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Home My WebLink About2303 S Bristol St Unit A - PlanBldg #101120920 APPROVALS: PLNG - C. Santana BLDG - T. Le 2303 S Bristol St Unit A11/13/2024 2303 S Bristol St Unit A11/13/2024 GENERAL NOTES: 1.THE FOLLOWING CODES WERE USED IN DESIGN: 2022 CALIFORNIA BUILDING STANDARDS CODE (TITLE 24, PART 2), IBC 2021 AND ASCE-7 (2016). 2.STRUCTURAL LOADINGS: WIND: WIND (3 SECOND GUST)...........................................VULT = 100MPH VASD = 78 MPH EXPOSURE...........................................................................C RISK CATEGORY.................................................................II WIND BASE SHEAR.......................................................Vb = 370 LBS (PRE-BROWSE BOARD) SEISMIC: SEISMIC IMPORTANCE FACTOR (Ie).................................1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS..Ss.......1.293g S1........0.461g DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS......1.034g SD1......0.565g SITE CLASS...........................................................................D SEISMIC DESIGN CATEGORY.............................................D SEISMIC RESPONSE COEFFICIENT (CS)..............................0.296 COMPONENT RESPONSE MODIFICATION FACTOR (RP)..3.5 SEISMIC DESIGN FORCE (FP)..............................................0.11 KIPS (PRE-BROWSE BOARD) FROST DEPTH...............................................................................0'-6" 3.ALL FOOTING EXCAVATIONS ARE TO BE CLEAR OF WATER AND FOREIGN MATTER BEFORE PLACING CONCRETE. 4.PRESUMPTIVE MINIMUM ALLOWABLE LATERAL SOIL BEARING PRESSURE (So) OF 100 PSF. CONTRACTOR SHALL CONFIRM AN ALLOWABLE BEARING PRESSURE (Sb) OF 1500 PSF. ALLOWABLE BEARING PRESSURE SHALL BE VERIFIED BY CONTRACTOR PRIOR TO CONCRETE PLACEMENT. 5.FOUNDATION SHALL NOT BE PLACED ON OR AT THE TOP OF A SLOPE EXCEEDING 3:1 WITHOUT EVALUATION BY A PROFESSIONAL LICENSED IN THAT STATE. DO NOT PLACE FOUNDATION IN FILL MATERIAL. 6.DEPTH OF PIER FOUNDATIONS MAY BE LOWERED IF NEEDED TO OBTAIN LOCAL FROST DEPTH ELEVATIONS OR IF REQUIRED DUE TO POOR SOIL CONDITIONS. VERIFY FROST DEPTH ELEVATIONS WITH LOCAL CODE OFFICIAL. 7.ELECTRICAL CONTRACTOR TO PROVIDE INFORMATION ON CONDUIT AND ELECTRICAL REQUIREMENTS AND CONTRACTOR (INSTALLER) SHALL COORDINATE PLACEMENT TO MAINTAIN 2" CLEAR TO ANCHOR BOLTS. 8.COORDINATE LOCATIONS OF SIGNS AND FOUNDATIONS WITH SITE PLAN. 9.CONTRACTOR SHALL CUT EXCESS SONOTUBE FROM AROUND THE PERIMETER OF THE PIER FOUNDATION AFTER PLACEMENT OF BOARD (PRIOR TO LEAVING SITE). 10.CONTRACTOR SHALL NOT DEVIATE FROM STRUCTURAL DRAWING WITHOUT PRIOR WRITTEN CONSENT AND INSTRUCTIONS REGARDING ANY CHANGE TO THE CONTRACT DRAWINGS. ANY DEVIATION FROM THIS DESIGN OR FROM ANY PART OF THIS DRAWING WITHOUT PRIOR WRITTEN CONSENT OF THIS ENGINEER SHALL VOID ALL LIABILITY ASSOCIATED WITH THIS WORK. 11.SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THESE SIGN FOUNDATIONS. CONCRETE NOTES: 1.ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND/OR EARTH FILL COMPACTED TO 95% OF ITS MAXIMUM DRY DENSITY AS PER ASTM D698 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. CONTRACTOR SHALL CONFIRM SOIL CAPACITY PRIOR TO CONCRETE PLACEMENT. 2.ALL PIERS TO EXTEND TO FROST DEPTH AS DETERMINED BY LOCAL JURISDICTION. VERIFY WITH LOCAL BUILDING OFFICIAL. 3.TOP OF PIERS SHALL BE SLOPED SUCH THAT MOISTURE CANNOT ACCUMULATE. 4.ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 "STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." 5.ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN AN ULTIMATE COMPRESSIVE STRENGTH (fc) OF 3000 PSI AT AN AGE OF 28 DAYS UNLESS OTHERWISE NOTED. 6.ALL REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60 DEFORMED BARS, UNLESS OTHERWISE NOTED. 7.CONCRETE PROTECTION FOR REINFORCING AS WELL AS PLACING AND FABRICATION OF REINFORCING SHALL BE IN ACCORDANCE WITH THE "THE AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS" (ACI 318). 8.ALL CAST-IN-PLACE CONCRETE SHALL BE AIR-ENTRAINED TO 6% (±112%). WATER/CEMENT RATIO SHALL NOT EXCEED 0.48. 9.THE MINIMUM CONCRETE COVER FOR THE PROTECTION OF REINFORCEMENT SHALL BE AS NOTED. 10.BEFORE PLACING CONCRETE, ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED, AND MAINTAINED SECURELY IN PLACE. NO "WET SETTING" IS ALLOWED. 11.AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33 (HARDROCK). 12.PORTLAND CEMENT SHALL BE TYPE II FOR ALL CONCRETE CONFORMING TO ASTM C150, LOW ALKALI. 13.FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 25% TOTAL CEMENTITIOUS MATERIALS BE WEIGHT IF THE MIX DESIGN IS PROPORTIONED PER ACI318, SECTION 5.3. CONTRACTOR SHALL FORWARD DESIGN MIX TO ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. 14.CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94. 