CANOPIES ARE PREMANUFACTURED OFF SITE. 9 et D 6 O 1 t o I o "\�,_\_ /, I 6. SEE MANUFACTURER SHOP DRAWINGS FOR FINISHES AND IFS p gEPH M P� o` � l a 1 INSTALLATION INSTRUCTIONS. I s • �' I EXPIRES: 12 -31 -2 012 I M I L L E R ��= :. = :: � � CONSULTING (E) EXTERIOR WALL 1" DIA. ROD DESIGN BY OTHERS ENGINE C R S I TURNBUCKLE MOUNTING ASSEMBLY WITH O -{ PLATE PER DETAIL 2 TURNBUCKLE R2y �. R 2x I 9570 SW Barbur Blvd. 0 Suite One Hundred I OPTIONAL LETTERING, Al (E) BUILDING FRAMING Portland. OR 97219 -5412 SEE DETAIL 4 FOR DESIGN BY OTHERS Phone (503) 246 -1250 I SECTION I O O Fax (503) 246 -1395 s " TAC4 B E�LjL iip • _ _ III © 7 aO 1' -O" -.-1 Ok L - ANCHORS BLOCKING PER AT LU CANOPY MOUNTING NOTE 4, TYP. 0 0 CPLAAN Y CONNECTION (11 F A RI PLATE PER DETAIL 2 RIGHT VIEW ` Q E - I z CD 41111 WALL BLOCKING CANOPY ELEVATIONS N.T.S PER NOTE 4 / J w - .-1.125 3 W ALL ANCHORAGE DETAIL LLI ce ` N.T.S. O • Or .516 w x 1 1.125 O CC 0 0.42 U 5 \ 563 Q Z go MOUNTING PLATE STUB DETAIL + 4 REQUIRED P 8" AT SIM. COND. 1 /4" PLATE L3X3X1/4 X 2 1/2" — 4" (AS APPLICABLE) 0 O LONG, TYP. -� 2" U) 7/8" AT SIM. COND. TYP. 3 CL 11.000 3/16► d" a (AS APPUCABLE) MM STA FACES TO C S WITH 0 AC 1" AT SIM. COND. ip STAINLESS STEEL SCREWS. DO NOT ATTACH BOTTOM OF LETTERS. Z (AS APPUCABLE) - FASTENER PER , ATTACH TOP AND SIDES ONLY Q 2.125 2.000 NOTES, TYP. U �■J 1 o FORMED .125 ABS BACK Z_ 1 5.000 o J o 11.000 6.750 D / • I I: TURNBUCKLE MOUNTING PLATE Ei CO 6 3/4" AT SIM. COND.J ASSEMBLY DETAIL (AS APPUCABLE) i O 2 REQUIRED 0.625 , HASE NIPPLE JOB No. . 4 3/4" AT SIM. COND. 120244 a (AS APPLICABLE) Ti " DRAWN CKED - TYP CANOPY 2.500 1 . STANDARD COUPLING CJM 'Pe 5.000 r 2 PER LETTER DATE Z .. 6" AT SIM. COND. 3 AT SIM. COND. REVISIONS 4 -13- 12 (AS APPLICABLE) CANOPY MOUNTING PLATE (AS APPLICABLE) ASSEMBLY DETAIL 2 REQUIRED CONNECTION PLATE DETAILS •OPTIONAL CANOPY LETTER SECTION MEET N.T.S. N.T.S. S 1 " 0 p 1• -8 1 /2. S 7' -2 5 /8" • -• ,c EO PRO e 7._1 3/16. 1 •_6 3/ �\ C2 ) N F /O 8 I C 3 / —� _ _- -- 2525 1, 3/4" - — — ' COPYRIGHT 2011 2 1/2' 1�1 ALUMINUM SKIN , oo,'�ON / later Consulting Engineere.lnc. ALUMINUM SKIN NOT �l Gq y O 6 �� � 1 — SHOWN �� ' EPH/ ti"' • ( EXPIRES: 12 -31 -20121 H55 4X4X1/4 . r _ ,� r MILLER 1/4" STEEL RIBS AT Biz 5" CLIP LOCATIONS NOT • 1/4" STEEL PLATE, SHOWN, TIP. TYP. C ONSULTI NG 4X4 TUBE PASSES E N G I N E E R S THROUGH 6X6 TUBE 95 70 SW Borbur Blvd. Su ite One Hundre HSS 4X4X1/4 Por tland. OR 9721 -541 Ph one (503) 246 -1250 \ IL . r , _. L L 1, Fo (503) 246 -1 1 - L1 1/2 "X 1 1/2 "X 3/16" (3" LONG) WITH (2) 3/8 BOLTS TO STEEL RIBS. TIP. W I 0 NOTES: • 1. SEE 50.1 FOR STRUCTURAL NOTES. 2. ALL FRAMING IS PREMANUFACTURED Z `o OFF SITE. L1 1/2 "X 1 1 /2'X 3. SEE MANUFACTURER SHOP DRAWINGS 3 /15" ((1 1/2 FOR FINISHES AND INSTALLATION INS TRUCTIONS. LONG) U BOLT TO STEEL RIBS V / ) J AND SKIN, TIP. J a J w J W ct DEEP SIGN CABINET 12" M U W ("I r 1 1/2" MAX 5000PSI W = 0 NON- SHRINK GROUT ID LEVELING PAD U (f) 0 © CANOPY PLAN �_: 3� HSS 6X6X1 /4 W 1 1/2 " =1 -0" 11 ii � ......77....................— ill. pr � �F �.3 HOOP WITH 3" LONG 135 DEC. Z HOOKS SPACED AT 0 io WITHIN O.C. W ITH (3) WITHIN THE TOP S' WITH 1" SPACING J 0� AN HOR BOLTS PER o Ii o DETAIL 3 1 1/2" g^ co CI EWALLBARS CIRCLE ON Z > 0 ijj A 12' DIA. GRC Z Q V L.I � q i i i : ATION PER I4 AD WER 20 ;,� DATE 04- 1�/3V1 —J�12 1' -6" DIA. I REVISIONS CANOPY ELEVATION • BASEI PLATE •F00TING DETAILS 3 :i•_0 _1...0. SHEET 1 1/2 " =1 " -O" S2.0 1 NOTES: 1. SEE S0.1 FOR STRUCTURAL NOTES. 2. ALL FRAMING IS PREMANUFACTURED OFF SITE. 3. SEE MANUFACTURER SHOP DRAWINGS FOR FINISHES AND 2' -6 3/8 PL 3/8 X 4 X 1' -1 3/4 9' -4 1/2" INSTALLATION INSTRUCTIONS. r 3 PYRIGT 20,1 ' 1' -2 1/2" .... „ �D nROPe COPYRIGHT Miller PYRIG T Engineers.Inc. ,/, v <TYP. G I N F� O • , � ' /' V <TY P. / 252 ' E / , . et ; � _ . OR," ON . ,` 9 � `'' oa, �P M o I 1su L T E 1 R , �4 V <T YP. F�',SERI EN6I1EERS I EXPIRES: 12-31-20121 Suite OW Borbur Blvd. \ 4 . PVC PIPE SWING ARM Suite One Huundred PIVOT HINGE ASSEMBLY Portland, OR 97219-5412 Phone (503) 246 -1250 Foe (503) 246 -1395 W s I MIN., TYP. CD 2' -8 3/8" LONG X 12" Z c DEEP SIGN CABINET 111Www v o z z J HSS 4 %4X1/4 a. O. I " ' J zz z F J U) W _I- I w CC to W m R O 3 N I W mrn PL 3/8 X I % 0' -7 ( O� Er 1, 5 /8 TYP. 1 1/2" MAX 5000PSI `J Q ior lirl 2 ' -6 3/8 LONG X 12• (STIFFENER PLATE) NON-SHRINK GROUT DEEP SIGN CABINET 111111 Q Z 0_ .. _' i..0 a'"="� 0 A PL 3/8 % 4 X 0' -7 1 1 0 :=P 5/8". TYP. 1 = Fr cDCONN. SECTION I , 4. 3 " = -0' #3 HOOPS WITH 3 LONG 135 DEG. J HOOKS SPACED AT Q 10" I 111 WIT O.C. WITH (3) WITHIN THE TOP 5 � WITH 1" SPACING 0 In BASE PLATE AND 3• iii ( /5 BARS I - EL ANCHOR BOLTS PER EQUALLY SPACED ON DETAIL PLATE CLR }" 2 . 8 z J A 12 DIA. CIRCLE F Cr La 4 MIN. i Ii W FOUNDATION PER v V 1 1/4• STEEL PLATE JOB No. Q DETAIL 3 1 244 I. 1 DIA. A307 A.B. '� (j d d WITH DOUBLE NUT DRAWN � CKED ' AND WASHER. 1 1 • d ^ V O I N. EMBEDMENT.. CJM I 1 -6" A. I DATE 04 -13 -12 4 REVISIONS e ENTRY PORTAL ELEVATION •BASE PLATE FOOTING DETAILS 11/2-.1 3 ^ =1'-0° 1- =1' -0- SHEET S3.0 0 Fv P 2° 12.. > 7 MILLER RECEIVED CONSULTING APR 20 2012 ENGINEERS CITY OF TlGAFD BUILDING DIVISION STRUCTURAL CALCULATIONS Taco Bell Signage #16600 11635 SW Pacific Highway, Tigard, Oregon Cummings Resources April 13, 2012 Project No. 120244 8 pages Principal Checked: /1 i THE CALCULATIONS ARE VOID IF SEAL 4% G pNEf�6/i a 72525'E / tali n r, •R ,�p7 r. O � . A • OB �' .4t• 1 ' AND SIGNAT b '•4 i : ORIGINAL EXPIRES: 12 - 31 - 201 A * ** LIMITATIONS * ** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical, Diverse, Structural Solutions Since 1978 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (5031 246 -1250 Fax (5031 246 -1395 www.miller- se.com Building Code: 2010 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure (active): N/A PCF Passive bearing: 150 PCF Friction: N/A Structural System: Non - Building Structure Vertical System: Lateral Sys: Element Load Type Basic Design Value (PSF) Loads: Load Type Value (PSF) Deflection Criteria Lateral Design Parameters: Wind Design: ASCE7 -05 Wind Speed (3 sec Gust): 95 MPH Exposure B Importance Factors l = 1.00 I = 1.00 I = 1.00 I, = 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (Iw = 1.0 with wind concurrent with ice) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for: Latitude: 45.438720 By observation does not control. Longitude: - 122.754237 2% PE in 50 years, 0.2 sec SA = Ss 2% PE in 50 years, 1.0 sec SA = St (Site class B parameters are indicated on this page, for actual site class used in design, refer to seismic design summary) Design Summary: The following calculations are for the design of various items for a Taco Bell location. The various framing is premanufactured off site. The items are assembled and installed per manufacturer specifications and stamped structural drawings. 9570 SW Barbur Blvd. Project Name: Taco Bell Signage #16600 Project #: 120244 Suite One Hundred Portland, OR 97219 Location: 11635 SW Pacific Highway, Tigard, Oregon MILLER (503)246 -1250 Client: Cummings Resources Consulting FAX: 246 -1395 Engineers BY: CJM Ck'd: <VVm Date: 04/13/12 Page 1 of 8 - - - - -- -- - - - -- - - - - -- 12' -0" x 3' -6" CANOPY Canopy Sinn WIND: ASCE7 -051 95 IMPH, EXPI B I Maximum Height = 15 ft (3 second gust) IMPORTANCE FACTOR (I) = 1 K1 = 0.00 (ASCE 7 -05 Figure 6 -4) GUST FACTOR (G) = 0.85 K2 = 1.00 (ASCE 7 -05 Figure 6 -4) F = qz *G *Cf : K3 = 1.00 (ASCE 7 -05 Figure 6 -4) Kz qz I F(psf) h Kzt = 1.00 (ASCE Eqn. 6 -3) 0.7 13.75 1 = 15.2 0 - 15 ft Kd = 0.85 (ASCE 7 -05 Table 6 -4) Cf = 1.30 (ASCE 7 -05 Figure 6 -21) Dead Load = 8 psf Snow Load = 25 psf Length = 12.00 ft. _ Width = 3.50 ft. Load Combinations: a = 1.24 ft. (1) D +S b= 2.26 ft. (2) 0.6D + W c = 0.00 ft. (3) D + 0.75(W + S) d = 2.98 ft. . Canopy Loading: e = 3.28 ft. Combination: = 0.6435 deg. (1) w1 = 33.0 psf = 8 +25 w2 = 8.0 psf = 8 (2) w1 = -10.4 psf = 0.6 *8 -15.2 w2 = 4.8 psf = 0.6`8 (3) w1 = 38.2 psf = 8 +0.75"(15.2 +25) w2 = 8.0 psf = 8 Summary Table Load Combination: (1) (2) (3) R2y = 537 -169 620 (upper connection) b c R2x = - 402 127 - 465 (upper connection) I R • ? y R1y= 156 -49 181 (lower connection) R1x = 402 -127 465 (lower connection) . e / • T = 671 - 211 775 (load in rod) C \ f ' a BE (case 1 does not control) ,./ j � '� Rod Check: Length = 3.25 ft 111 re1 z��S Compression = -211 lb R ' „ Capacity of 1" dia. rod = 3000 lb > 211 OK RIGHT VIEW Ttotal = 465 lb Vtotal = 620 lb Tact = 116 lb = 465/4 Vact = 155 lb = 620/4 a = 36.9 ° Result = 193.8 lb = SQRT(116 "2 +155 "2) W' = 305 lb /in p = 2 In Z' = 280 lb Z'a = 347.8 lb = 305`2` 280 / ((305 *2) *(COS(RADIANS(36.9))) "2 +280 *(SIN(RADIANS(36.9))) "2) 347.8 > 193.8 OK Use 3/8" dia. lag bolts (min) to wood framing, 3" min embed Plate Check: T = 465 lb Mr = 698 in -lb = 465 *1.5" Z = 0.063 in ^3 = 4 *.25 "2/4 Mc = 1358 in -lb = 0.063 *36000/1.67 1358 > 698 0K 'Use 1/4" thick plate 9570 SW Barbur Blvd 120244 Taco Bell Signage #16600 Project # ♦ Suite One Hundred • Project Name _ Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon MILLER Client Cummings Resources CONSULTING (503)246 -1250 4/13/12 ENGINEERS Fax: 246 -1395 By CJM Ck'dE -kW Date Page 2 of8 ASSET EVOLUTION DT CANOPY (LOADING TO THE FRONT): WIND: ASCE 7-04 95 I MPH, EXPI B I MAXIMUM HEIGHT (h) = 10.5 ft (3second gust) IMPORTANCE FACTOR (I) = 1 K1 = 0.00 (ASCE 7 -05 Figure 6-4) GUST FACTOR (G) = 0.85 K2 = 1.00 (ASCE 7 -05 Figure 6-4) F = qz "G "Cf : i t K3 = 1.00 (ASCE 7-05 Figure 6-4) Kz qz I F(psf) h Kzt = 1.00 (ASCE Eqn. 6-3) 0.57 11.19 1 = 16.7 0 - 11 ft Kd = 0.85 (ASCE 7 -05 Table 6-4) • Cf = 1.75 (ASCE 7 -05 Figure 6-20) •- 3'4 s = 4.50 ft s/h = 0.43 B = 7.00 ft B/s = 1.56 FORCES: Width Height to Height to Area Wind load Force Height to Moment y w V. 11111411.161411 'B' (ft) bottom (ft) top (ft) (sq. ft.) (psf) (Ibs) center (ft) (ft-lb) (Mx) Y 98.90• 7.00 8.00 10.50 7.00 16.65 117 9.25 1078 0.50 6.00 8.00 1.00 16.65 17 7.00 117 1.00 0.00 6.00 6.00 16.65 100 3.00 300 e 0.00 0.00 16.65 0 0.00 0 z= 233 £ = 1494 �•C. ',7 r- Sign Cabinet Torsional Load Y s - cr - 6.25 8.00 10.50 15.63 16.65 260 3.13 813 11. 0.00 0.00 8.00 0.00 16.65 0 1.40 0 Torsion (T or Mz ) £ = 813 I Cant. Area = 43.75 ft = 7' . 6.25' (roof cabinet area) Dead = - 219 lb (estimated at 5ps! Snow = 25 pot Snow weight = 1094 lb = 43.75 Total (Vz) = 1039 lb = 218.75 +1094'0.75 .:I.'. i My = 3248 ft-Ib Support Arm Design (single arm) 1" X 20 "> v' • 7` v' SIGN POLE DESIGNS: Mc = 12662 ft-lb ANCHO-'�i. /c I� r. BATS ,- - )44 • • k e , Factored loads for pole design: Vc = 61493 ft-lb ICJ Mc = 38640 ft-lb Tc = 10495 ft -lb a • Vc = 61493 ft-lb Mz = 610 ft = 813/1 Tc = 31878 ft-lb My = 3248 ft-Ib = 3246/1 , MuMu,, = 1793 ft-lb = Mx•1.6•0.75 VV,, = 195 ft = 26011'0.75 ' a • Mu = 5197 ft = My Mu = 976 ft = MY1.6 VU = 280 ft - lb = Vx'1.6.0.75 Mu = 5197 ft = My"1.6 • • Tu = 976 ft - = T•1.6 "0.75 Vu = 312 ft = Vet 6 I• 111 a " I Use HSS 6X6X1/4 Pole (19%) Vu, = 1663 ft = Vz/1•1.6 FOOTING DESIGN: I(min) Use HSS 4X4X3/16 Canopy Arm (49 %) I L rl t - Footing dimentions: D F P,o r b = 1.5 k rt- vr Ern/ d= 6 ft • FOOTING DESIGN (OVERTURNING; (IBC 1805.7.2.1 NonConstrained) Mx = 1.494 ft-k Px = 0.233 k l h le „ I = 6.41 ft distance from ground surface to P, ft q = 150 psf /ft base soil -brg. Base Weld Check: (try 1/4" fillets all around 6" sq. HSS) q' = 300 psf/ft allowable soil -brg, _ (150'2) Sweld = 8.47 in b = 1.50 ft diameter Aweld = 4.32 in2 d lcsematael 6.00 ft ESTIMATED embedment, ft 6.00 for pressure Mc = 14823 ft-lb = 8.47`21000/12 • Allowable w/ 1/2" movement at groundline Vc = 90720 lb = 4.32 UNconstrained Mr = 4742 ft-lb = 1494 +3248 S_1 = 600 psf q "d_est / 3 Vr = 280 lb A = 0.6 ft 2.34 "P•1000 /(S_1 "b) Combined = 0.32 < 1.0 OK d = 2.38 ft A/2 "(1 +(1 +4.36•h/A) ^.5) Use 1/4" fillet weld (min.) around column base 1 OK UNconstrained Base Plate Check: (Use 1' - 6" diameter x 6' - 0" deep footing I T = 7113 lb = (1494 +3248)/((7 +1) /12) arm = 2 in Mr = 14226 in -lb t= 1.25 in b = 6 in Z = 2.34 in3 Mc = 50443 in -lb 14226 < 50443 OK Use 1 1/4" base plate I I . 