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Plans Existing Site Plan Draw the site plan layout. Use the space below or attach a separate page. Include the following with dimensional relationships: DT Window -Menu Board Location • Speaker Box - OCB Location (Distance from pick up window) Menu Board - Bollard Location 0 Clearance - Light Pole Locations - Tree Locations • Bushes - Clearance Bar Location - Dumpster Location • Light Post 0 All measurements should be in feet. Bollard 95' i CI1'Y.O4IGARD t Approved .�. [ 9 Conditionally Approved [ ] 215'1 See Letter to: Follow ( ] Att. l ed Permit N ber: - ir► ,i _ o — ' 1 0 8 " By: `A I Date: 39.5" 7' -5" • OFFICE COPY Confidential Document: Do not copy or distribute without written permission from Delphi Display Systems, Inc. Copyright ©2009. [Unpublished Work]. All rights reserved s _ 6" 121 I' RIGID REVISION HSTORY II ELECTRICAL CONDUIT — - TS 3 112" x 3 1/2" REV DESCRIPTIONISHEET DATE APPROVED '" ' All Around 3/26/09 BC IPOYtlERA OW VOLTAGE! 114 I Added Electrical Disconne To 12.1 AN VIFW OO r �_.T Back QTY. CONCRETE 0.55 CU. YDS. or Iu 1 _ _ _ Q Q t41 #5 REBAR x 4'-3" LG 2 Mounting phis C I ED BC EQUALLY SPACED ON B" CIRCLE — �{ from 3/B" thic _ w /141 #3 TIES ON 16 1/2" CENTERS I p ` 4" 2' - CONCRETE 6 2 THREADED 0 0 2" • ,_ 4 201 T - 3/8 " ° 2 1/4" 4 I!4 • :I>it OF IG pN BNG 1V 0 7/8" (41 FOR 03/4" 0 5/16" 121 FOR 01/4" ASTM A -325 BOLTS ASTM A -325 BOLTS SIGN MOUNTING PI ATE DETAIL i' -2 3/4" /\ 3/4" ASTM A -36 STEEL Tir 5, 7 / r 91/2" 30" 30" - TS 3 1/2" x 3 I/2" x 1/8" 6 1 /2" • ASTM A -500 Gr. B 1 I — ELECTRICAL DISCONNECT • A I I �' 718" (4) FOR 0314" 2 Il4' 6•• TACK WELD ASTM A -325 BOLTS NUT 8' -4 718" 5-10 IIS" I IV i 7' -2 I /8" / —4" x 25" CROSS MEMBER 2 " 1.1 i' , I" ASTM A -36 -36 STEEL 1 All Around 2" ; 111111:1 1 _______ - -- -TS 3 I /2" x 3 1/2" x I /4" 3116 THREADED ASTM A -500 Gr. B TS 6" X 3" G ANCHOR BOLT DFTAIL TS 6" x 3" X 3116" 3/4" Gr. 2 STEEL ASTM A -500 Gr. B A P01 E TOP PI ATF DFTAII CAN USE EITHER STYLE ANCHOR BOLT Low Voltage Access 3/4" ASTM A -36 STEEL F.011NDAUONDES16N.NOTES 33° CLADDING I. Concrete shall have o minimum compressive strength of 3000 PSI at 28 days. 2. Reinforcing steel shall be ASTM A -6I5 grade 60 GRADE TS 6" X 3" 3. Caisson tooting designed using a soil bearing force of 400 PSF per foot lateral If this soil condition does not exist, it is the Erector's responsibility to hove a new rrir- •• •1 fli I 1 • ..�i, ' '' y g Al Around ncor ots snae r I 1 r ' s um . 3/16 V/,- \ nFSIrNWINDLOAQ :• * I G I - I Based on the 2006 International Building Code us Exposure C and 150 mph winds. *, ` I I J ` =. 121 I" RIGID :• : . 