15.DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND POTABLE. HEAVY HEX LEVELING NUT (GALV.) (2) HEAVY 3 4" HEX TOP NUT (GALV.) ADHESIVE ANCHOR BOLT DETAIL NOT TO SCALE 2"X2"X14" HEAVY STEEL PLATE WASHERS OR 212"Ø x 14" THK. WASHER (GALV.) 3 4"Ø ALL-THREAD RODS (GALV.) 1' - 5 " TYPICAL ANCHOR BOLT PATTERN NOT TO SCALE NOTE:IF BOLTS ARE CUT, CONTRACTOR SHALL PROVIDE GALVANIZING SPRAY AT CUT BOLTS TO AVOID RUSTING. TYPICAL SIGN BASE PLATE DETAIL NOT TO SCALE TYPICAL CONNECTION DETAIL NOT TO SCALE STEEL NOTES: 1.REINFORCEMENT: GRADE 60. 2.ANCHOR RODS, NUTS, AND WASHERS SHALL BE SHIPPED AS AN ASSEMBLY FROM THE SIGN/LIGHTING MANUFACTURER. COORDINATE WITH MANUFACTURER. A. THREADED RODS: ASTM F1554, GRADE 36 B. PLATE WASHERS: ASTM A-36 C. WASHERS: ASTM F-436 D. NUTS: A563DH OR A194-2H 3.ALL HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A-123, HOT-DIP GALVANIZED, ZINC PLATED OR MECHANICALLY GALVANIZED. 4.ANCHOR BOLTS TO BE SET IN ACCORDANCE WITH AISC CODE OF STANDARD PRACTICE. 5.FIELD HEATING TO BEND STEEL SHALL NOT BE ALLOWED. 6.ANCHOR BOLTS TO BE CUT, IF NEEDED, TO 5". APPLY COLD GALVANIZING TO CUT BOLT ENDS. 7.CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY. 8.STRUCTURAL SIGN FRAME AND BASE PLATE DETAILS ARE PROVIDED BY SIGN MANUFACTURER. COORDINATE ALL ATTACHMENTS OF SIGN WITH MANUFACTURER. REFER TO SIGN MANUFACTURER DRAWINGS AND INSTRUCTIONS FOR ADDITIONAL INFORMATION. 9.DO NOT CUT ANCHOR BOLTS OR RODS AFTER INSTALLATION OF FRAME. 114" M A X . TIGHTEN TOP NUTS 16 TURN BEYOND HAND-TIGHT (TURN OF NUT METHOD) (MIN 60°, MAX 80°) NOTE:THE DISTANCE FROM THE TOP OF THE FOUNDATION TO THE BOTTOM OF THE BASE PLATE SHALL BE NO GREATER THAN 114". 60° FLAT WASHERS 5" P R O J E C T I O N EXIST. FNDN., SEE SECTION NOTE:*DIMENSIONS SHALL BE VERIFIED WITH SIGN FRAME AND BASE PLATE PRIOR TO CONCRETE PLACEMENT.NOTE:COORDINATE CONDUIT PLACEMENT INSIDE SIGN BASE PRIOR TO CONCRETE PLACEMENT. 5 8" STEEL BASE PLATE PER MANUF. (4) SLOTTED BOLT HOLES (COORD. W/ SIGN PROVIDER) 8" EQ EQ 8" EQ EQ1' - 0 12" 1'-214" 8" 8" FOUNDATION SECTION (PRE-BROWSE BOARD) NOT TO SCALE EXIST. REINF. TO REMAIN FINISH GRADE SIGNAGE FRAME, COORD. W/ SUPPLIER BASE PLATE PROVIDED BY SIGN MANUF. (4)- 3 4"Ø ALL-THREAD EPOXY ANCHOR BOLTS W/ HILTI HY200 EPOXY OR APPROVED EQUAL EXIST. CONC. FOOTING TO REMAIN REMOVE EXIST. BASE PLATE AND CUT OFF EXIST. ANCHOR BOLTS ABOVE EXIST. CONC. FOOTING (F.V.) ROUGHEN SURFACE AND APPLY BONDING AGENT (TYP.) SEE TYPICAL CONN. DETAIL SECTION A-A COMPACT SUBGRADE TO 95% DRY DENSITY IN ACCORDANCE W/ ASTM D698 (TYP.) 1' - 0 " EM B E D . NOTE:CONCRETE FOUNDATION DEPTH SHALL MEET OR EXCEED LOCAL FROST DEPTH REQUIREMENTS 2' - 0 " M I N . ± MA T C H E X I S T . 3" CLR 4" C L R . 4" C L R . NOTE:CONTRACTOR SHALL ADJUST SPACING AS REQ'D TO AVOID EXIST. REINF. IF ENCOUNTERED. INDICATED REINF. IS FOR ILLUSTRATION PURPOSES ONLY. 4' - 1 5 8" 5' - 1 1 5 8" S I G N 1' - 1 0 " PLAN VIEW EXIST. CONC. FOOTING TO REMAIN (F.V. SIZE AND DEPTH) #5 DOWELS @ 12" O/C (T&B) EA. SIDE. PROVIDE 4" MIN. EMBED. W/ HILTI HY200 EPOXY OR EQUAL (TYP.) (1)-#5 CONT. (T&B) AA SIGN ORIENTATION ABOVE 4" C L R TY P . 2'-6" PRE-BROWSE BOARD SIGN 0' - 8 " ± MA T C H E X I S T . 1'-1" MIN. F.V. 5"5" 9" 9" S1.0 PRE-BROWSE BOARD FOUNDATION FI L E N A M E : N : \ _ S i g n F o u n d a t i o n s \ S t a r b u c k s \ 2 0 2 4 - 4 0 3 3 \ D W G \ S t r u c t S C C 1 0 0 0 5 , S a n t a A n n a , C A . d w g L A Y O U T N A M E : A u g m e n t e d ( P B ) P L O T T E D : T h u r s d a y , A u g u s t 0 8 , 2 0 2 4 - 1 0 : 5 9 a m structural engineer 508 Baylor Court Suite C Chesapeake, Virginia 23320 757.436.2070 757.436.0610 www.broylesandassociates.com Robert S. Whitaker, PE, SE RE V DA T E BY DE S C R I P T I O N PROJECT DATE DESIGNED DRAWN CHECKED BJB 24500-53 08/02/2024 RSW SI T E A D D R E S S : 23 0 3 S . B R I S T O L S T . SA N T A A N A , C A 9 2 7 0 4 - 5 7 5 5 SC C 1 0 0 0 5 (757)622-2828 / fax (757)622-6883 Chesapeake, VA 23320 1317 Executive Blvd, Suite 200 RRMM ® COLLABORATIVE, INC. ARCHITECTS BJB REG ISTERED PROFESS IONAL ENGINEER STATE OF CAL IFORNIACIVIL R OBERT S . W HITAKE R NO. 93116 2303 S Bristol St Unit A11/13/2024 CONCRETE NOTES: 1.ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND/OR EARTH FILL COMPACTED TO 95% OF ITS MAXIMUM DRY DENSITY AS PER ASTM D698 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. CONTRACTOR SHALL CONFIRM SOIL CAPACITY PRIOR TO CONCRETE PLACEMENT. 2.ALL PIERS TO EXTEND TO FROST DEPTH AS DETERMINED BY LOCAL JURISDICTION. VERIFY WITH LOCAL BUILDING OFFICIAL. 3.TOP OF PIERS SHALL BE SLOPED SUCH THAT MOISTURE CANNOT ACCUMULATE. 4.ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 "STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." 5.ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN AN ULTIMATE COMPRESSIVE STRENGTH (fc) OF 3000 PSI AT AN AGE OF 28 DAYS UNLESS OTHERWISE NOTED. 6.ALL REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60 DEFORMED BARS, UNLESS OTHERWISE NOTED. 7.CONCRETE PROTECTION FOR REINFORCING AS WELL AS PLACING AND FABRICATION OF REINFORCING SHALL BE IN ACCORDANCE WITH THE "THE AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS" (ACI 318). 8.ALL CAST-IN-PLACE CONCRETE SHALL BE AIR-ENTRAINED TO 6% (±112%). WATER/CEMENT RATIO SHALL NOT EXCEED 0.48. 9.THE MINIMUM CONCRETE COVER FOR THE PROTECTION OF REINFORCEMENT SHALL BE AS NOTED. 10.BEFORE PLACING CONCRETE, ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED, AND MAINTAINED SECURELY IN PLACE. NO "WET SETTING" IS ALLOWED. 11.AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33 (HARDROCK). 12.PORTLAND CEMENT SHALL BE TYPE II FOR ALL CONCRETE CONFORMING TO ASTM C150, LOW ALKALI. 13.FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 25% TOTAL CEMENTITIOUS MATERIALS BE WEIGHT IF THE MIX DESIGN IS PROPORTIONED PER ACI318, SECTION 5.3. CONTRACTOR SHALL FORWARD DESIGN MIX TO ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. 14.CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94. 15.DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND POTABLE. HEAVY HEX LEVELING NUT (GALV.) (2) HEAVY 3 4" HEX TOP NUT (GALV.) ADHESIVE ANCHOR BOLT DETAIL NOT TO SCALE 2"X2"X14" HEAVY STEEL PLATE WASHERS OR 212"Ø x 14" THK. WASHER (GALV.) 3 4"Ø ALL-THREAD RODS (GALV.) 1' - 5 " TYPICAL ANCHOR BOLT PATTERN NOT TO SCALE NOTE:IF BOLTS ARE CUT, CONTRACTOR SHALL PROVIDE GALVANIZING SPRAY AT CUT BOLTS TO AVOID RUSTING. TYPICAL SIGN BASE PLATE DETAIL NOT TO SCALE TYPICAL CONNECTION DETAIL NOT TO SCALE STEEL NOTES: 1.REINFORCEMENT: GRADE 60. 2.ANCHOR RODS, NUTS, AND WASHERS SHALL BE SHIPPED AS AN ASSEMBLY FROM THE SIGN/LIGHTING MANUFACTURER. COORDINATE WITH MANUFACTURER. A. THREADED RODS: ASTM F1554, GRADE 36 B. PLATE WASHERS: ASTM A-36 C. WASHERS: ASTM F-436 D. NUTS: A563DH OR A194-2H 3.ALL HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A-123, HOT-DIP GALVANIZED, ZINC PLATED OR MECHANICALLY GALVANIZED. 4.ANCHOR BOLTS TO BE SET IN ACCORDANCE WITH AISC CODE OF STANDARD PRACTICE. 5.FIELD HEATING TO BEND STEEL SHALL NOT BE ALLOWED. 6.ANCHOR BOLTS TO BE CUT, IF NEEDED, TO 5". APPLY COLD GALVANIZING TO CUT BOLT ENDS. 7.CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY. 8.STRUCTURAL SIGN FRAME AND BASE PLATE DETAILS ARE PROVIDED BY SIGN MANUFACTURER. COORDINATE ALL ATTACHMENTS OF SIGN WITH MANUFACTURER. REFER TO SIGN MANUFACTURER DRAWINGS AND INSTRUCTIONS FOR ADDITIONAL INFORMATION. 9.DO NOT CUT ANCHOR BOLTS OR RODS AFTER INSTALLATION OF FRAME. 114" M A X . TIGHTEN TOP NUTS 16 TURN BEYOND HAND-TIGHT (TURN OF NUT METHOD) (MIN 60°, MAX 80°) NOTE:THE DISTANCE FROM THE TOP OF THE FOUNDATION TO THE BOTTOM OF THE BASE PLATE SHALL BE NO GREATER THAN 114". 60° FLAT WASHERS 5" P R O J E C T I O N EXIST. FNDN., SEE SECTION NOTE:*DIMENSIONS SHALL BE VERIFIED WITH SIGN FRAME AND BASE PLATE PRIOR TO CONCRETE PLACEMENT.NOTE:COORDINATE CONDUIT PLACEMENT INSIDE SIGN BASE PRIOR TO CONCRETE PLACEMENT. 5 8" STEEL BASE PLATE PER MANUF. (4) SLOTTED BOLT HOLES (COORD. W/ SIGN PROVIDER) 8" EQ EQ 8" EQ EQ1' - 0 12" 1'-214" 8" 8" FOUNDATION SECTION (MENU BOARD) NOT TO SCALE EXIST. REINF. TO REMAIN FINISH GRADE SIGNAGE FRAME, COORD. W/ SUPPLIER BASE PLATE PROVIDED BY SIGN MANUF. (4)- 3 4"Ø ALL-THREAD EPOXY ANCHOR BOLTS W/ HILTI HY200 EPOXY OR APPROVED EQUAL EXIST. CONC. FOOTING TO REMAIN REMOVE EXIST. BASE PLATE AND CUT OFF EXIST. ANCHOR BOLTS ABOVE EXIST. CONC. FOOTING (F.V.) ROUGHEN SURFACE AND APPLY BONDING AGENT (TYP.) SEE TYPICAL CONN. DETAIL SECTION A-A COMPACT SUBGRADE TO 95% DRY DENSITY IN ACCORDANCE W/ ASTM D698 (TYP.) 1' - 0 " EM B E D . 3'-2"± MATCH EXIST. EXIST. CONC. FOOTING TO REMAIN (F.V. SIZE AND DEPTH) #5 DOWELS @ 12" O/C (T&B) EA. SIDE. PROVIDE 4" MIN. EMBED. W/ HILTI HY200 EPOXY OR EQUAL (TYP.) (1)-#5 CONT. (T&B) PLAN VIEW A A SIGN ORIENTATION ABOVE 1' - 7 " M I N . FI E L D V E R I F Y 4'-10" MENU BOARD SIGN NOTE:CONCRETE FOUNDATION DEPTH SHALL MEET OR EXCEED LOCAL FROST DEPTH REQUIREMENTS 2' - 0 " M I N . ± MA T C H E X I S T . 3" CLR 4" C L R . 4" C L R . NOTE:CONTRACTOR SHALL ADJUST SPACING AS REQ'D TO AVOID EXIST. REINF. IF ENCOUNTERED. INDICATED REINF. IS FOR ILLUSTRATION PURPOSES ONLY. 5" 5" 4" CLR TYP. 4' - 1 5 8" 5' - 1 1 5 8" S I G N 1' - 1 0 " GENERAL NOTES: 1.THE FOLLOWING CODES WERE USED IN DESIGN: 2022 CALIFORNIA BUILDING STANDARDS CODE (TITLE 24, PART 2), IBC 2021 AND ASCE-7 (2016). 