04 9570 SW Barbur Blvd Project Name Taco Bell Signage #16600 Project # Suite One Hundred 120244 _ Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon MILLER Client Cummings Resources CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd am Date 4/13/12 Page 3 of 8 Material Properties Concrete Type: Normalweight Concrete r Anchor Type: Headed Bolt (CIP) Anchors Welded to steel attachments, t > 3/8 or t > do/2: No Anchor located in a location cracking: No Confining Reinforcement Present larger than #4 Yes Y Supplementary rainf. provided at corner, if c2<1.5h Yes Confining Reinf enclosed in stirrups Yes Cot col Col . Anchor used with built up Grout Pad Yes • 1 2 3 4 Regions of Moderate or High Seismic Risk Yes a a - Anchor Diameter (inches): 1 0 0 Vy O a row 4 Anchor governed by strength of ductile or brittle element: Ductile c1 Sup rainf. Proportioned to tie failure prism to structure: Yes Condition A > Concrete Compresive Strength (f, ) 2500 ' psi Yield Strength of Anchor steel (f 36000 psi 0 O O O Pow 3 N VX Tensile Strength of Anchor steel (/„ ): 50000 psi >- et Tensile Strength of Anchor Sleeve ( I 65000 psi m O O O O row 2 Geometry - Concrete Depth (Al: 72 inches XC u Anchor Depth (hw): •12 " ' inches Expansion sleeve cross sectional Area (A WA sq. inches 0 a a x- O row 1 Number of anchors In a row along X axis (N, ): - 2 ro Number of anchors in a column along Y axis (N, ): 2 a X Edge Distance (d 4,31 inches Edge Distance (d.); 4.3t inches Edge Distance (d „): 3.81 inches del Xl X2 X3 de2 Edge Distance (d ,u ): - -- 3.81 -- inches Spacing between columns (X, ): 7 inches — SED Spacing between rove (Y,), 9 inches Location of load Centroid X -axis (X.): 7.81 Inches Location of load Centrold Y-axis (P 8.31' inches Loading (Use Factored Loads only) Shear in the X -axis (V, ): -280 lbs Interaction Summary Shear in the Y-axis (V r ). 0 lbs Interaction 0.2$Nn >19u, Vu/OVn = 0.244 OK Tension (7): 2152 , lbs = 17931((9 +1 )/12) Interaction 0.20Vn >Vu, Nu/Shin = does not control Torsion (M): 976 ft-lbs Interaction Vux/OVn+Vuy /OVn +Ns/0Nn = 0.528 OK Anchor dimensions • Anchor Diameter (do) 1.00. •• inches X- direction - shear from X -load Y- direction - sheer from V -load Threaded anchor thread pitch (x 8 threads/inch Row4 0 0 0 0 Row4 0 0 0 0 Anchor Cross sectional Area (A „): 0.606 sq. inches Row 3 0 0 0 0 Row 3 0 0 0 0 Bearing Area (Abrg): 1.34 sq. inches Row2 70 70 0 0 Row2 0 0 0 0 Hook bearing length (c - N/A inches Row 1 70 70 0 0 Row I 0 0 0 0 Failure cone geometry Col 1 Col 2 Col 3 Col4 Colt Col 2 Col 3 Col 4 Projected Concrete failure group area (AO): - _ 119. sq. Inches Total shear X- direction Total shear Y -direction Projected Conc. failure single anchor area (A,,,): 1,286 sq. Inches Row4 0 0 0 0 Row4 0 0 0 0 Projected Conc.failure group shear area (A v) y -dic 1125 sq. inches Row3 0 0 0 0 Raw 3 0 0 0 0 Projected Conafailure group shear area (A v) x -0ir. 1197 sq. inches Row2 -335 -335 0 0 Row 2 315 -315 0 0 Proj. Conc. failure single anchor shear area (A ve) y -dir. 10368 sq. inches Row 1 475 476 0 0 Row 1 315 -315 0 0 Prof. Conc. failure single anchor shear area (A,,,) x -dir: :::10368 sq. inches Col 1 Col 2 Col 3 Col 4 Col 1 Col 2 Col 3 Col 4 Modification factors Row Used in Tension: Anchors In Tension Combined Shear Edge effect modification factor(ryu): 0.76 Row4 0 0 0 0 r Rcw4 0 0 0 0 Cracking shear modification factor(w,): 1.25 Row3 0 0 0 0 Row3 0 0 0 0 Cracking tension modification factor (w,): 1.40 Row2 0 0 0 0 Row 2 460 460 0 0 Shear group eccentricity factor (yr e ) load in y -dir 1.00: Row 1 1078 1076 0 0 Row 1 570 570 0 0 Shear group eccentricity factor (ws) load in x -dir- 1.00 Col 1 Col 2 Col 3 Col 4 Col 1 Col 2 Col 3 _ Col4 Modification factor for edge effects (W.) load in y -dir. 0.75 Col. Used In Tension: Modification factor for edge effects (On) load in x-dir: 075 Modification factor for no cracking (w r ): 1.40 Number of Anchors, (n): 4 Number of Tension Anchors, (nr) 2 Tension Capacity Steel Strength of Anchor in Tension ( N,), -: 60.574 lbs, N = (n)(A„)(f„) ACI -318 Appendix D, pg 412. sec. D.5.1, eqn 0-3, or from Manufacturer Basic Conc.breakout Strength in Tension ( ): - 60,318 lbs. ACI -318 Append'a D, pg 414, sec. D.5.2.2, eqn D-7, or D-8 Nominal Conc.breakout Strength in Tension ( N„) - 4,409 lbs. N. _ (A w 7Ano)(yr, wa waNe ), ACI.318 Appendix D, pg 414, sec. 0.5.2.1, eqn 0-5 Pullout Strength of Anchor (N, ): 26,856 lbs, ACI318 Appendix 0, pg 418, sec. 0.5.34, eqn D -13, sec. 0.5.3.6, eqn D-14 Nominal Pullout Strength of a single Anchor (N.): 37,590 lbs, N,„ _ (N06p ACI -318 Appendix D. pg 417, sec. 0.5.3.1, eqn 0-12 Nominal Group Pullout Strength (N,a, ): 150,395 lbs. N _ (N, Side Blowout (N., N,,,): 17,660 Ibs, ACI -318 Appendix D, pg 418,. sec. D.5.4 Shear Capacity Steel Strength of Anchor in Shear ( V.): 58,151 lbs. ACI -318 Appendix D, page 418, sec 0.61.2, eqn Db17, D-18. 0-19 Basic concrete Breakout in Shear ( V. )load In y -dir- 176,420 lbs, ACI.318 Appendix D, page 421. sec 0.8.2.2 8 D6.2.3. eqn 0-23,13-24 Basic concrete Breakout in Shear ( V )load In x -dir: • .178,420 Ibs, ACI318 Appendix 0, page 421, sec 0.8.2.2 8136.2.3. eqn D-23,13-24 Group concrete Breakout in Shear ( V, goad in y-dir - 20,016 lbs, ACI -318 Appendix D, page 420, sec 0.6.2.1, eqn 0-21 Group concrete Breakout In Shear ( V,. in x-dir. 21476 lbs, ACI -318 Appendix D. page 420. sec 0.8.2.1, eqn 0 -21 Nominal Conc. Pryout strength in shear ( V „): 8,819 lbs, ACI -318 Appendix 0, page 423. sec 0.6.3.1, eqn D-28 Tension 0 Anchor Single Group cap anchor cap Nominal steel strength (4 N,): 0.75.. 