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Home My WebLink About721 S Harbor Blvd - PlanBldg# 101120880 APPROVALS: PLNG - CSantana BLDG - TLe 721 S Harbor Blvd 11/20/2024 721 S Harbor Blvd 11/20/2024 721 S Harbor Blvd 11/20/2024 721 S Harbor Blvd 11/20/2024 ORANGE COUNTY FIRE AUTHORITY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments COM INSTRUCTIONS: •Fill in the projecUbusiness address and provide a brief description of the scope of work and type of business operation that will take place. •Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. •If you answer: -"YES" to any patt of questions 1 through 10, submit the type of plan indicated in italics to OCFA. •In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. •Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.Address I Suite I City Project Scope/Business Description Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PRJ 45) 2.Q Q Property is adjacent to a wild land area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR] 20, PR] 24) 3.0 0 Located in or < 100' from a Division of Oil, Gas, and Geothermal Resources (DOG GR) field boundary, < 300' from an oil/gas seep, or< 1000' from a landfill? Methane Work Plan. (PR170) 4 -00 5 ·00 9 ·00 10 ·00 Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydranUsprinkler/standpipe systems? Underground Plan. (PR470, PR475) Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or> 49 people? Healthcare/outpatient services for> 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? AdulUchild daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure ( 55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12' (6' for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11.*Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed 12. Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. Initials Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is locatedin a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327- the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date I I Building Department: If you have verified that all of the questions have been answered accurately as "NO", and the project does not otherwise require OCF A review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here _ _ __ or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE 721 S Harbor Blvd 11/20/2024 ORANGE COUNTY FIRE AUTHORITY Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all "No". City/ County Official Requesting Review: ____________________________ _ City/ County Reference#: ___________ _ Date: City/ County: E-Mail: --------------- Contact Name: _______________ _ Phone#: _____________ _ Title: ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County: OCFA COMMENTS: D No further action required on this specific plan type, based OCFA Authorization on information provided on: __} __ �! __ _ D Project to be taken in for OCFA Review. Other: Name: _________________ _ Contact#: ________________ _ Date: ______________ _ Updated: 06/02/2020 rs 721 S Harbor Blvd 11/20/2024 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 July 25, 2024 Prepared for: RRMM 1317 Executive Blvd, Chesapeake, VA 23320 721 S Harbor Blvd 11/20/2024 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 721 S Harbor Blvd 11/20/2024 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# 721 S Harbor Blvd 11/20/2024 Project:Sign Designs Proj No: Prepared By:RSW Date:7/25/24 Checked By: Sheet No: Subject: ASCE 7 Wind Loads Last updated:01/30/24 Directional Procedure Square Footing Loading (at top of ftg) Vol. of conc.:15.4 ft^3 V ULT=690 # (at center) w conc=150 pcf V = 0.6 VULT=414 # (at center)134.3 f'c=3000 psi P =300 # (at center)97.3 fy=60000 psi M =1656 ft-# (at center)537.1 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:2.500 3.083 Soil depth abv:0 in Ftg depth:24 in Weight:0 plf Weight:750 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= 1.296 in^2 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:750 # (per foot) P tot design=847.3 # (per foot)MRESIST = 2647.8ft-#MOT= 2014.3 ft-# e=M/P tot=0.63 ft (outside