2.STRUCTURAL LOADINGS: WIND: WIND (3 SECOND GUST)...........................................VULT = 100MPH VASD = 78 MPH EXPOSURE...........................................................................C RISK CATEGORY.................................................................II WIND BASE SHEAR.......................................................Vb = 690 LBS (MENU BOARD) SEISMIC: SEISMIC IMPORTANCE FACTOR (Ie).................................1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS..Ss.......1.293g S1........0.461g DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS......1.034g SD1......0.565g SITE CLASS...........................................................................D SEISMIC DESIGN CATEGORY.............................................D SEISMIC RESPONSE COEFFICIENT (CS)..............................0.296 COMPONENT RESPONSE MODIFICATION FACTOR (RP)..3.5 SEISMIC DESIGN FORCE (FP)..............................................0.22 KIPS (MENU BOARD) FROST DEPTH...............................................................................0'-6" 3.ALL FOOTING EXCAVATIONS ARE TO BE CLEAR OF WATER AND FOREIGN MATTER BEFORE PLACING CONCRETE. 4.PRESUMPTIVE MINIMUM ALLOWABLE LATERAL SOIL BEARING PRESSURE (So) OF 100 PSF. CONTRACTOR SHALL CONFIRM AN ALLOWABLE BEARING PRESSURE (Sb) OF 1500 PSF. ALLOWABLE BEARING PRESSURE SHALL BE VERIFIED BY CONTRACTOR PRIOR TO CONCRETE PLACEMENT. 5.FOUNDATION SHALL NOT BE PLACED ON OR AT THE TOP OF A SLOPE EXCEEDING 3:1 WITHOUT EVALUATION BY A PROFESSIONAL LICENSED IN THAT STATE. DO NOT PLACE FOUNDATION IN FILL MATERIAL. 6.DEPTH OF PIER FOUNDATIONS MAY BE LOWERED IF NEEDED TO OBTAIN LOCAL FROST DEPTH ELEVATIONS OR IF REQUIRED DUE TO POOR SOIL CONDITIONS. VERIFY FROST DEPTH ELEVATIONS WITH LOCAL CODE OFFICIAL. 7.ELECTRICAL CONTRACTOR TO PROVIDE INFORMATION ON CONDUIT AND ELECTRICAL REQUIREMENTS AND CONTRACTOR (INSTALLER) SHALL COORDINATE PLACEMENT TO MAINTAIN 2" CLEAR TO ANCHOR BOLTS. 8.COORDINATE LOCATIONS OF SIGNS AND FOUNDATIONS WITH SITE PLAN. 9.CONTRACTOR SHALL CUT EXCESS SONOTUBE FROM AROUND THE PERIMETER OF THE PIER FOUNDATION AFTER PLACEMENT OF BOARD (PRIOR TO LEAVING SITE). 10.CONTRACTOR SHALL NOT DEVIATE FROM STRUCTURAL DRAWING WITHOUT PRIOR WRITTEN CONSENT AND INSTRUCTIONS REGARDING ANY CHANGE TO THE CONTRACT DRAWINGS. ANY DEVIATION FROM THIS DESIGN OR FROM ANY PART OF THIS DRAWING WITHOUT PRIOR WRITTEN CONSENT OF THIS ENGINEER SHALL VOID ALL LIABILITY ASSOCIATED WITH THIS WORK. 11.SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THESE SIGN FOUNDATIONS. S2.0 MENU BOARD FOUNDATION FI L E N A M E : N : \ _ S i g n F o u n d a t i o n s \ S t a r b u c k s \ 2 0 2 4 - 4 0 3 3 \ D W G \ S t r u c t S C C 1 0 0 0 5 , S a n t a A n n a , C A . d w g L A Y O U T N A M E : A u g m e n t e d ( M B ) P L O T T E D : T h u r s d a y , A u g u s t 0 8 , 2 0 2 4 - 1 1 : 0 0 a m structural engineer 508 Baylor Court Suite C Chesapeake, Virginia 23320 757.436.2070 757.436.0610 www.broylesandassociates.com Robert S. Whitaker, PE, SE RE V DA T E BY DE S C R I P T I O N PROJECT DATE DESIGNED DRAWN CHECKED BJB 24500-53 08/02/2024 RSW SI T E A D D R E S S : 23 0 3 S . B R I S T O L S T . SA N T A A N A , C A 9 2 7 0 4 - 5 7 5 5 SC C 1 0 0 0 5 (757)622-2828 / fax (757)622-6883 Chesapeake, VA 23320 1317 Executive Blvd, Suite 200 RRMM ® COLLABORATIVE, INC. ARCHITECTS BJB REG ISTERED PROFESS IONAL ENGINEER STATE OF CAL IFORNIACIVIL R OBERT S . W HITAKE R NO. 93116 2303 S Bristol St Unit A11/13/2024 r-, coatesL.J 2303 S Bristol St Unit A11/13/2024 Coates Outdoor Digital Menuboards 2303 S Bristol St Unit A11/13/2024 [740.00] 29.1 [347.16] 13.7 [1815.02] 71.5 Single unit dimensions 2303 S Bristol St Unit A11/13/2024 [1472.00] 58.0 [347.17] 13.7 [1815.01] 71.5 Double unit dimensions 2303 S Bristol St Unit A11/13/2024 Note: These numbers are maximum current draw to be allowed for, and are not an indication of power consumption over time. Max potential power consumption is 2.6 Amps max @220V Max potential power consumption is 4.9 Amps max @220V Power draw 2303 S Bristol St Unit A11/13/2024 Area of a single active display 1.64m² Area of screen with bezel display 1.84m² Active display area 2303 S Bristol St Unit A11/13/2024 Area of a single active display 0.82m² Area of screen with bezel display 0.92m² Active display area 2303 S Bristol St Unit A11/13/2024 85 [3,3] 1260.6 [49,6] Samsung 55OHF Diagonal Size Brightness Weight Mechanical Specification Glass Bezel Width Operation Temperature Certification 55" 2500 NIT 52.6 Kg [118.2 lbs] 5T Tempered Glass 24.9mm [0.98"] -30℃ ~ 50 ℃ [-40 F ~ 122 F] UL : CUL60950-1 (GO) Screen info 2303 S Bristol St Unit A11/13/2024 Light output 2303 S Bristol St Unit A11/13/2024 Unit powder coat colour - Coates drak grey RAL - 9004 Gloss specification 5-8 untis @60deg Unti colour 2303 S Bristol St Unit A11/13/2024 Planning & Building Agency Building Agency Division 20 Civic Center Plaza P.O Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org CITY OF SANTA ANA PLAN CHECK - CHECKLIST JOB ADDRESS: TRACKING #:DATE: FOR PLAN CHECK STATUS Visit http://www.santa-ana.org/pb or Call (714) 647-5800 PLEASE READ AND INITIAL EACH ITEM BELOW 1. I agree to pay a plancheck fee established for this project with the understanding that this payment is not a guarantee that a permit will be issued and that this fee is not refundable once a plancheck has commenced. 