45,431 22,715 lbs Nominal group pullout strength (4 N„< ): 0.75 112,796 56,398 lbs Interaction between shear and tension Side Blowout (N,, N,„ ): 0.00... 0 _ 0 lbs Per anchor load Per anchor capacity Controlling tension (0.75)(phi)(Nn): 45,431 22,715 lbs Nu (max) = 1076 On max = 22,715 Shear 0 Anchor Single Group cap anchor cap Vux(max)= 475 OVnx max= 1,654 Nominal Steel Shear Capacity (4 V.). 0.05 - 37,796 9,450 lbs Vuy(max) = 315 OVny max= 1,854 Nominal Conc. Pryout strength in shear (4 V „): 0:75 . 6,614 4,961 lbs Interaction 0.2$Nn >Nu, Vu/OVn= 0.244 OK Nominal Concrete Breakout in Shear ( 4V40 in x-dir - '0.75 - 18,107 4,027 lbs interaction 0.20Vn>Vu, Nur),Nn = does not control Controlling Shear (8.75)(pht)(Nn) Y -dir 6514 1,654 lbs Interaction Vux/OVn +VUy /OVn +NiPONn = 0.526 OK Controlling Shear (035)(phi)(Nn) X •dir: - 6,614 1,654 lbs Rise (4)1” dia. bolts with 12” minimum embed I 9570 SW Barbur Blvd 120244 . drill Project Name Taco Bell Signage #16600 Project # Suite One Hundred _ Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon MILLER Client Cummings Resources CONSULTING (503)246 -1250 P 1 ENGINEERS Fax: 246 -1395 By CJM Ck'd w.s Date 4/13/12 Page `I of 8 r - -- -- - - - - - -------] ASSET EVOLUTION DT CANOPY (LOADING TO THE SIDE): WIND: ASCE7 -04 95 I MPH, EXPI B I MAXIMUM HEIGHT (h) = 10.5 ft (3second gust) IMPORTANCE FACTOR (I) = 1 K1 = 0.00 (ASCE 7 -05 Figure 6-4) GUST FACTOR (G) = 0.85 K2 = 1.00 (ASCE 7 -05 Figure 6-4) F = gz'G'Cf: ' K3 = 1.00 (ASCE 7 -05 Figure 6-4) Kz qz I F(psf) h Kzt = 1.00 (ASCE Eqn. 6 -3) 0.57 11.19 1 = 16.6 0 - 11 ft Kd = 0.85 (ASCE 7 -05 Table 6 -4) Cf = 1.75 (ASCE 7 -05 Figure 6 -20) 6 15/32" ' s = 6.00 ft s/h = 0.57 4 7/8' B = 2.50 ft B/s = 0.42 1 FORCES: flower cabinet loading) Width Height to Height to Area Wind load Force Height to Moment , 'B' (ft) bottom (ft) top (ft) (sq. ft.) (psf) (Ibs) center (ft) (ft-lb) (My) 6:0 ` �`I 0.50 6.00 8.00 1.00 16.61 17 7.00 116 2.50 0.00 6.00 15.00 16.61 249 3.00 748 £ = 268 E = 864 I 1/8• nip Canopy wind loading (uplift and lateral) Cant. Area = 4175 re = 7"6.25 (roof cabinet area) angle = 8.9 degrees • K L= 7 ft t. b, wind dir. = 0 deg. wind dir. = 180 de n Cnw I Cnl I P (psf) Cnw I CnI I P (psf) m Case A -0.60 -1.00 -7.6 0.90 1.50 11.4 . Case B -1.4 0 -6.7 1.6 0.3 9 Max pressure = 11.4 psf Uplift = 11.3 psf = COS(8.9)'11.4 My = 1730 ft -lb = 11.3'43.75'7/2 Lateral = 1.8 psf = SIN(8.9)'11.4 My at arm = 34 ft-lb = 1.8'6 '2 /2 My at base = 250 ft-lb = 1.8'6'2.5'(2.5/2 +8) 1' X 20 %W I I • . • Canopy vertical loading (dead and snow) A Bd ®I yO Dead = 218.8 lb (estimated at SpsO �' ' i t Snow = 25 pst 1111 • Snow weight = 1094 lb = 43.75'25 Total (Vz) = 1039 lb = 218.75+1094'0.75 - My = 3248 ft "aD Total My = 6092 ft-lb Cabinet Arm Design (single arm) SIGN POLE DESIGNS: Mc= 12662 ft-lb Factored loads for pole design: Vc = 30082 ft-lb Mc = 38640 ft-lb Tc = 10495 ft -lb Vc = 61493 ft-lb Mz = 0 ft - 1b Tc = 31878 ft-lb My = 5012 ft = 1730 +3248 +34 I II MU, = 0 ft-lb = Mx'1.6 V, = 718 ft - = 218.75 +11.4'43.75 - 't,' -'1 Mu, = 9747 11-lb = My MU, = 0 ft-lb = Mz'1.8 Sr 1W- V tf< W VU, = 319 fl -lb = Vx'1.6•O.75 Mu = 8019 ft - = My'1.6 Tu = 0 ft-lb =T•1.6 Vu,= 18 ft-lb =Vx'1.6 Use HSS 6X6X1/4 Pole (27 %) Vu, = 1663 fl - lb = Vzi1 FOOTING DESIGN: I(min) _ Use HSS 4X4X3/16 Cabinet Arms (63 %) I Footing dimentions: b = 1.5 ft d= 6 ft FOOTING DESIGN (OVERTURNING' (IBC 1805.7.2.1 NonConstrained) Mnet = 6.092 k -ft = 6092/1000 P = 0.200 k = 266/1000'0.75, Applied lateral force h ( , a , h „ ) = 30.54 ft distance from ground surface to P, ft Base Weld Check: (try 1/4" fillets all around 6" sq. HSS) q = 150 psf /ft base soil -brg. Sweld = 8.47 in' q' = 300 psf /ft allowable soil -brg, = (150'2) Aweld = 4.32 in' b = 1.50 ft Mc = 14823 ft -lb = 8.47'21000/12 d 6.00 ft ESTIMATED embedment, ft 6.00 for pressure Vc = 90720 lb = 4.32`21000 • Allowable w/ 1/2" movement at groundline Mr = 6092 ft-lb UNconstrained Vr= 319 lb S_1 = 600 psf q'd est / 3 Combined = 0.41 < 1.0 OK A = 0.5 ft 2.34'P'1000/(S_1')) Use 1/4" fillet weld (min.) around column base d = 4.42 ft A/2'(1 +(1 +4.36'h/A) ".5) Base Plate Check: OK UNconstrained T = 9138 lb = (6092)/((7 +1)/12) arm = 2 in Use 1' - 6" diameter x 6' - 0" deep footings I Mr = 18276 in -lb t= 1.25 in b = 6 in Z = 2.34 in' Mc = 50443 in -lb 18276 < 50443 OK IUse 1 1/4" base plate I 9570 SW Barbur Blvd Taco Bell Signage #16600 Suite One Hundred Project Name Project # 120244 • IS Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon MILLER Client Cummings Resources CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd Qft .( Date 4/13/12 Page S of 8 • — --- ---- - --- -- Material Properties a Concrete Type: Normalweight Concrete Anchor Type: Headed Bolt (GIP) Anchors Welded to steel attachments, t a 3/8 or t a do/2: No Anchor located in a location cracking: No Y Confining Reinforcement Present larger than 44 Yes Supplementary reinf, provided at corner, if c, <1.5h4: Yes T Confining Reinfeoclosed in stirrups Yes Grout Pad: Yes COI co l Col cot ' Anchor used with built up y 1 2 3 4 Regions of Moderate or High Seismic Risk: Yes a, Anchor Diameter (inches): 1 - O O Vy 0 O row 4 Anchor governed by strength of ductile or brittle element Ductile x'7 Sup rein/. Proportioned to tie failure prism to structure: Yes, Condition A ,.- Concrete Compresive Strength (P,): - 2500 psi Yield Strength of Anchor steel 0'0: 36000 - psi O O 0 0 role 3 Tensile Strength of Anchor steel (f„ ): 50000 psi > V X Tensile Strength of Anchor Sleeve 86000 psi ci r Geometry co O 0 0 Orow 2 Concrete Depth fr k _. 72 Inches —' XC r - U Anchor Depth y -`- - 12:....:.. inches r Expansion sleeve cross sectional Area (A e): N/A sq, inches 0 O O 0 roe 1 Number of anchors Inc row along X axis (N,): 2 - r7 Number of anchors in a column along V axis (N,): 2 a - X Edge Distance (d, 4.31 • inches Edge Distance (do): ... 