kern)MRESIST = 1059.1ft-# / ft MOT= 805.7 ft-# e > b/6=0.42 :. Q=4/3*P/(L(B-2*e)) Qmax=911 psf < 1800 psf gross +/- Qmin=0 psf 1800 Assuming soil resulantant is located at "e" Soil load width x=3(B/2-e)=22.32 Overturning and Sliding Use soil wt?yes 1 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:750 # (per foot)Footing Design Load factor=1.4 P tot Design=847.3 # (per foot)Bending:Lcr =9''from edge of ftg 2118.3 # total M pressure=222 ft-# Slide frict=229 # friction Mu=1.4*Mp=311 ft-# tan(o/2)=0.27 Shear:Lcr =0''from edge of ftg Slide soil=0 # side soil V pressure=0 # S Resist Total=229 # / ft length Vu=1.4*Vp=0 # Slide FS =1.71 > 1.25 M resist=P tot*(width/2)=2647.8 ft-#Reinforced Footing Design: =1059.1 ft-# / ft ФMoment =0.9 ФShear =0.75 OT FS =1.31 > 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-# > 311ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 311ft-# ФVn=Ф*4/3*sqrt(f'c)*b*h=11568 # > 0#ФVn=Ф*2*sqrt(f'c)*b*d=20519 # > 0# 0 2.5 ft x 3.083 ft x 24'' column footing is acceptable as an unreinforced footing. Orig. size = 22''x 29''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 9 0 911 544 911 9'' 0'' M P V 129 24 0 /ft /ft /ft /ft ft x ft 22.32 NWIND 721 S Harbor Blvd 11/20/2024 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. 8 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date POST INSTALLED ANCHORS AT MENU BOARD (PRE-SELL BOARD SIMILAR) ANCHOR BOLT DESIGN In accordance with ACI318-14 Tedds calculation version 2.1.08 Design summary Description Unit Required Provided Util. Result Anchor tensile strength (kips) 2.10 18.70 0.112 PASS Concrete breakout (kips) 4.20 6.98 0.601 PASS Bond strength (kips) 4.20 6.06 0.693 PASS Anchor shear strength (kips) 0.70 9.07 0.077 PASS Shear breakout (rear) (kips) 0.70 8.70 0.081 PASS Side shear breakout (rear) (kips) 0.70 22.13 0.032 PASS Anchor pryout (kips) 0.70 15.09 0.046 PASS Interaction of forces 1.200 0.773 0.645 PASS Anchor bolt geometry Anchor bolt Proprietary bolt Diameter of anchor bolt da = 0.75 in Number of bolts in x direction Nboltx = 2 Number of bolts in y direction Nbolty = 2 Total number of bolts ntotal = 4 Total No. of bolts in tension ntens = 2 Spacing of bolts in x direction sboltx = 8 in Spacing of bolts in y direction sbolty = 8 in Effective area of anchor Ase = 0.43 in2 Embed. depth of anchor bolt hef = 12 in Foundation geometry Member thickness ha = 36 in CL baseplate - left edge xce1 = 10 in CL baseplate - right edge xce2 = 10 in CL baseplate - bot. edge yce1 = 10 in CL baseplate - top edge yce2 = 10 in Material details Nom. tensile stress of steel futa = 58 ksi Compressive strength of conc f’c = 3 ksi Concrete modification factor  = 1.00 Mod. factor, concrete failure a = 1.00 Mod. factor, adhesive bond a1 = 1.00 Strength reduction factors Tension of steel element t,s = 0.75 Shear of steel element v,s = 0.65 Concrete tension t,c = 0.75 Concrete shear v,c = 0.75 Concrete tension for pullout t,cB = 0.70 Concrete shear for pryout v,cB = 0.70 Seismic requirements Seismic category D Attachment undergoes ductile yielding - the attachment (not covered in this calculation) will undergo ductile yielding at a force level corresponding to anchor forces no greater than the calculated design strength of the anchors. Anchor tensile strengths associated with concrete failure modes will be taken to be 0.75 times the calculated strength. Anchor forces No. of bolt rows in tension NboltN = 1 Axial force in bolts for row 1 N1 = 4.20 kips Total axial force on bolt group NR = 4.20 kips Max axial force to single bolt Nmax,s = 2.10 kips Eccentricity of axial load e’N = 0.00 in Shear force to bolt group V = 0.70 kips 721 S Harbor Blvd 11/20/2024 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. 