2. I understand that I may request an "Accelerated Plancheck" at an additional cost. This plan check may be performed at an additional cost with the intention of reducing plancheck time for the Building & Safety Division. 3.I understand that the project valuation will be reviewed during the plancheck process and that said valuation shall be adjusted up or down in accordance with established fee computation regulations. 4.I understand that I shall submit separate plans, applications and plancheck fees for Mechanical, Electrical, Plumbing, Solar and Grading when plan check is required. 5.I understand that prior to the issuance of the Building Permit, I am required to obtain Public Works Agency approval if any of the following apply: project valuation exceeds $30,000; project has added plumbing fixtures; added bedrooms, or project exceeds 500 sq. ft. 6.I understand that prior to the issuance of the Building Permit, I am required to obtain Public Works Agency approval if my project valuation exceeds $50,000 and that a backflow device may be required. Please call (714) 647-3320 for further information. AGREED TO BY APPLICANT OR AGENT Applicant’s Signature: Print Name:Address: Telephone Number:Email: FOR OFFICE USE ONLY: "Checklist of items discussed" APPROVALS & FEES REQUIRED 1. Planning Department (714) 647-5804 8. Title 24 (Disabled Access)15. SMIPFee 2.Public Works Agency (714) 647-5074 9. Title 24 (Energy)16. Microfilming/scanningFee 3.Fire Department (714) 573-6100 10. Roof MountedEquip.17. Res.Dev.Fees 4.Police De artment (714) 647-5840 11. GreaseInterceptor 18. FCWPSurchargeFee 5.School District 12. Listof Subcontractors 19. FireFacilityFee 6.Health De artment 13. Const.DebrisRecyc.20. SouthCoastAQMD 7.OC Sanitation District 14. LOA/Owner-BuilderVer. PERMIT TECHNICIAN Rev. 11/4/22 2303 S Bristol St Unit A11/13/2024 508 Baylor Court, Suite C Chesapeake, VA 23220 757.436.2070 Charles Town, WV 304.370.3088 Prepared by: Broyles and Associates, P.C. 508 Baylor Ct, Suite C Chesapeake, VA 23220 757.436.2070 • 304.370.3088 • dbroyles@broylesandassociates.com • www.broylesandassociates.com STRUCTURAL CALCULATIONS COVER SHEET Starbucks Menu Board Foundations Santa Ana, CA Foundation Calculations August 2, 2024 Prepared for: RRMM 1317 Executive Blvd, Chesapeake, VA 23320 2303 S Bristol St Unit A11/13/2024 Broyles And Associates 508 Baylor Court, Suite C Chesapeake, Virgnia 23320 PH: 757-436-2070 Project Starbucks Job Ref. Section 115 MPH Sign Foundation Design Sheet no./rev. 1 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date DESIGN CRITERIA – ASCE 7-16 Wind Design Wind Speed V = 115 MPH Risk Category II Exposure Category C Foundation Design Presumptive Soil Bearing Q = 1500 psf Concrete Strength fc = 3000 psi Concrete anchors ASTM F1554 A36 fy = 36 ksi Dimensional Information Overall Sign Height (both) h = 6.0 ft Single Menu Board: Sign Height hs = 4.17 ft Sign Width bs = 2.5 ft Height of Centerline hsc = h - hs/2 = 4.0 ft Double Menu Board: Sign Height hd = 4.17 ft Sign Width bd = 4.83 ft Height of Centerline hdc = h - hd/2 = 4.0 ft Embedment calculation uses ASD loads = 0.6* Ult = 370# * 0.6 = 222# WIND LOADING DOUBLE MENU BOARD (ASCE7-16) WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.13 Wall/sign data Length of wall/sign B = 4.83 ft Height of wall/sign s = 4.17 ft Height to top of sign h = 6.00 ft General wind load requirements Basic wind speed V = 115.0 mph Risk category II Velocity pressure exponent coef (Table 26.6-1) Kd = 0.85 Ground elevation above sea level zgl = 0 ft Ground elevation factor Ke = exp(-0.0000362  zgl/1ft) = 1.00 Exposure category (cl 26.7.3) C 2303 S Bristol St Unit A11/13/2024 Broyles And Associates 508 Baylor Court, Suite C Chesapeake, Virgnia 23320 PH: 757-436-2070 Project Starbucks Job Ref. Section 115 MPH Sign Foundation Design Sheet no./rev. 2 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Gust effect factor Gf = 0.85 Minimum design wind loading (cl.27.1.5) pmin_r = 8 lb/ft2 Topography Topography factor not significant Kzt = 1.0 Velocity pressure Velocity pressure coefficient (Table 26.10-1) Kz = 0.85 Velocity pressure qh = 0.00256  Kz  Kzt  Kd  Ke  V2  1psf/mph2 = 24.5 psf Area of sign Af = B  s = 20.141 ft2 Ratio of solid area to gross area  = 1.00 Wall/sign forces – Case