4.31. inches Edge Distance (d o): 3.81 Inches mo del X1 X2 X3 de2 Edge Distance (d„): 3.81 inches Spacing between columns (X, ): 9 inches SED Spacing between rows 1 Y, j: 7 inches Location of load Centrold X-exb (X, ): 8.81 inches . Location of load Centroid Y -axis (Y,): 7.31 inches Loading (Use Factored Loads only) Shear in the X-axis (V,), -319 lbs - Interaction 0,29Nn >Nx, Vu /9Vn = d oes no t control Shear in the Y -axis (V, ): ' 0 lbs Interaction 0.2$Vevvu, Nu /9Nn = 0.201 OK Tension (T): 9138 lbs = 6092/((7cf)/12) Interaction Vux/9Vn+Vuy /9Vn+Nu /9Nn= 0.244 OK Torsion (M): 0 ft-lbs Anchor dimensions X -direction - shear from X -load - V-direction - shear from Y -load Anchor Diameter (do) 1.00 inches Row4 0 0 0 0 Row 4 0 0 0 0 Threaded anchor thread pitch (n,): 8 threadsMch Row 3 0 0 0 0 Row 3 0 0 0 0 Anchor Cross sectional Area (A „ ): : 0.608 sq. inches Row 2 80 80 0 0 Row 2 0 0 0 0 Bearing Area (Abrg): 1.34 • sq. Inches , Row 1 80 80 0 0 Row 1 0 0 0 0 Hook bearing length (e ): N/A • • inches Col 1 Col 2 Col 3 Col4 _ Col 1 Col 2 Col 3 Col 4 Failure cone geometry Total shear X -direction Total shear Y- direction Projected Concrete failure group area (A - 134 sq. inches Rowe 0 0 0 0 Row 0 0 0 0 Projected Conc, failure single anchor area (A,„): 1,298 sq. inches Row 3 0 0 0 0 Row 3 It 0 0 0 Projected Conc.failure group shear area (A v) y -dic 1269 sq. inches Row2 80 80 0 0 Row 2 0 0 0 0 Projected Conc.failure group shear area (A v) x -dir: ....1053.: sq. inches Row 1 80 80 0 0 Row 1 0 0 0 0 Proj. Conc. failure single anchor shear area (A vo) y -dir: 10368 sq. inches Col 1 Colt Col Col Col 1 Col 2 Col 3 Col 4 Prof. Conc. failure single anchor shear area (Ay x -dir 10368: sq. inches Modification factors Row Used in Tension: Anchors In Tension Combined Shear Edge effect modification factor(pa) -:- -0.78 - Row4 0 0 0 0 Row4 0 0 0 0 Cracking shear modification factor (wa ): . 1.25 Row 3 0 0 0 0 Ran 3 0 0 0 0 Cracking tension modification factor (o,): 1.40 Row2 0 0 0 0 Row2 80 80 0 0 _ Shear group eccentricity factor (Pa) mad In y-dir. 1.00 Row 1 4566 4569 0 0 Row 1 80 80 0 0 Shear group eccentricity factor (vs) load in x -dir. 1.00 Col 1 Col 2 Col 3 Col 4 _ Col 1 Col Col 3 Col Modification factor for edge effects (era) load in y -dir. 0.76 Col. Used in Tension: Modification factor for edge effects (W,) load in x -dir 0.75 Modification factor for no cracking (e 1.40 • _ Number of Anchors, 1, 1: 4 Number of Tension Anchors, (n,) 2 _ Tension Capacity Steel Strength of Anchor In Tension ( N,): ' 60.574 ms, N, 0 (n)(A„)(f ACI -318 Appendix D, pg 412, sec. 0.5,1, eqn 0-3, or from Manufacturer Basic Conc.breakout Strength in Tension ( N.): 50,318 • lbs, ACI -318 Appendix 0, pg 414, sec. D.5.2.2, eqn 0 -7, or 0 -8 Nominal Conc.breakout Strength in Tension ( N„ ): -, - 4,965 lbs, N,p = (As /Aon)(iv, 0, W aNr ), ACI -318 Appendix D, pg 414, sec. 0.5.2.1, eqn 0 -5 Pullout Strength of Anchor (NO: 26,856 lbs, ACI -318 Appendix D, pg 418, sec, 05.3.4, eqn D -13, sec. D.5.3.5, eqn D -14 Nominal Pullout Strength of a single Anchor (N„ ): 37,599 lbs, N,„ = (N,)(WJ ACI318 Appendix D, pg 417, sec. 0.5.3.1, eqn 0-12 Nominal Group Pullout Strength (N,,,,), 150,395 IDs, N,„, = (N,„)(n) Side Blowout (N,a. N,,„): : 17,660 lbs, ACI -318 Append'a D, pg 418, sec. 0.5.4 Shear Capacity • Steel Strength of Anchor in Shear ( V,), 58,151 lbs, ACI -318 Appendix D, page 418, sec 0.8.1.2, eqn D -17, D-18, D-19 Basic concrete Breakout in Shear ( V. (load in y -dir 176,420 lbs, ACI -318 Appendix D. page 421, sec 0.8.2.2 & 06.2.3, eqn 0-23, D-24 Basic concrete Breakout In Shear ( V,)load in x -dir. 175,420 . lbs, ACI -318 Appendix D. page 421, sec 0.6.2.2 & 06.2.3, eqn 0.23, 0 -24 Group concrete Breakout In Shear ( V,c)mad in y -dIr. -. 22,831 lbs, ACf318 Appendix D, page 420, sec D.62.1, eqn D-21 Group concrete Breakout In Shear ( V, )load In x-dir 18,683. lbs, ACI.318 Appendix D, page 420, sec D.6.2.1, eqn D-21 Nominal Conc. Pryout strength in shear ( V,,, ): 9,931 • lbs, ACI -318 Appendix 5, page 423, sec D.8.3.1. eqn 0 -28 Tension Anchor Single Group cap anchor cap Nominal steel strength (0 N,): 0.75 45.431 22,715 lbs Nominal group pullout strength (/ N„„ ): 0,75 112,796 _ 56,398 lbs Interaction between shear and tension Side Blowout (N N,,,,), : 0.00 0 0 lbs Per anchor load Per anchor capacity Controlling tension (0,75)(phi)(Nn): 45,431 22,715 lbs Nu (max). 4569 On max = 22,715 Shear 9 Anchor Single Group cap anchor can Vux(max) = 80 4Vnx max= 1,862 Nominal Steel Shear Capacity (0 V, ). 0,86 - 37,798 9,450 lbs Vuy(max)= 0 4VnY max= 1,862 Nominal Conc. Pryout strength in shear (0V,,,): i 0.75' - 7,448 5,586 lbs Interaction 0.24Nn.Nu, Vu/NVn = does not control Nominal Concrete Breakout in Shear( pV, (load In x -dic - 0,75. 14,012 3,503 lbs Interaction 0.24 /05Vti, Nu/eNn = 0.201 OK Controlling Shear (0.751(phii(Nn) Y-dir. 7,448 1,862 lbs Interaction Vux/¢Vn•Vuy /9Vn*Nu79Nn = 0,244 OK Controlling Shear (0.75)(phi)(Nn) X - dir: 7,448 1.862 lbs Use (4) 1” dia. bolts with 12" minimum embed 9570 SW Barbur Blvd Project Name Taco Bell Signage #16600 Project # 120244 at Suite One Hundred ._— _ MILLER Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon Client Cummings Resources CONSULTING (503)246 -1250 _ ENGINEERS Fax: 246-1395 By CJM Ck'd t/tr...1 Date 4/13/12 Page of 8 ENTRY PORTAL WITH CIRCULAR FOUNDATION: • WIND: ASCE 7-01 95 I MPH, EXPI B I MAXIMUM HEIGHT (h) = 10 ft (3 second gust) IMPORTANCE FACTOR (I) = 1 K1 = 0.00 (ASCE 7 -05 Figure 6 -4) GUST FACTOR (G) = 0.85 K2 = 1.00 (ASCE 7 -05 Figure 6 -4) F = gz'G'Cf : • K3 = 1.00 (ASCE 7 -05 Figure 6 -4) Kz qz I F(psf) h Kzt = 1.00 (ASCE Eqn. 6 -3) 0.57 11.19 1 = 15.5 0 - 10 ft Kd = 0.85 (ASCE 7 -05 Table 6 -4) Cf = 1.63 (ASCE 7 -05 Figure 6 -20) s = 10.00 ft s/h = 1.00 B = 2.50 ft B/s = 0.25 t.td,ate H Y! t!a' I 94 VW FORCES: w! %51H ; t `21 8-7 Width Height to Height to Area