1 I CONDUIT 01" 141 FOR 03/4" Depth I I " I o (POWER/LOW VOLTAGE) ( v '� AASHTO M314 -90 Gr. 55 Concrete I_4 ANCHOR BOLTS a Project Taco Bel DT I { I � '''''''''''''''''-14) 9 6 OR DER -MA Corpaetia0 Description I r,_ #5 REBAR x 4' -3" LG. Propneta ryInformation Permit Doc w /out Bell EQUALLY SPACED ON 18" CIRCLE NAME DAT Material w /141 #3 TIES ON 16 I /2" CENTERS ' ... c a ldwel 05 112110 See Part Description 3" CLEAR TYP k• CONCRETE 6" cHECxED 9" MGR APPR See Part Description BASE PI ATF DETAIL `LESS OTFERWISE SPECIFED 1 Dra ' in g " "b e RI, FI FVATION VIFW DIMENSIONS AREM ' erma Doc 1 3/4" ASTM A -36 STEEL ANGLES �o NAME TB Evolution DT Permit Doc_2.dit 2 PL X0.03 3 PL :0.020 SCALE NTS I WEB. I 1 i 110 STRUCTURAL TECkNOLOG Y CONSULTANTS INC. ff o 1821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (858) 218 -2424 D 1 W PROJECT: TACO BELL, 11635 SW PACIFIC HWY, TIGARD, OR SHEET: I OF 14 2 PROJ. NO.: 1159 -105 DESIGNER: VI-I DATE: 05 -19 -11 D CLIENT: VANCOUVER SIGN GROUP u u l' -1 "± GENERAL NOTES FOR POLES AND FOOTING: 6. i I 6' -0" I. CONCRETE DESIGN AS f'c =2500 PSI., MIN. k k SPECIAL INSPECTION NOT REQUIRED. 1 • 1 \ 2. TUBE STEEL ASTM A500 GRADE B. m ,�� 3. ROLLED STEEL ASTM A36. o —\ 4. HIGH STRENGTH BOLT STEEL ASTM A325. a ` SPECIAL INSPECTION REQUIRED. -< 0 5. SIGN CABINETRY SHALL BE FABRICATED IN THE _ f- M '4 SHOP OF AN APPROVED FABRICATOR. 2 u -A. X 0 6. SOIL PASSIVE PRESSURE BASED ON 2009 IBC m I? `n N =, TABLE 1806.2 CLASS 4 MATERIAL OR BETTER. 2 W C p X SPECIAL INSPECTION NOT REQUIRED. (IF SOFT OR f ® SANDY SOIL, COLLAPSING OR UNSTABLE SOIL, o Mli .g• ' x ORGANIC MATERIALS OR GROUNDWATER ARE i S' ENCOUNTERED, IMMEDIATELY CONTACT THE A —\ 2' -9''s� `" ENGINEER OF RECORD FOR ADDITIONAL r to � O 3 a FOUNDATION REQUIREMENTS.) m \--\ ' ■ _ = 1. SITE IS NOT SUBJECTED TO WIND SPEED -UP m / /\ �� L , '\// / z EFFECT (Kzt <_ 1.0) AS DEFINED IN SECTION 6.5.1.2 a" / / X O F ASCE 1 -05. CONTACT ENGINEER OF RECORD o IF SUCH EFFECTS ARE PRESENT. N 8. CALCULATIONS OF SIGN AREA BASED ON WORST s CASE LOAD TO I OF 2 POLES. "3 TIES W/ HOOKS 9. HEAVY HEX HEAD ANCHOR BOLTS ASTM FI554. o $ \ TOP 6 6 3" O.C. 10. REINFORCING STEEL ASTM A615, GRADE 60. li OPTIONAL FOOTING: 2' -0' BAL. 9 12" O.C., II. PROVIDE 3" MIN. CLEAR CONCRETE COVER ON 2 E 3' -0" SQ. x 4' -6" DEPTH X W/ (6) -"6 VERT. ALL STEEL EMBEDDED IN CONCRETE FOOTING. o if NI "3 TIES NI HOOKS BARS 12. STEEL: ALL WELDING SHALL BE PERFORMED BY i TOP 4 g 3 O.G. AWS CERTIFIED WELDERS USING E10 w ELECTRODES OR WIRES AND AWS APPROVED 3 BAL. ifD 12" O.C. A ELEVATION SYSTEMS AND PROCEDURES. m NI (12)-"1 VERT. BARS O NT9 13. PROVIDE SLOPE AWAY FROM BASE OF POLE. 2 pi TYP. 3/16 0 i.'� I.� X � 1 11 r, , 05 "" eV t ic 23/4" M" 23/4" m 3/16 TYP. / 1 1 / C I= / 1 1 / £n �I 3/16 - - In x TT \ _ \ - - - - - 3/16 FP1 v � i ' o x 11 11 1 , \ QQ 1 I Op =� __ � 0 1 I m t) TYPICAL SADDLE DETAIL •$ i 1 �- \ 0 i s 0 0 u © SCALE: MS ',41,1 \ 0 1 I 0 \ - \ i �i 9 iE 3 /4"X6 "X0' -91/2n 1/4 fQ 3 /3"X4 1 /4 "XI' -0" X W / 4 M.B. A325 � � Op W/ (4)- /4 M.B. A325 = @PLATE DETAIL \ N� EF � `ss' / � PLATE DETAIL o (4) - " r - - i O 69173PE v � / A I u ! 