A and B Force coefficient (Figure 29.3-1) Cf_A = 1.64 Resultant force FA = max(16psf, qh  Gf  Cf_A)  Af = 0.7 kips Embedment calculation uses ASD loads = 0.6* Ult = 690# * 0.6 = 414# 2303 S Bristol St Unit A11/13/2024 Project:Sign Designs Proj No: Prepared By:RSW Date:8/6/24 Checked By: Sheet No: Subject: ASCE 7 Wind Loads Last updated:07/30/24 Directional Procedure Square Footing Loading (at top of ftg) Vol. of conc.:15.3 ft^3 V ULT=690 # (at center) w conc=150 pcf V = 0.6 VULT=414 # (at center)130.7 f'c=3000 psi P =300 # (at center)94.7 fy=60000 psi M =1656 ft-# (at center)522.9 e =0 in Soil Sign Base Steel k=90 pci Modulus of Subgrade reaction 12 ''x 14" baseplate Soil angle:30 0.524 rad Soil weight:110 pcf Footing W min = Pwall/ Qnet = 0.06ft Q-net allow:1500 psf net allowable bearing Ftg width x length:3.167 2.417 Soil depth abv:0 in Ftg depth:24 in Weight:0 plf Weight:725 plf Cover to ties:3''As tie=0.028 in^2 Increase Soil Bearing Pressure?d=20.8125''0.028 Use soil wt?in Q-net 0 As min long= 1.253 in^2 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:725 # (per foot) P tot design=819.7 # (per foot)MRESIST = 3136.6ft-#MOT= 2483.6 ft-# e=M/P tot=0.64 ft (outside kern)1' strip MRESIST = 990.5ft-# / ft MOT= 784.3 ft-# e > b/6=0.4 :. Q=4/3*P/(L(B-2*e)) Qmax=962 psf < 1800 psf gross +/- Qmin=0 psf 1800 Assuming soil resulantant is located at "e" Soil load width x=3(B/2-e)=20.46 Overturning and Sliding Use soil wt?yes 1 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:725 # (per foot)Footing Design Load factor=1.4 P tot Design=819.7 # (per foot)Bending:Lcr =8.5''from edge of ftg 2595.7 # total M pressure=208 ft-# Slide frict=221 # friction Mu=1.4*Mp=291 ft-# tan(o/2)=0.27 Shear:Lcr =0''from edge of ftg Slide soil=0 # side soil V pressure=0 # S Resist Total=221 # / ft length Vu=1.4*Vp=0 # Slide FS =1.69 > 1.25 M resist=P tot*(width/2)=3136.6 ft-#Reinforced Footing Design: =990.5 ft-# / ft ФMoment =0.9 ФShear =0.75 OT FS =1.26 > 1.25 Transverse ties:# 3 at 48'' oc a=0.055 As tie=0.028 in^2 Unreinforced Footing Design:Ф =0.55 c=0.065 < 0.375*d=7.805 ФMn=Ф*5sqrt(f'c)(b*d^2/6)=10874 ft-# > 291ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 291ft-# ФVn=Ф*4/3*sqrt(f'c)*b*h=11568 # > 0#ФVn=Ф*2*sqrt(f'c)*b*d=20519 # > 0# 0 2.417 ft x 3.167 ft x 24'' column footing is acceptable as an unreinforced footing. Orig. size = 38''x 19''x 24'' | | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| |E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E 0 8.5 0 962 562 962 8.5'' 0'' M P V 128.5 24 0 /ft /ft /ft /ft ft x ft 20.46 NWIND 5''5'' 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 1 7/30/2024 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Specification text: Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 6 in embedment hef, 3/4, Carbon steel, Safe Set System, Hammer drilled installation per ESR-4868 WIND LOAD Effective embedment depth: hef,act = 6.000 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-4868 Issued I Valid: 11/1/2022 | 11/1/2024 Proof: Design Method ACI 318-19 / Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 1.00; eb = 1.000 in.; t = 0.500 in. Anchor plateR : lx x ly x t = 20.000 in. x 20.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Round HSS (AISC), HSS1.66X.140; (L x W x T) = 1.660 in. x 1.660 in. x 0.140 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 7.750 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Menu Board Anchors (Pre-Browse are similar) Sign Foundation NOTE: GEOMETRY OF THE FOUNDATION AND ANCHOR EMBEDMENT SHOWN ARE CONSERVATIVE FOR ACTUAL CONDITIONS. 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 2 7/30/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -300; Vx = 0; Vy = -690; Mx = 33,120; My = 0; Mz = 0; no 55 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 -2,145 172 0 -172 2 -2,145 172 0 -172 3 1,995 172 0 -172 4 1,995 172 0 -172 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(-0.000/4.000): 3,990 [lb] resulting compression force in (x/y)=(-0.000/-4.000): 4,290 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*-2,145 14,550 15 OK Bond Strength**3,990 7,432 54 OK Sustained Tension Load Bond Strength*N/A N/A N/A N/A Concrete Breakout Failure**3,990 7,367 55 OK * highest loaded anchor **anchor group (anchors in tension) 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 3 7/30/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4868 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.33 58,000 Calculations Nsa [lb] 19,400 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 19,400 0.750 14,550 -2,145 The steel proof was done for the highest absolute force per anchor - in this case compression loading. Please be aware that buckling should be verified separately 