Wind load Force Height to Moment .. /t • 9 . O 1 „ M ,,;, OnT,,, ■ D bottom (ft) top (ft) (sq. ft.) (psf) (Ibs) center (ft) (ft-lb) `l`g -' 2.5 0 10 25 15.54 388.5 5.25 2039.74 p tw 0 0 0 0 0.00 0 0 0 tt 3 d' HRH 0 0 0 0 0.00 0 0 0 kt t "- 0 0 0 0 0.00 0 0 0 z g E= 388.5 E= 2040 § 2 SIGN POLE: (Single Pole) Mu = 1.6M ,i yH 44 ii I s Mu = 3264 ft-lb itiMn = 0.9'Fy = 41400 psi Fy = 46000 psi Z feQ • d = Mu /4Fy = 0.946 in 3 Try the HSS 4X4X1/4 sign pole with a plastic modulus of 4.7 inch3 tr; o Z = I 4.69 I in fb = Mu /Z = 8351 psi < 41400 OK I Use the HSS 4X4X1/4 sign pole (min) I � l • 1-X 74' ,, ` . .rii l • �iy gJi Base Weld: Try 5/16" fillet all around n eaors" O • !ice Sweld = 4.72 in •. d Mall = 8260 ft-lb > 2040 ft -lb, 5/16" fillet weld all around OK •• 1 . Arm Design: The break -away arm is connected to the sign with a hinge connection and will pivot at it's attachment (does not take wind loading). • '1, FOUNDATION: Mnet = 2.040 k -ft Applied moment from sign • P = 0.389 k Applied lateral force, kips h (efe) = 5.25 ft distance from ground surface to P, ft q = 150 psf /ft base soil -brg. Base Plate Check: q' = 300 psf /ft allowable soil -brg, = (150'2) T = 3060 lb = (2040)/(4/12)/2 b = 1.50 ft dia. arm = 2 in d (estimated) = 5.50 ft ESTIMATED embedment, ft 5.50 for pressure Mr = 6120 in -lb UNconstrained • Allowable w/ 1/2" movement at groundline t = 1.25 in S_1 = 550 psf q•d_est / 3 b = 4 in A = 1.1 ft 2.34 *P *1000 /(S_1`b) Z = 1.56 in d = 3.12 ft A/2 *(1 +(1 +4.36 "h /A)A.5) Mc = 33629 in -lb OK UNconstrained 6120 < 33629 OK 'Use 1' - 6" diameter x 5' - 6" (min.) I 'Use 1 1/4" base plate I 9570 SW Barber Blvd Project Name Taco Bell Signage #16600 Project # - 120244 Suite One Hundred • _ Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon MILLER Client Cummings Resources CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd ' .1MN Date 4/13/12 Page 7 of 8 - - -- Material Properties V Concrete Type. Normalweight Concrete Anchor Type: Heeded Bolt (CEP) Anchors Welded to steel attachments, t> 3/8 or t> do/2: No Anchor located in a location cracking: No Confining Reinforcement Present larger than 04 Yes Y Supplementary relnf, provided at corner, if co <1.511.,: Yes ~- Confining Reinf.enclosed In stirrups Yes COI COI COI COI . Anchor used with built up Grout Pad: Yes e 1 2 3 4 Regions of Moderate or High Seismic Risk: Yes Anchor Diameter (Inches): 1 O O v y 0 Oro. 4 Anchor governed by strength of ductile or brittle element: Ductile s- s Sup taint. Proportioned to tie failure prism to structure: Yes, Condition A 0 0 I 0 : row 3 Concrete Compreswe Strength (/, ): 2500 psi Yield Strength of Anchor steel ( / 36000 psi N v X >- Tensile Strength of Anchor steel (I.): 50000 psi Tensile Strength of Anchor Sleeve (f,,,,): 65000 psi Wm 0 0 0 O row 2 Geometry XC Concrete Depth (h ): 66 inches r U Anchor Depth (h„ ): 20 inches 0 0 0 0 row l Expansion sleeve cross sectional Area (A.) N/A sq inches r7 Number of anchors in a row along X axis (N,) 2 s, x 3 Number of anchors in a column along Y axis (N,) 2 _ Edge Distance (d„ ): 6 inches Edge Distance (O.): 8 inches del XI X2 _ X3 del Edge Distance (d.): 4.75 inches II I_ Edge Distance (d.): 4.75 inches SEE - Spacing between columns (X, ): 8 inches Spacing between rows (Y, ): 4 inches Location of load Centroid % -acts (X,) 10 inches Location of load Centroid V -axis (Y,): 8.76 inches Loading (Use Factored Loads only) Shear in the X -axis ( V,): 0 lbs Shear in the Y -axis (V, ): -622 lbs Tension (71: 7834 lbs = 2040/(14.11/1211 0 Torsion (M): 0 11-lbs Anchor dimensions Anchor Diameter (do) 1.00 inches I interaction 0.24Nn >No. VW4Vn = 0.050 OK Threaded anchor thread pitch (n,): 8 threads/inch Interaction 0.2$Vn>Vu, Nu/Shin = 0.172 OK Anchor Cross sectional Area (A„): 0.606 sq. inches I Interaction Vuxw4Vn•Vuy /IVn.NW$Nn = 0.244 OK Bearing Area (Abrg): 1.34 , sq. inches Hook bearing length (a,)' N/A inches X -direction - shear from X-load V -direction - shear from V - load Failure cone geometry ROW 4 0 0 0 0 Row 4 0 0 0 0 Projected Concrete failure group area (A.): 190 sq. incnes Row 3 0 0 0 0 Row 3 0 0 0 0 Projected Conc. failure single anchor area (Aeo): 3,600 sq. riches Row 2 0 0 0 0 Rawl 156 156 0 0 Projected Conc. failure group shear area (A v) y-dir 1320 sq. inches Raw 1 0 0 0 0 Row 1 156 156 0 0 Projected Conc failure group shear area (Av)x -dir 851 sq. inches Coll Col 2 Col 3 Col 4 Col Ccl 2 Col 3 Col 4 Proj. Conc. failure single anchor shear area (A„) y -dir 8712 sq. inches Total sheer X- direction Total shear Y -direction Proj. Conc. failure single anchor shear area (A w ) x -dir: 8712 sq. inches Row 4 0 0 0 0 Raw 4 0 0 0 0 Modification factors Row 3 0 0 0 0 Row 3 0 0 0 0 Edge effect modification factor lerf 0.75 Row2 0 0 0 0 Row2 156 156 0 0 Cracking shear modification factor (y, ) 1.25 Row 1 0 0 0 0 Rawl 156 156 5 0 Cracking tension modification factor (sr,). 1.40 Col 1 Col 2 Col 3 Col _ Col 1 Colt Col3 Colo Shear group eccentricity factor (y,) load in y -air: 1.00 Row Used in Tension: Anchor. in Tension Combined Shear • Shear group eccentricity factor (0s load in x -dir 1.00 Row 4 0 0 0 0 Row 4 0 0 0 0 Modification factor for edge effects (We) load in y -dir: 0.76 Row 3 0 0 0 0 Row 3 0 0 0 0 Modification factor for edge effects (,y,) load in o -dir: 0.74 r Row 2 0 0 0 0 Row 2 158 156 0 0 Modification factor for no cracking ( en): 1.40 Row 1 3917 3917 0 0 Row 1 156 156 0 0 Number of Anchors, (n): 4 Col I Col2 Ca 3 Col4 i Col 1 _ Col2 Col 3 Col4 Number of Tension Anchors, (n,) 2 Col. Used in Tension: Tension Capacity Steel Strength of Anchor in Tension ( N.): 60,574 lbs, N.