3/16 v =. Ill i 6' 1 I I 3 /4 "x9 "x0' -9" I W/ (4) -3/4 "4, HEAVY �J9 OREGON /// i i ° Q -- -- Cep HEX HEAD A.B., Q RC 09,1. \ g E 10 MN. EMBED. ° N J. GV ° O BASE PLATE ci DETAIL 'EXPIRATION DATE: 06/30/20111 �, p STRUCTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL NO BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES CF PLAN SHEET P 5/19/2011 1:19:40 PM r P Oil STRUCTURAL fC1"TNOLOG CONSULTANTS IN. n m 1821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (858) 218 -1424 t. Z 1 W PROJECT: TACO BELL, 11635 SW PACIFIC HWY, TIGARD, OR SHEET: 2 OF 14 2 m PROJ. NO.: 1159 -105 DESIGNER: VH DATE: 05 -19 -II 1 CLIENT: VANCOUVER SIGN GROUP r r Q u DESIGN CODE OSSC 2010 / IBC 2009 w/ ASCE 7 Provisions 2' -1" o t units; pounds, feet u.n.o. , / I' -8" m I WIND (wind governs design) 4' 4 v2.2 Basic Wind Speed: 100 Per ASCE 7 -05, Fig. 6.1 3 /16 V <TYP. v Exposure C c Design Wind Pressures (psf) v 11 1 , g Y. Heights; 15 27.51 L = J in m Area Force Arm Moment 3/16 V 9 3.7 101 0.7 67 IE I "x4 "x2' -I" �C An 44.5 1224 4.3 5200 PLATE DETAIL -< . 5.5 152 7.8 1186 F 91 al 53.7 1476 6452 A 1 Footing Design Footing Design �! • IBC Table 1806.2 & Sec. 1806.3.4 IBC Table 1806.2 & Sec. 1806.3.4 al hi Footing Type: round Footing Type: square o u Soil Pressure (150x2): 300 b = 2.00 Soil Pressure (150x2): 300 b = 4.24 er' S = 5 x d/3 5 564 S S x d/3 5 418 A= 2.34P/S A= 3.06 A= 2.34P /5 A= 1.95 A i d =0.5A { 1 +[1 +(4.36h /A)]") } = d = 5.64 d =0.5A { 1 +[1 +(4.36h/A)] " } = d = 4.18 D D d) v_ Formula Per IBC Section 1807.3.2.1 Formula Per IBC Section 1807.3.2.1 1 .§ Footing size: 2' -0" DIA. x 5' -9" Depth Footing size: 3' -0" x3' -0" x4' -6" Depth 2 Zi E Column Design Reinforcement Design ! Tube Steel - ASTM A500 GRADE B A = 0.005 (36") = 6.48 in w Moment at base ( # -ft): 6,452 6.48 in / 12 bars = 0.54 in � x Area of #7 bar = 0.60 in OK ` m O Required S (in 3 ): 2.8 c, 5 = Moment x 12 / (1 *27600) m H (ft) M (lb /ft) S req'd. Size (in) Ibs / ft t (in) Sxx (in V (Ib) 0 al 0.0 6,452 2.8 6x3 10.7 0.188 4.5 m •-- 1.3 4,556 2.0 3.5 10.5 0.250 2.9 1376 2.8 2,728 - - x Reinforcement Design (6) - #6 vert. bars w/ #3 ties w/ hooks As = 0.005 (7)(24 ") / 4 = 2.26 in m A 2.26 in /6bars= 0 z u Area of #6 bar = 0.44 in OK m m k Anchor Bolt Design x H (ft) M (lb /ft) V (Ib) i An_ 0.0 6,452 1,476 m x 12 x 1.6 LRFD x 1.6 LRFD (FOR PROF'S) (FOR PROFIS) A O i ,n m w Z ~ m ILI U I i N al t O Z (P 1 p STRUCTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL NO BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF PLAN SHEET n 5/19/2011 1:20:04 PM i OS STRUCTURAL TEC+- HNOLOC ( CONSULTANTS INC. 1821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (858) 218 -2424 D 1 tq PROJECT: TACO BELL, 11635 SW PACIFIC HNY, TIGARD, OR SHEET: 3 OF 14 9 PROJ. NO.: 1159 -105 DESIGNER: VH DATE: 05 -19 -II 3 CLIENT: VANCOUVER SIGN GROUP y .a r a r u 6, T ASCE 7 -05 Wind Loads 6.5.14 F= qh *G *Cf *A, c i 6510 ql, = 0.00256 *Kh *K *Kd *V *I m . . '` m U K 1.0 (unless unusual landscape) I= 1 for structural category II ED i