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 4 7/30/2024 3.2 Bond Strength Nag = (ANa ANa0)y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1b) f Nag ³ Nua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ec,Na = (1 1 + e' N cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.3.1) y ed,Na = 0.7 + 0.3 (ca,min cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac , cNa cac )£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b) Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]aoverhead t k,c [psi] 2,220 0.750 6.000 6.000 1.000 1,260 ec1,N [in.]ec2,N [in.]cac [in.]l a 0.000 0.000 13.564 1.000 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 10.607 332.13 450.00 0.870 y ec1,Na y ec2,Na y cp,Na Nba [lb] 1.000 1.000 1.000 17,813 Results Nag [lb]f bond f Nag [lb]Nua [lb] 11,434 0.650 7,432 3,990 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 5 7/30/2024 3.3 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 4.000 0.000 0.000 6.000 1.000 cac [in.]kc l a f' c [psi] 13.564 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 240.00 144.00 1.000 1.000 1.000 1.000 6,800 Results Ncbg [lb]f concrete f Ncbg [lb]Nua [lb] 11,333 0.650 7,367 3,990 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 6 7/30/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*172 7,566 3 OK Steel failure (with lever arm)*172 648 27 OK Pryout Strength (Bond Strength controls)**690 19,279 4 OK Concrete edge failure in direction y-**690 4,450 16 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4868 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.33 58,000 Calculations Vsa [lb] 11,640 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 11,640 0.650 7,566 172 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 7 7/30/2024 4.2 Steel failure (with lever arm) VM s = aM · Ms Lb bending equation for stand-off Ms = M0 s (1 - Nuaf Nsa) resultant flexural resistance of anchor M0 s = (1.2) (S) (fu,min) characteristic flexural resistance of anchor (1 - Nuaf Nsa) reduction for tensile force acting simultaneously with a shear force on the anchor S = p(d)3 32 elastic section modulus of anchor bolt at concrete surface Lb = z + (n)(d0) internal lever arm adjusted for spalling of the surface concrete f VM s ³ Vua ACI 318-19 Table 17.5.2 Variables aM fu,min [psi]Nua [lb]f Nsa [lb]z [in.]n d0 [in.] 1.00 58,000 -2,145 14,550 1.250 0.500 0.750 Calculations M0 s [in.lb](1 - Nuaf Nsa)Ms [in.lb]Lb [in.] 1,899 0.853 1,619 1.625 Results VM s [lb]f steel f VM s [lb]Vua [lb] 996 0.650 648 172 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 8 7/30/2024 4.3 Pryout Strength (Bond Strength controls) Vcpg =kcp[(ANa ANa0)y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ec,Na = (1 1 + e' N cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.3.1) y ed,Na = 0.7 + 0.3 (ca,min cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac , cNa cac )£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b) Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables kcp aoverhead t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]t k,c [psi] 2 1.000 2,220 0.750 6.000 6.000 1,260 ec1,N [in.]ec2,N [in.]cac [in.]l a 0.000 0.000 13.564 1.000 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 10.607 400.00 450.00 0.870 y ec1,Na y ec2,Na y cp,Na Nba [lb] 1.000 1.000 1.000 17,813 Results Vcpg [lb]f concrete f Vcpg [lb]Vua [lb] 27,541 0.700 19,279 690 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 9 7/30/2024 4.4 Concrete edge failure in direction y- Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = 9 l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1b) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 5.167 6.000 0.000 1.000 7.750 le [in.]l a da [in.]f' c [psi]y parallel,V 6.000 1.000 0.750 2,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb] 155.00 120.12 1.000 0.932 1.000 5,285 Results Vcbg [lb]f concrete f Vcbg [lb]Vua [lb] 6,357 0.700 4,450 690 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.542 0.266 5/3 48 OK bNV = bz N + bz V <= 1 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 10 7/30/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Engineering calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to be done separately. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 11 7/30/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -4.000 -4.000 6.000 14.000 6.000 14.000 2 4.000 -4.000 14.000 6.000 6.000 14.000 3 -4.000 4.000 6.000 14.000 14.000 6.000 4 4.000 4.000 14.000 6.000 14.000 6.000 7 Installation data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Profile: Round HSS (AISC), HSS1.66X.140; (L x W x T) = 1.660 in. x 1.660 in. x 0.140 in. Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 1,200 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.875 in. Recommended plate thickness: not calculated Hole depth in the base material: 6.000 in. Drilling method: Hammer drilled Minimum thickness of the base material: 7.750 in. Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 6 in embedment hef, 3/4, Carbon steel, Safe Set System, Hammer drilled installation per ESR-4868 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush • Dispenser including cassette and mixer • Torque wrench 2303 S Bristol St Unit A11/13/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 12 Company: Address: Phone I Fax: Design: Fastening point: | WIND - Concrete - Jul 23, 2024 Page: Specifier: E-Mail: Date: 12 7/30/2024 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 2303 S Bristol St Unit A11/13/2024 Broyles And Associates 508 Baylor Court, Suite C Chesapeake, Virgnia 23320 PH: 757-436-2070 Project Starbucks Job Ref. Section 115 MPH Sign Foundation Design Sheet no./rev. 1 Calc. by RSW Date 2024 Chk'd by Date App'd by Date WIND LOADING SINGLE MENU BOARD (PRE-SELL BOARD) (ASCE7-16) WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.13 Wall/sign data Length of wall/sign B = 2.50 ft Height of wall/sign s = 4.17 ft Height to top of sign h = 6.00 ft General wind load requirements Basic wind speed V = 115.0 mph Risk category II Velocity pressure exponent coef (Table 26.6-1) Kd = 0.85 Ground elevation above sea level zgl = 0 ft Ground elevation factor Ke = exp(-0.0000362  zgl/1ft) = 1.00 Exposure category (cl 26.7.3) C Gust effect factor Gf = 0.85 Minimum design wind loading (cl.27.1.5) pmin_r = 8 lb/ft2 Topography Topography factor not significant Kzt = 1.0 Velocity pressure Velocity pressure coefficient (Table 26.10-1) Kz = 0.85 Velocity pressure qh = 0.00256  Kz  Kzt  Kd  Ke  V2  1psf/mph2 = 24.5 psf Area of sign Af = B  s = 10.425 ft2 Ratio of solid area to gross area  = 1.00 Wall/sign forces – Case A and B Force coefficient (Figure 29.3-1) Cf_A = 1.69 Resultant force FA = max(16psf, qh  Gf  Cf_A)  Af = 0.4 kips 2303 S Bristol St Unit A11/13/2024 Broyles And Associates 508 Baylor Court, Suite C Chesapeake, Virgnia 23320 PH: 757-436-2070 Project Starbucks Job Ref. Section 115 MPH Sign Foundation Design Sheet no./rev. 2 Calc. by RSW Date 2024 Chk'd by Date App'd by Date Embedment calculation uses ASD loads = 0.6* Ult = 370# * 0.6 = 222# 2303 S Bristol St Unit A11/13/2024 Project:Sign Designs Proj No: Prepared By:RSW Date:8/7/24 Checked By: Sheet No: Subject: ASCE 7 Wind Loads Last updated:07/30/24 Directional Procedure Square Footing Loading (at top of ftg) Vol. of conc.:8.3 ft^3 V ULT=370 # (at center) w conc=150 pcf V = 0.6 VULT=222 # (at center)115.8 f'c=3000 psi P =300 # (at center)156.5 fy=60000 psi M =888 ft-# (at center)463.3 e =0 in Soil Sign Base Steel k=90 pci Modulus of Subgrade reaction 12 ''x 14" baseplate Soil angle:30 0.524 rad Soil weight:110 pcf Footing W min = Pwall/ Qnet = 0.1ft Q-net allow:1500 psf net allowable bearing Ftg width x length:1.917 2.167 Soil depth abv:0 in Ftg depth:24 in Weight:0 plf Weight:650 plf Cover to ties:3''As tie=0.028 in^2 Increase Soil Bearing Pressure?d=20.8125''0.028 Use soil wt?in Q-net 0 As min long= 1.123 in^2 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:650 # (per foot) P tot design=806.5 # (per foot)MRESIST = 1674.6ft-#MOT= 1331.9 ft-# e=M/P tot=0.57 ft (outside kern)1' strip MRESIST = 873.7ft-# / ft MOT= 694.9 ft-# e > b/6=0.36 :. Q=4/3*P/(L(B-2*e)) Qmax=1047 psf < 1800 psf gross +/- Qmin=0 psf 1800 Assuming soil resulantant is located at "e" Soil load width x=3(B/2-e)=18.48 Overturning and Sliding Use soil wt?yes 1 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:650 # (per foot)Footing Design Load factor=1.4 P tot Design=806.5 # (per foot)Bending:Lcr =7''from edge of ftg 1545.8 # total M pressure=156 ft-# Slide frict=218 # friction Mu=1.4*Mp=218 ft-# tan(o/2)=0.27 Shear:Lcr =0''from edge of ftg Slide soil=0 # side soil V pressure=0 # S Resist Total=218 # / ft length Vu=1.4*Vp=0 # Slide FS =1.88 > 1.25 M resist=P tot*(width/2)=1674.6 ft-#Reinforced Footing Design: =873.7 ft-# / ft ФMoment =0.9 ФShear =0.75 OT FS =1.26 > 1.25 Transverse ties:# 3 at 48'' oc a=0.055 As tie=0.028 in^2 Unreinforced Footing Design:Ф =0.55 c=0.065 < 0.375*d=7.805 ФMn=Ф*5sqrt(f'c)(b*d^2/6)=10874 ft-# > 218ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 218ft-# ФVn=Ф*4/3*sqrt(f'c)*b*h=11568 # > 0#ФVn=Ф*2*sqrt(f'c)*b*d=20519 # > 0# 0 2.167 ft x 1.917 ft x 24'' column footing is acceptable as an unreinforced footing. Orig. size= 13''x 8''x 24''& New = 23''x 26''x 24'' | | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| |E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E 0 7 0 1047 650 1047 7'' 0'' M P V 127 24 0 /ft /ft /ft /ft ft x ft 18.48 NWIND 9''9'' 2303 S Bristol St Unit A11/13/2024