= (n)(A„Kf ACI -318 Appendix 0. pg 412 sec. 5.5.1. eqn D-3, or from Manufacturer Basic Canc.breakout Strength In Tension ( N,): 117,889 lbs, ACI -318 Append <D, pg 414, sec. D.5.2.2. eqn 0.7, or D-8 Nominal Conc.breakout Strength in Tension ( N.): 5,814 lbs, N„ • (Aw /Arro)(p, Wa Y,N, ), ACI-318 Appendx D, pg 414, sec. 0.6.2.1, min 0-5 Pullout Strength of Anchor (N„): 28,856 lbs, ACI -318 Appendix D, pg 418, sec. D.5.3.4, eqn 0 -13, sec. 05.3.6, eqn 0.14 Nominal Pullout Strength of a single Anchor (N„): 37,599 lbe, N„ _ (N0(eq) ACI -318 Appendix D, pg 417, sec. 13.5.3.1, ego D-12 Nominal Group Pullout Strength (N..): ' 150,395 - lbs, N,,, _ (N Side Blowout (N., N.,): 22,017 lbs, ACI -318 Appendix D, pg 418, sec. 5.5.4 Shear Capacity Steel Strength of Anchor in Shear ( V.): 58,151 lbs, ACI -318 Appendix D, page 418, sec 0.8.1.2, eqn 0. 17,13 DAD Basic concrete Breakout in Shear ( V. )load in y -dir 154,834 lbs, ACI-318 Append D, page 421. sec 0.6.22 6 08.2.3, eqn 0 13 Basic concrete Breakout in Sheer ( V. (load in x -dir. 154,834 lbs, ACI -318 Appendix D, page 421, sec 0.8.2.2 6136.2.3, eqn 0 0 Group concrete Breakout in Shear ( V good in y-dir 25,080 lbs, ACI -318 Appendix D, page 420, sec 0.6.2.1, eqn 0.21 Group concrete Breakout in Sneer ( Vm, )load in a -dir: 16,400 lbs, ACI -318 Appendix D, page 420, sec D.6.2.1, eqn 0.21 Nominal Conc. Pryout strength in shear ( V.): 11,627 lbs. ACI -318 Appendix 0, page 423, sec 0.6.3.1, eqn D -28 Tension a Anchor Single Group cap anchor cap ' Nominal steel strength (0 N,): 0.75 45,431 22,715 lbs Nominal group pullout strength (0 N,,,): 0.75 112,796 56,398 lbs Interaction between shear and tension Side Blowout (N„, N„,): 0.00 0 0 lbs Per anchor load Per anchor capacity Controlling tension (0.75Kphi)(Nn): 45,431 22,715 lbs Nu (max) = 3917 eNn max = 22,715 ■ Shear a Anchor Single Group cap anchor coo Vux(max) = 0 6Vnx max= 2,180 Nominal Steel Shear Capacity (0 V,). 0.65 37.798 9,450 lbs Vuy(mex)= 156 WnY mslr- 2,180 Nominal Conc. Pryout strength in sheer (0 V„): 0.75 8,720 6.540 lbs Interaction 0.24Nn >Nu. VW+Vn = 0.050 OK Nominal Concrete Breakout in Shear ( 0 V,,, )load in x -dIr. 0.75 12,300 3,075 lbs Interaction 0.2sVn >Vu, Nu/Min = 0.172 OK Controlling Shear (0.75)(phiKNn) Y-dir: 8,720 2,160 lbs Interaction VicseVn•Vuy /$Vn.Nu /4Nn = 0244 OK Controlling Shear (0.75)(phiKNn) 0 -dir: 6,720 2,180 lbs Use (411" dia. bolts with 20" minimum embed I I 9570 SW Barbur Blvd 120244 . 04 Project Name Taco Bell Signage #16600 Project # Suite One Hundred Portland, OR 97219 -5412 Location 11635 SW Pacific Highway, Tigard, Oregon MILLER Client Cummings Resources CONSULTING (503)246 -1250 C ENGINEERS Fax: 246 -1395 By CJM Ck'd Date 4/13/12 Page O of 8 Yum! Brands. SITE PLAN EUP2o I z- 000 79 Ill SCOPE OF WORK • Existing Pylon 6x12 Canopy .; IP it 4 "(i j QTY ITEM (paint cab. & steel) .+ i 1 6x12 Canopy r 1 Order Point Canopy ti'.' „' 1 Entry Portal Existing Directional Order Point Canopy 1 Existing Pylon (paint cab. & steel) Existing Directional (paint cab. & steel) \ 4 Existing Directional (paint cab. & steel) (paint cab. & steel) ExiArng Menuboard to remain I d • / REC EIVED toviewornaece _ . _. s n / --� C tii _ ;._ ,\ �- r \ 0 .."--____-- _ � . PR 2Q 2012 \ a� _ 'D a i.' ..'.'::.'. CITY OFTIG '� TACO BELL a :111140.1.1. » 11 i t BUILDING DIVISION \ e _ g i 1170H � mm�m � � i v a ■ \ I 1,985 S.F. (E) 72 SEATS r 9 - _ - 1 ` o \\ : \. \ — I NO ADDMONAL AREA PROPOSED e 0 B \ � _ \ :: N . g r 0 � \ FT18 I Entry Portal mmmmmm ' O e �� a Q - ' I �� a MIbILQSfY{YU. \\ rwnacIesrµvu. r ” a 111 s MIK l ° :' • � � �.�. - _ r C� �.. � Existing Directional / � ''' I I r c (paint cab. & steel) d ® \. \\ / / / / /7, // / " ' \ \ _ \ \ \ * mo r C► r " Existing Directional ( z -E)— icim \ - /{'—� <>~ (a / :} (paint cab. & steel) \ \ \ \ \ s .' ' '.'..../ 7 (1E) ACCESS EASEMENT /ALLE'Y WAY D- ORDER# 068521.00 ( THIS IS AN ORIGINAL UNPUBLISHED DRAWING DATE BY DATE BY DATE BY PROJECT: TACO BELL# 16600 DRAWING NO. i i L10LIr Li'�'RI s cafA ISISAN ro IGINAL NP UL ISHEDDRAWING CUSTOMER APPROVAL: REV #1 REV#4 REV #7 I�.iil W fH A PROJECT PLANNED fOR YOU — ADDRESS: 11635 S W Pacific Hwy/ Ti al d 9722'3 4��7� _ BY CUMS SIGNS. T` __ "!- •,•.� . SFr AXI BISN SSIGNS OUTSIDE YOUR REV #2 REV #5 REV #8 PHONE ACCT. MGR . CASEtr 12 -511 R The r ING R EXH RATIONN USED NYFASHIONUN UNLESS : COPIED SATE: * REV #3 REV #6 REV #9 DESIGNER: AAAJ SCALE: A5 NOTED DATE: 3/27/12 SHEET 1 OF 6 OR EXHIBRED IN ANY FASHION UNLESS AUTHORIZED — The International Sign Service IN wRITING BY AN OFFICER OF CUMMINGS SIGNS `- • I Yum! Brands® ELEVATIONS - \ r -.• - - • ,�,- . - it, f. --ff -: .�_ -.... 1 'A 1 i. 1 • • s N 4. — OF _. - _ s f - tea w ; S"-'= r - .;;.. _ - ., t .,. _.. II tiali EXISTING LEFT SIDE ELEVATION 12' -0" CANOPY 1. 56 -1 / - — — i 1 11_1— — u 1 L �� ila Ii I — ■ }1 li ijj !�I 71 fh I� Tl Ij 1( � G ii Tl it II � � [I L � 7 � 17 0 � 1 >>_I r I T II I Tj [I< �1 17 1,�0 II i J II fl _,Q 0 V I .'7 LI I1 0 0 — i II 0 17 0fI F 1 7( 1 r `j I; 11 , . _ IJ X1. 1i V 11 '� II. 9. '(d 0 I ���u�n 1u�InuTT Tit — �� — — h tiof, uitr uuun u : _ l'Icr �/ j ` J '\ _ �/' l l , / --------.7 // I _ - _ -- - - - -- - I L - - PROPOSED LEFT SIDE ELEVATION D- ORDER# 068521.00 ,� THIS Is AN oRIGINA uNPUeusHED DRAW NG DATE BY DATE BY DATE BY ", U ILA' s CREATEDFOARYOURPERSONALUSEINCONNECTION CUSTOMER APPROVAL: PROJECT: TACO BELL# 16600 DRAWING NO. n MRHA PROJECT PLANNED FOR YOU REV #1 REV #4 _ REV #7 ADDRESS: 11635 9W Pacific Hwy T�'�ard, OR 97223 1�� � S _ TO BE SHOWN N OUT S. * '•J J"` 1 .. RISNOTTOBE REV #2 REV #5 REV #8 12 -511 R PHONE: ACCT. MGR. CASEY O RGANIZATION NOR USED, REPRODUCED, COPIED DATE: OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED • REV #3 REV #6 REV #9 DESIGNER: AAAJ SCALE: AS NOTED DATE: 3/27/12 SHEET 2 OF 6 The International Sign Service IN WRITING BY AN OFFICER OF CUMMINGS SIGNS Yum! Brand FLEX2FIVE CANOPY 1 2'-0" SEAM SIGN SPECIFICATIONS POINT OF ELECTRICAL CAP Materials II CONNECTION j t -4 II‘" t 11 • Canopy: Fabricated Aluminum • Frame: Constructed Of Channel And Angle D ecoration I 1 2' -11 7/8" • Canopy: Painted Tiger Drylac Bronze Metalic t� 3 6 #49 66230 i Accesses 'i • Service Doors Located Bottom Side Of Canopy Wind Load • Wind Load Designed For 110 mph Wind Zone 12' -O" 9' -2" COLOR SPECIFICATIONS Graphic & Color Specifications Color I Li Tiger Drylac Bronze Metallic RECCESSED LIGHT Cx8 x,w m FIXTURE - - -- -.. -_.. STEEL MOUNTING PLATE ' - W -- 1' 3'(3'X1/4' IRK B - . ! 