Kh= table 6 -3 Exposure C -< Kd= 0.85 for signs I= 500 (constant for L Table 6.2) u V= 100 mph e= 0.2 m 6.5.8 6 =0.925 ((1 +1.7*g *I *Q) /(1 +1.7*g„ *I or 0.85 c= 0.2 9 2 iz= c *(33/4(v6) m z max(0.6 *h, zmin) 'd zmin= 15 Load Combination Factor = 1.0 = 3.4 A g 3.4 o r Q =J( 1.0 / (1 +0.63 *(B +h) /L in LZ I *(z/33)` sign w elem. # h Kh qh 6 s/h B/s Cf pressure F 1 1.33 0.85 18.50 0.85 0.70 1.30 1.75 27.51 101 A U 2 7.17 0.85 18.50 0.85 0.70 1.30 1.75 27.51 1224 p 3 8.4 0.85 18.50 0.85 0.70 1.30 1.75 27.51 152 1 6 sum: 1476 2 - 0 OC 1 a 0 y 3 0 �S 1 to f x 0 W = 1 m Tn i 3 m to u z LL in m x m _ v p A 0 -1 W -1 3 m Li i O N rx Z T. Q STRJCTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL NO BE RE SPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF PLAN SHEET 11 5/19/2011 1:20:32 PM E Oil S TRUCTURAL TEC NOLOC�Y CONSULTANTS INC. 6 1821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (858) 218 -2424 n z 1 1@ PROJECT: TACO BELL, 11635 SW PACIFIC I-IWY, TIGARD, OR SHEET: 4 OF 14 0 a PROJ. NO.: II59 -105 DESIGNER: VI-I DATE: 05 -19 -II 6 CLIENT: VANCOUVER SIGN GROUP y a r U r u DESIGN CODE- OSSC 2010 / IBC 2009 w/ ASCE 7 Provisions units; pounds, feet u.n.o. i WIND (wind governs design) (PER 2 POLE ANALYSIS ASCE 7 -05) w v22 Basic Wind Speed: 100 Per ASCE 7-05, Fig. 6.1 0 i Exposure C a O Design Wind Pressures (psf) II Heights; 15 27.51 0 u m Area Force Arm Moment 0 zU 1.8 50 0.7 33 m 22.3 612 4.3 2602 0 4 2.8 76 7.8 593 i i Z 26.8 739 3228 A U (Fig.6 -20 note 3 case B) 2087 9119 (PER UPPER HSS @ 2' - 10 ") g Column Design in g o Tube Steel - ASTM A500 GRADE B o , Moment at base ( # -ft): 9,119 I- i Z = Moment x 12 / (1 *27600) Z H (ft) M (lb /ft) Z req'd. Size (in) Ibs / ft t (in) Z (in V (lb) 2.8 3,855 1.7 3.5 5.6 0.125 1.9 531 p 'a Horizontal Member Check (PL 1 "x4 "x2' - 1 ") y 6 S = 531 LB / 25 in. + 3,855 LB FT * 12" / 2 (1)(4)(25) = 253 PSI a St a 0.6 (36,000) = 21,600 PSI 0 it r G P O m` 3 9 0 tu m m o m 3 ri g To U r rL m U m 11 ti M A O 1 m fa ii i cP 0 o z i c STRUCTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL NO BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF PLAN SHEET n 5/19/2011 1:20:57 PM i $10 STRUCTURAL TECNOLOC-�'i' CONSULTANTS INC. v, 1821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (858) 218 -2424 d z D 11 PROJECT: TACO BELL, 11635 51A1 PACIFIC NNY, TIGARD, OR SHEET: 5 OF 14 9 a PROJ. NO.: 1159 -105 DESIGNER: VI-1 DATE: 05 -19 -11 CLIENT: VANCOUVER SIGN GROUP y a r u u X - Bearing Pressure o Maximum Bearing 1.651 ksi i i 1111 • Z Max/Allowable Ratio .971 ASCE 5 (a) (ABIF = 1.000) m I 0 a O. 2 u m 2 -CC 0 ` 11 i m - Base Plate Stress = 9 in Maximum Stress 18.747 ksi A Max/Allowable Ratio .579 ASCE 7 } Plain Base Plate Connection (ASIF = 1.000) $ Base Plate Thickness : .75 in 18 747 0 o Base Plate Fy : 36. ksi �, Bearing Surface Fp : 1 ksi I ,- i (ksi) p W Anchor Bolt Diameter : .75 in C, A Anchor Bolt Material : A 307 � 0. A A nc h or Bolt Fu : 60 ksi . "__.. D Column Shape : HSS6X3X3 0 tt Design Code : AISC ASD 13th 1 Z Pullout Code : ACI 2005 9 E - Anchor Bolts o l Bolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity Combination = 1 3. 