9 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Steel strength of anchor in tension (17.4.1) Nom strength of anchor Nsa = 24.94 kips Steel strength of anchor Nsa = 18.70 kips PASS - Steel strength of anchor exceeds max tension in single bolt Check concrete breakout strength of anchor bolt in tension (17.4.2) The anchors are located at less than 1.5hef from 4 edges. Therefore the effective embedded depth has to be limited to 4.00" in accordance with 17.4.2.3 Limiting embedded depth hef,lim = 4.00 in Coeff for basic breakout kc = 17 Breakout strgth single anchor Nb = 7.45 kips Proj area - groups of anchors ANc = 240.00 in2 Proj area - single anchor ANco = 144.00 in2 Min dist to edge of concrete ca,min = 6.00 in Ecc. mod factor for groups ec,N = 1.00 Mod factor for edge effects ed,N = 1.00 Mod factor for no cracking c,N = 1.000 Mod factor for cracked conc cp,N = 1.000 Nom conc breakout strength Ncbg = 12.42 kips Concrete breakout strength Ncbg = 6.98 kips PASS - Breakout strength exceeds tension in bolts 721 S Harbor Blvd 11/20/2024 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. 10 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Bond strength of adhesive anchor in tension (17.4.5) Anchor is not subject to sustained tension loading Stength reduction factor t = 0.65 Char. bond stress of anchor cr =225 psi Uncracked bond stress anchor uncr = 650 psi Dist to develop full bond str. cNa = 5.77 in Basic bond str. single anchor Nba = 6.36 kips Proj area of anchors ANa = 225.2 in2 Full proj area - single anchor ANao = 132.95 in2 Min dist to edge of concrete ca,min = 6 in Ecc. mod factor for groups ec,Na = 1.000 Mod factor for edge effects ed,Na = 1.000 Mod factor for no cracking cp,Na = 1.000 Nom bond strength in tension Nag = 10.78 kips Bond strength in tension Nag = 6.06 kips PASS - Bond strength exceeds tension in bolts Steel strength of anchor in shear (17.5.1) Nom strength of anchor Vsa = 13.95 kips Steel strength of anchor Vsa = 9.07 kips PASS - Steel strength of anchor exceeds shear in bolts 721 S Harbor Blvd 11/20/2024 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. 11 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Concrete breakout strength in shear perpendicular to edge - Case 2. All shear resisted by rear bolts (17.5.2) Applied shear Vapp = 0.35 kips Edge dist x near corner ca1 = 14.00 in Edge dist y near corner ca2 = 6.00 in Load bearing length of anchor le = 6 in Basic conc breakout strength Vb = 25.82 kips Proj area - single anchor AVco = 882.00 in2 Proj area - group of anchors AVc = 420.00 in2 Mod factor for edge effect ed.V = 0.9 Eccentricity of loading e’V = 0.00 in Mod factor of eccentricity ec,V = 1.00 Mod factor for cracking c,V = 1.2 Mod factor for edge distance h,V = 1.0 Nom conc breakout strength Vcbg = 11.59 kips Conc break out strength Vcbg = 8.70 kips PASS - Shear breakout perpendicular to edge strength exceeds shear in bolts 721 S Harbor Blvd 11/20/2024 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. 12 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Concrete breakout strength in shear - Case 1. Half of shear resisted by front bolts (17.5.2) Applied shear Vapp = 0.35 kips Edge dist x near corner ca1 = 6.00 in Edge dist y near corner ca2 = 6.00 in Load bearing length of anchor le = 6 in Basic conc breakout strength Vb = 7.24 kips Proj area - single anchor AVco = 162.00 in2 Proj area - group of anchors AVc = 180.00 in2 Mod factor for edge effect ed.V = 0.9 Eccentricity of loading e’V = 0.00 in Mod factor of eccentricity ec,V = 1.00 Mod factor for cracking c,V = 1.2 Mod factor for edge distance h,V = 1.0 Nom conc breakout strength Vcbg = 8.69 kips Conc break out strength Vcbg = 6.52 kips PASS - Shear breakout perpendicular to edge strength exceeds shear in bolts 721 S Harbor Blvd 11/20/2024 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. 13 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Concrete breakout strength in shear parallel to edge - Case 2. All shear resisted by rear bolts ( parallel to edge - Case 2. All shear resisted by rear bolts) Applied shear Vapp = 0.35 kips Edge distance x for shear ca1,p = 14 in Edge distance y for shear ca2,p = 6 in Load bearing length of anchor le = 6 in Basic conc breakout strength Vb,p = 25.82 kips Proj area of single anchor AVco,p = 882 in2 Proj area of group of anchors AVc,p = 420 in2 Mod factor for edge effect ed,V,p = 1.000 Eccentricity of loading e’V,p = 0 in Mod factor of eccentric load ec,V,p = 1.000 Mod factor for cracking c,V = 1.200 Mod factor for edge distance h,V,p = 1.000 Nom breakout strength shear Vcbg,p = 29.51 kips Concbreak out strength shear Vcbg,p = 22.13 kips PASS - Shear breakout strength parallel to edge exceeds shear in bolts 721 S Harbor Blvd 11/20/2024 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. 