2172' LONG STEEL ANGLF _•. --. y 78' DM. S BOLT AND NUT ! `" 1 n I. I 1 g Ty7 A u"._ i.,, [glp11 AN AND JAW IWBUCAIE 1111 — Wmi VOA. 111EJIDEDRODS • FRONT ELEVATION @ CANOPY 1_ \ WALLPASEER rounNY rWE B1EMIL 3/W THREADED ROO W/ w PIPE SPACER (4 RED)) 2'-3 2'72'x316' THK. STEEL ANGLE (SPANNING A MIN. OF 2 STUDS) - 3'X3'X1 /4'THK.X 21/2' LONG STEEL ANGLE B"( _ STEEL MOUNTING PLATE _ 3/8' THREADED ROD WI 7 PIPE SPACER (4 RED)) 3._311. - 272'x3/16' TFI(. STEEL ANGLE (SPANNING A MIN. OF 2 STUDS) TYPICAL MOUNTING DETAIL @ TOP WALL STUD ��. 2'-'I 1 i " JAW AND JAW TURNBUCKLE '�'/ C/C WITH I' DIA. THREADED RODS �/ 2 3 S.S. BOLT AND NUT 2' ' X X 38' THE. STEEL I l V 0 1 8' THK. ALUMINUM 6 „� __ - CANOPY TOP �' T YPICAL MOUNTING 1 I _ DETAIL @ BOTTOM SIDE VIEW NTS PART # 823- F2F3- 6X12CPYW /L D- ORDER# 068521.00 , F THISIS AR- DATE BY 1 DATE BY DATE BY PROJECT: TACO BELL # 16600 DRAWING NO. q � LI;U ddilliViS CREAISISANTOUTPERSONAL UNPUBLISHED ECUCI CUSTOMER APPROVAL: f /.■ 1 WITH HAPROJECTEDFORYOU REV #1 REV#4 REV #7 ‘ ■■ _ BYCUM * ADDRESS: 11635 SW Pacific Hwy Tigard, OR 97223 R IS NOT TO BE SHOWN OUTSIDE YOUR REV #2 REV #5 — REV #8 PHONE: ACCT. MGR. CASEY 12 -511 R ® ���_ L��w ORGANIZATION NOR USED, REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED DATE: * R EV #3 REV #6 REV #9 DESIGNER: AAAJ SCALE: AS NOTED DATE: 3/27/1 SHEET 4 OF 6 The International Sign Service IN WRITING BY AN OFFICER OF CUMMINGS SIGNS. -- • I Yum! Brands. ORDER POINT CANOPY • 6' 11 15/32" - / \ 4' 6 7/8" – SIGN SPECIFICATIONS I Materials .090 eLUMINUM _ - - � Polycarbonate face with screened decorations RaINTE .zI 2nd surface. WHITE Aluminum canopy with steel ribs. I 98,90° Formed aluminum bell. CANOPY TOP Y EW Removable shroud. 70w METAL 2' 9 '." HAL DE I — � r - FLOOD s' 11 15/32" ELECTRICAL SPECIFICATIONS (2) 70 watt metal halide lamps. N - • tA Other electrical specs. T.B.D. M A A N C COLOR SPECIFICATIONS M ) o) l ;1 o� c BLUMINU °' ` w � I Scaeen second su Amber Wave SW6657 t co 8 7/16" °D Bell Graphics: Screen second surface aliEl g /' b I N Light Bell: PMS 131U CO PCLYCARBOIv TE i - Dark Bell: PMS 139U FACE WITH Canopy posts and framing members: SCREENED -- - - - a B1 TB Bronze Tiger Drylac 49 -66230 C33 2ND SUR\CE o DEDDRNTION Metal Bell: Paint to Match PMS 2685 M N REMOVABLE Canopy: White SW2123 eggshell finish ALUMINUM BASE/ , I J KICK PATE - - a0 :. i F 4' 6 7/8" --- • - • 1 " X 2 0 " < , ' % , 7 I ° 'i </ ANCHO - . . All • . �� // BCLTS �< %, a �� ;�>% • 8 ° SECT ONAA BASE PLATE DETA L CD 1;0" 12 "x10 "x1 1/4" THK . " 2' 6 3/32" 71 BASE PLATE ro---- • n -r' o 4 ' G "- �- 6 "x6 "x1/4" STEEL TUBE '° 2'91/8" o I- 1 1 1/4" D A HOLE FOR 0 70 CU YDS OF 1' -6" DIA. — 1" D A ANCHOR BOLTS CONCRETE REO'D • PART #823 -TB- ORDCPY -VE -KIT PART #823- TB -EVO- CANOPY D- ORDER# 068521.00 / �;, THI IS AN ORIGMA UNPUBLISHED WING DATE BY DATE BY DATE BY LAMr � S CREATES D FOR YOUR PERL SONAL USE IN CODRANNECTION CUSTOMER APPROVAL: PROJECT: TACO BELL# 16600 DRAWING NO. h a l e ` WTTHAPROJECTPLANNEDFORYOU * REV #1 REV#4 _ REV #7 ADDRESS: 11635 5W Pacific Hwy Tigard. OR 97223 { ■ 7 _ I BY CUMMINGS SIGNS . ••� S!( LAS ® RISNOTTOBE SHOWN OUTSIDE VGIxt REV #2 REV #5 REV #8 PHONE: ° ACCT. MGR. CASEY 12-511 R ORGXHIEREONNORUSRODUCED,COPIED DATE: * REV #3 REV #6 REV #9 DESIGNER: AAAJ SCALE: AS NOTED DATE: 3/27/12 SHEET 5 OF 6 OR EXHIBITED IN ANY FASHION SH ION UNLESS AUTHORIZED The International Sign Service IN WRITING BY AN OFFICER OF CUMMINGS SIGNS Yum! Brands. ENTRY PORTAL 11' 10 13/16" — 2' 6 1/4" -- 9' 4 9/16" SIGN SPECIFICATIONS Materials 2 9/16- 8 2 I Polycarbonate face with screened decoration - 2nd surface. Aluminum formed bell. I. PVC PIPE WITH Removable shroud. 9' O" D on'tRingYour So On This! 1 ,' ( 1ST SUPFACE -- - - _ VINYL GRAPHICS PVC pipe with vinyl graphics applied 1st surface. PQLYCARBON\TEFACE ELECTRICAL SPECIFICATIONS WITH SCREENED 2ND SULACE DECORATION N/A H R. ALUMINUM z Z _ COLOR SPECIFICATIONS FORMED n _ - . —D Polycarbonate Cladding: o z z '� NI Screen second surface: Amber Wave SW6657 • b ► I- z Bell Graphics: Screen second surface p O TOP V'EW 1/1 Light Bell: PMS 131U - Dark Bell: PMS 139U F Hinge Assembly w MI TB Bronze Tiger Drylac 49 -66230 C33 0 Metal Bell: Paint to Match PMS 2685 • o d = Clearance Bar: Paint to match PMS 108 in r 7 `° (V I A A °) , - see Detail C 1 " REMO/ABLE t ALUMINUM BASE/ KICK P9TE / bice _ GRADE ' \`/ 'V`%/ \`'> 1 • X 24' - `'\ \ , I ry ANCHO' \ \� / \ � i mi , / / \ \ / / A DJUSTABLE MOUNTING PLATE Buis . / / /\ , I i " / % & HINGE ASSEMBLY BASE PLATE DETAIL T - I � e _.... o .. 12 "x8 "x1 1/4" THK. 0 0 SECTION A A 1 U" BASE PLATE • Q o 8" 0 0 0 ° ° .„ < " 2'61/2" - ■ o a O O 4 "x4 "x1/4" STEEL TUBE O O � � ,`• O � , O 1 1/4" DIA HOLE FOR I O • 1" DIA ANCHOR BOLTS L � { ° 8 t- I a1 al:. C CONCRETE REQ'D -1' 6 "DIA PART #823 -TB- PORT -VE -KIT PART #823 -EVO- PORTAL D- ORDER# 068521.00 ( ,� / THIS IS AN ORIGINAL UNPUBLISH DRA DATE BY DATE BY DATE BY T ACO BELL# 1 6600 , q;; l�//� L�' cREATEOFOavouaPEasoNALUwcNNECnoN CUSTOMER APPROVAL: �{� PROJECT: DRAWING NO. III■ WRHAPROJECTPLANNEDFORVOU REV#1 REV#4 REV #T �n �� I BYCUMMINGSSIGNS * ADDRESS: 11635 SW Pacific Hwy Tigard, OR 97223 ��� .. �� I BIS NOT TOBE SHOWN OUTSIDE YOUR REV #2 — -- . REV #5 REV #8 PHONE: ACCT. MGR. CASEY 12 -511 R ® ` ORGANIZATONNORUSED .REPRODUCED,COPIED DATE: REV #3 REV #6 REV # 9 OR ExHIBREOINANYFASHIONUNLESSAUTHORIZED - - - - - - D ESIGNER: AAA _ _ SCALE: A S NO TED DATE 3/27/1 SHEET 6 OF 6 The International Sign Service IN WRRING BY AN OFFICER OF CUMMINGS SIGNS, - - - - • ■