3. 5.823 0. -.369 N.A. N.A. N.A. N.A. N.A. ASCE 7 (2) 2 3. -3. .048 0. -.369 N.A. N.A. N.A. N.A. N.A. ASCE 7 (2) x 3 -3. 3. 5.823 0. -.369 N.A. N.A. N.A. N.A. N.A. N.A. ASCE 7 (2) m i 4 -3. -3. .048 0. -.369 N.A. N.A. N.A. N.A. N.A. ASCE 7 (2) m j E o x w Loads m P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Reverse k DL .537 No m WL 1.476 6.452 Yes m 3 ii d) g a u z LT. in O m d x 0 'd w m v A O -I w m w z I-- A i g W (Ti z O z N p STRUCTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL NO BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF PLAN SHEET P 5/19/2011 1:21:09 PM ■ d) 10 STRUCTURAL TECN C-� NOLOY CONSULTANTS INC. 9_ 4 1821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (858) 218 -2424 n z 1 W PROJECT: TACO BELL, 11635 SW PACIFIC HWY, TIGARD, OR SHEET: 6 OF 14 0 PROJ. NO.: 1159 -105 DESIGNER: vH DATE: 05 -19 -II 0 CLIENT: VANCOUVER SIGN GROUP It ✓ r u r • SEE DETAIL E/1 X - Bearing Pressure o t Maximum Bearing 11.489 ksi Max/Allowable Ratio .469 ASCE 7 (ABIF = 1.000) m 1 Z o N to o - 1 11.489 12 in I (ksi) O m 13 Plain Base Plate Connection 0. 2 Base Plate Thickness : .75 in p d) Base Plate Fy : 36. ksi a Bearing Surface Fp : 24.48 ksi '" Anchor Bolt Diameter : .75 in - Base Plate Stress Anchor Bolt Material : A325 -105 Maximum Stress 22.622 ksi m Anchor Bolt Fu : 105. ksi Max/Allowable Ratio .698 ASCE 7 Column Shape : HSS3.5X3.5X3 (ASIF = 1.000) m Design Code : AISC ASD 13th 9. P i P 0 22.622 i. 7 (ksi) A r aa `° D 0. 0 0 Z 2 fi 0 i - Anchor Bolts = If Bolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity Combination (i 1 1.125 3.25 1.77 -.344 0. 78.75 , 4.006 42. .779 .102 (T) ASCE 7 (2) 0 2 1.125 -3.25 1.77 -.344 0. 78.75 4.006 42. .779 .102 (T) ASCE 7 (2) s • 3 -1.125 3.25 8.508 -.344 0. 78.75 19.256 42. .779 .489 (T) ASCE 7 (2) 0 m 4 -1.125 -3.25 8.508 -.344 0. 78.75 19.256 42. .779 .489 (T) ASCE 7 (2) to f 0 0 W Loads m P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Reverse 1 DL .519 No x i, WL 1.376 4.556 Yes m m 1 to 4- -( U r LL m i m x i m 0 A O -4 w m w Z _ -p m I- m 3 i 0 0 4 Z (P O N STRUCTURAL TECI- OLOGY CONSULTANTS OR ITS OFFICERS OR AG AN AGENTS SHALL NO BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES O PLAN SHEET n 5/19/2011 1:21:34 PM i i • It STRUCTURAL TECI- INOLOCG1r CONSULTANTS INC. I CI 1 821 CONVOY COURT, SUITE 406, SAN DIEGO, CA 92111 PHONE (858) 218 -2400 FAX (S58) 218 -2424 D a II 11 PROJECT: TACO BELL, 11635 SW PACIFIC HWY, TIGARD, OR SHEET: 1 OF 14 2 a PROJ. NO.: 1159 -105 DESIGNER: VH DATE: 05 -19 -II c' D CLIENT: VANCOUVER SIGN GROUP y a r • SEE DETAIL D/1 X - Bearing Pressure o z Maximum Bearing 7.505 ksi m Max/Allowable Ratio .307 ASCE 7 (ABIF = 1.000) m 1 - ° i 7.505 a o I -( 3 C 1 0. (ksi) m 9 N z 11 11 �, II in o - Base Plate Stress m Maximum Stress 15.59 ksi A Max/Allowable Ratio .481 ASCE 7 ii (ASIF = 1.000) m 1 i 15.59 0 6.5 in ".