14 Calc. by RSW Date 2021/30/2024 4 Chk'd by Date App'd by Date Concrete breakout strength in shear parallel to edge - Case 1. Half of shear resisted by front bolts ( parallel to edge - Case 1. Half of shear resisted by front bolts) Applied shear Vapp = 0.35 kips Edge distance x for shear ca1,p = 6 in Edge distance y for shear ca2,p = 6 in Load bearing length of anchor le = 6 in Basic conc breakout strength Vb,p = 7.24 kips Proj area of single anchor AVco,p = 162 in2 Proj area of group of anchors AVc,p = 180 in2 Mod factor for edge effect ed,V,p = 1.000 Eccentricity of loading e’V,p = 0 in Mod factor of eccentric load ec,V,p = 1.000 Mod factor for cracking c,V = 1.200 Mod factor for edge distance h,V,p = 1.000 Nom breakout strength shear Vcbg,p = 19.32 kips Concbreak out strength shear Vcbg,p = 14.49 kips PASS - Shear breakout strength parallel to edge exceeds shear in bolts Pryout strength of anchor in shear (17.5.3) Coefficient of pryout strength kcp = 2.0 Nom pryout strength of anchor Vcpg = 21.55 kips Pryout strength of anchor Vcpg = 15.09 kips PASS - Pryout strength of anchor exceeds shear in bolts Interaction of tensile and shear forces Crit design strength tension Nn = 6.06 kips Crit applied tensile force Nua = 4.20 kips Crit design strength shear Vn = 8.70 kips Crit applied shear force Vua = 0.70 kips Nua / Nn = 0.693 Vua / Vn = 0.081 As Vua / Vn <= 0.2,Full strength in tension is permitted Pass - Applied tension is less than tension capacity 721 S Harbor Blvd 11/20/2024 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 721 S Harbor Blvd 11/20/2024 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# 721 S Harbor Blvd 11/20/2024 Project:Sign Designs Proj No: Prepared By:RSW Date:7/25/24 Checked By: Sheet No: Subject: ASCE 7 Wind Loads Last updated:01/30/24 Directional Procedure Square Footing Loading (at top of ftg) Vol. of conc.:9 ft^3 V ULT=370 # (at center) w conc=150 pcf V = 0.6 VULT=222 # (at center)148.0 f'c=3000 psi P =300 # (at center)200.0 fy=60000 psi M =888 ft-# (at center)592.0 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 = 0.13ft Q-net allow:1500 psf net allowable bearing Ftg width:3.000 1.500 Soil depth abv:0 in Ftg depth:24 in Weight:0 plf Weight:900 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= 1.555 in^2 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:900 # (per foot) P tot design=1100.0 # (per foot)MRESIST = 4950ft-#MOT= 2664.0 ft-# e=M/P tot=0.54 ft (outside kern)MRESIST = 1650ft-# / ft MOT= 888.0 ft-# e > b/6=0.5 :. Q=4/3*P/(L(B-2*e)) Qmax=764 psf < 1800 psf gross +/- Qmin=0 psf 1800 Assuming soil resulantant is located at "e" Soil load width x=3(B/2-e)=34.56 Overturning and Sliding Use soil wt?yes 1 Soil weight:0 # (per foot) Use ftg wt?yes 1 Ftg weight:900 # (per foot)Footing Design Load factor=1.4 P tot Design=1100.0 # (per foot)Bending:Lcr =12''from edge of ftg 3300.0 # total M pressure=338 ft-# Slide frict=297 # friction Mu=1.4*Mp=473 ft-# tan(o/2)=0.27 Shear:Lcr =0''from edge of ftg Slide soil=0 # side soil V pressure=0 # S Resist Total=297 # / ft length Vu=1.4*Vp=0 # Slide FS =2.01 > 1.25 M resist=P tot*(width/2)=4950.0 ft-#Reinforced Footing Design: =1650 ft-# / ft ФMoment =0.9 ФShear =0.75 OT FS =1.86 > 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-# > 473ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 473ft-# ФVn=Ф*4/3*sqrt(f'c)*b*h=11568 # > 0#ФVn=Ф*2*sqrt(f'c)*b*d=20519 # > 0# 0 3 ft x 1.5 ft x 24'' column footing is acceptable as an unreinforced footing. Orig. size = 36''x 18''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 12 0 764 499 764 12'' 0'' M P V 1212 24 0 /ft /ft /ft /ft ft x ft 34.56 NWIND 721 S Harbor Blvd 11/20/2024