� � (ksi) O r A Plain Base Plate Connection .12 i- Base Plate Thickness : .75 in A Base Plate Fy : 36. ksi r: , ,v -- o "' Bearing Surface Fp : 24.48 ksi L _ tS Anchor Bolt Diameter : .75 in § Anchor Bolt Material : A325 -105 1 z Anchor Bolt Fu : 105. ksi (NOTE: PLATE WIDTH INCREASE FOR ANALYTICAL PURPOSES. o r Column Shape : HSS6X3X3 RESULTS UNEFFECTED, USE 6" WIDE PLATE) r ri z Design Code : AISC ASD 13th E x m 1 - Anchor Bolts 2 to iy Bolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi), N (ksi) Unity Combination x 1 3.25 1.125 5.976 0. -.344 78.75 13.526 _ 42. .779 .344 (T) ASCE 7 (2) o : 2 3.25 -1.125 2.007 0. _ -.344 78.75 4.542 42. .779 .115 (T) ASCE 7 (2) m r 3 -3.25 1.125 5.976 0. -.344 78.75 13.526 42. .779 .344 (T) ASCE 7 (2) rn 4 -3.25 -1.125 2.007 0. -.344 78.75 4.542 - 42. .779 .115 (T) ASCE 7 (2) m 'i m 3 - 0 g Loads to u P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Reverse z DL .519 No m i WL 1.376 4.556 Yes in f 1 w in v i f A o -I rn Iii z I- A In g N v Z N cl o STRICTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL NO BE RESPONSIBLE FOR NE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF PLAN SHEET P 5/19/2011 1:21:46 PM 1 11`TI www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 1 Specifier: Victor Herrera Project: Taco Bell Address: 7827 Convoy Court, Suite 406 Sub - Project I Pos. No.: Phone I Fax: 858 278 -2400 1 858 278 -2424 Date: 5/19/2011 E -Mail: Specifier's comments: 8/14 1. Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36, 3/4 Effective embedment depth: h, = 10.000 in. Material: ASTM F 1554 Proof design method ACI 318 / CIP Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.750 in. Anchor plate: I, x l x t = 9.000 x 9.000 x 0.750 in. (Recommended plate thickness: not calculated) Profile Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 3.000 in. x 0.188 in. Base material: cracked concrete , 2500, f� = 2500 psi; h = 54.000 in. Reinforcement: tension: condition A, shear: condition B; anchor reinforcement: tension edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F): no Geometry [in.] & Loading [lb, in.-lb] Z 0 862 6 islOhll 8.6 0 X Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c) 2003 -2009 Hilt, AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt, AG, Schaan www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 2 Specifier: Victor Herrera Project Taco Bell Address: 7827 Convoy Court, Suite 406 Sub- Project I Pos. No.: Phone I Fax: 858 278 -2400 1 858 278 -2424 Date: 5/19/2011 E -Mail: 2. Load case /Resulting anchor forces 9/14 Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 591 -591 0 2 9181 591 -591 0 3 0 591 -591 0 C' mpression 4 9181 591 -591 0 0 max. concrete compressive strain [%o]: 0.37 max. concrete compressive stress [psi]: 1630 resulting tension force in (x/y)= (2.992/0.000) [Ib]: 18362 resulting compression force in (x/y) =( -3.641 /0.000) [Ib]: 18900 3. Tension load Proof Load N. [Ib] Capacity O [Ib] Utilization RN [ %] = N� /4N Status Steel Strength* 9181 14529 63 OK Pullout Strength* 9181 12754 72 OK Concrete Breakout Strength**' N/A N/A N/A N/A Concrete Side -Face Blowout, N/A N/A N/A N/A direction ** * anchor having the highest loading * *anchor group (anchors in tension) ' Tension Anchor Reinforcement has been selected! Steel Strength Equations = n ACI 318 -08 Eq. (D -3) Nsteel NUB ACI 318 -08 Eq. (D -1) Variables n Ase,N [ fete [psi] 1 0.33 58000 Calculations N. [Ib] 19372 Results N. [Ib] 4steet 4, N. [Ib] N. [Ib] 19372 0.750 14529 9181 tt Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hitti AG, FL -9494 Schaan Hilt! is a registered Trademark of Hilb AG, Schaan 111I•11`T1 www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 3 Specifier: Victor Herrera Project: Taco Bell Address: 7827 Convoy Court, Suite 406 Sub - Project I Pos. No.: Phone I Fax: 858 278 -2400 ] 858 278 -2424 Date: 5/19/2011 E -Mail: Pullout Strength 10/14 Equations N = yro N ACI 318 -08 Eq. (D -14) N = 8 A., ( ACI 318 -08 Eq. (D -15) 4 N Z N. ACI 318 -08 Eq. (D -1) Variables e Wc.p Aag [in. fc [psi] 1.000 0.91 2500 Calculations N [lb] 18220 Results N. [lb] +concrete 4 N [lb] N. [lb] 18220 0.700 12754 9181 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan cyy. Millar I www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 4 Specifier: Victor Herrera Project: Taco Bell Address: 7827 Convoy Court, Suite 406 Sub - Project I Pos. No.: Phone I Fax: 858 278 -2400 1 858 278 -2424 Date: 5/19/2011 E -Mail: 4. Shear load 11/14 Proof Load V. [lb] Capacity pV [lb] Utilization p. [°/01= V. /4,V. Status Steel Strength* 591 7555 8 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 2362 42081 6 OK Concrete edge failure in direction 2362 6588 36 OK x - ** * anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations V� = n 0.6 A, ACI 318 -08 Eq. (D -20) 4, V." z V ACI 318 -08 Eq. (D -1) Variables n Ase.v [in 2 ] futa [psi] 1 0.33 58000 Calculations V., [lb] 11623 Results Vsa [lb] cOsteel 4) Vsa [lb] Vua [lb] 11623 0.650 7555 591 � i pp f• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 5 Specifier: Victor Herrera Project: Taco Bell Address: 7827 Convoy Court, Suite 406 Sub - Project I Pos. No.: Phone I Fax: 858 278 -2400 1 858 278 -2424 Date: 5/19/2011 E -Mail: Pryout Strength (Concrete Breakout Strength controls) 12/14 Equations Vcpg = kep [(ANco) l(Iec,N Ved,N 1ilc,N Vcp,N N ACI 318 -08 Eq. (D -31) t o V a V ACI 318 -08 Eq. (D -1) Ap see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) A real = 9 he ACI 318 -08 Eq. (D -6) 1 we. ,N = ( + 2 e s 1.0 ACI 318 -08 Eq. (D -9) 3 heft w ,N = 0.7 + 0.3 ( 5h:f) 5 1.0 ACI 318 -08 Eq. (D -11) w = MAX( =Cac '"n , Cac J 1 J1st) 51.0 ACI 318 -08 Eq. (D -13) Nb = k X ' h;1 ACI 318 -08 Eq. (D -7) Variables k het [in.] ec1,N [in.] e [in.] ca,min [in.] wc.N cec [in.] kc 2 5.750 0.000 0.000 8.625 1.000 - 24 k t [psi] 1 2500 Calculations ANc [in. ANco [in.2] Went ,N 1Vec2,N yled,N 1V1cp,N Nb [lb] 540.58 297.58 1.000 1.000 1.000 1.000 16546 Results Vcpg [Ib] 4/concrete 4, V cpg [Ib] Vua [lb] 60116 0.700 42081 2362 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan I■■1 www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 6 Specifier: Victor Herrera Project: Taco Bell Address: 7827 Convoy Court, Suite 406 Sub - Project I Pos. No.: Phone I Fax: 858 278 -24001 858 278 -2424 Date: 5/19/2011 E -Mail: Concrete edge failure in direction x- 13/14 Equations V = (p yreo,v tyed,v Wc,v ryh,v Wparanel,v Vb ACI 318 -08 Eq. (D -22) 4, Vcbe 2 Vua ACI 318 -08 Eq. (D -1) A see ACI 318 -08, Part D.6.2.1, Fig. RD.6.2.1(b) A vcg = 4.5 ce, ACI 318 -08 Eq. (D -23) 1 Wec,v (2e„ / s 1.0 ACI 318 -08 Eq. (D -26) caz 3c Wed,v = 0.7 + pea- s 1.0 ACI 318 -08 Eq. (D -28) Wh,v = aa, Z 1.0 ACI 318 -08 Eq. (D -29) h o.z V = (7 (d) Ng) �.' cai ACI 318 -08 EQ. (D -24) a Variables cal [in.] cat [in.] ecv [in.] Wc,v ha [in.] I. [in.] da [in.] 8.625 8.625 0.000 1.000 54.000 6.000 1 0.750 fc [Psi] ylparallel,v 2500 1.000 Calculations Avc [in. Avco [in.2] Wecv Wed,V We,v Vb [lb] 300.81 334.77 1.000 0.900 1.000 11638 Results Vcb9 [lb] (1)concrete V cbg [lb] Vua [lb] 9411 0.700 6588 2362 5. Combined tension and shear loads l+N = N /4N p„ = V /4V• 4 Utilization R „,,, [ %] Status 0.720 0.359 5/3 76 OK RNV = RN + av <' 1 6. Warnings • Condition A applies when supplementary reinforcement is used. The 1 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part 13.4.4(c). • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI - 318 -08, Part D.5.2.9 for information about Anchor Reinforcement • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003 -2009 Hilt, AG, FL -9494 Schaan Hilt, is a registered Trademark of Hilti AG, Schaan I I`TI www.hilti.us PROFIS Anchor 2.1.4 Company: Structural Technology Consultants Page: 7 Specifier: Victor Herrera Project: Taco Bell Address: 7827 Convoy Court, Suite 406 Sub - Project I Pos. No.: Phone I Fax: 858 278 -2400 1 858 278 -2424 Date: 5/19/2011 E -Mail: 7. Installation data 14/14 Anchor plate, steel: - Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36, 3/4 Profile: Rectangular HSS (AISC), 6.000 in. x 3.000 in. x 0.188 in. Installation torque: 0.000 in. -lb Hole diameter in the fixture: d, = 0.813 in. Hole diameter in the base material: - Plate thickness (input): 0.750 in. Hole depth in the base material: - Recommended plate thickness: not calculated Minimum thickness of the base material: 12.000 in. A y • 8 0 0 g 3 4 x 8 0 0 o 1 2 1.5000 1.5000 4.5000 4.5000 Coordinates Anchor [in.] Anchor x y c_, c„ c. c 1 -3.000 -3.000 8.625 14.625 8.625 14.625 2 3.000 -3.000 14.625 8.625 8.625 14.625 3 -3.000 3.000 8.625 14.625 14.625 8.625 4 3.000 3.000 14.625 8.625 14.625 8.625 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan