HomeMy WebLinkAbout2701 N Grand - PlanGENERAL NOTES
1. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE LOCAL, STATE, AND
NATIONAL CODES AND REGULATIONS.
2. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND EXISTING
CONDITIONS PRIOR TO BID TO DETERMINE THE EXTENT OF WORK. THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES PRIOR
TO BIDDING.
3. ALL EXISTING MATERIALS TO REMAIN WHICH ARE DAMAGED OR OTHERWISE
DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE PATCHED OR
REPAIRED TO MATCH THE EXISTING ADJACENT MATERIALS, SO THAT THE
REPAIR IS IMPERCEPTIBLE.
4. DURING THE COURSE OF CONSTRUCTION, IF THE CONTRACTOR UNCOVERS
ANY CODE VIOLA TION KNOWN TO HIM OR ANY DISCREPANCY WITH THE
DESIGN, CONTRACTOR SHALL NOTIFY THE ARCHITECT OF SUCH
IMMEDIATELY.
5. CONTRACTOR SHALL ASSEMBLE AND INSTALL MATERIALS/ PRODUCTS IN
STRICT ACCORDANCE WITH THE MANUF'S RECOMMENDATIONS AND
INDUSTRIAUASSOCIATION STANDARDS.
6. CONTACT ARCHITECT AND COORDINATE WITH TENANT ANY ADDITIONAL
SPECIFICATIONS NOT SPECIFIED HEREIN AND/OR CLARIFICATIONS
REGARDING THE CONTRACT DOCUMENTS.
7. NO CURRENT SURVEY WAS PERFORMED. THE CONTRACTOR SHALL NOTIFY
THE ENGINEER IMMEDIATELY, IN WRITING, OF ANY DISCREPANCIES OR
OMISSIONS TO THE TOPOGRAPHIC INFORMATION. THE CONTRACTOR(S)
SHALL BE RESPONSIBLE FOR CONFIRMING THE LOCATION. STRUCTURES
SHALL BE BORNE BY THE CONTRACTOR. ADDITIONALLY, THE
CONTRACTOR(S) SHALL NOTIFY THE OWNER AND ENGINEER IN WRITING IF
ANY ERRORS OR DISCREPANCIES ARE FOUND ON THE CONSTRUCTION
DOCUMENTS (PS&E), WHICH NEGATIVELY IMPACT THE PROJECT. THE
ENGINEER AND OWNER SHALL BE INDEMNIFIED OF PROBLEMS AND/OR COST
WHICH MAY RESULT FROM THE CONTRACTOR'S FAILURE TO NOTIFY THE
ENGINEER AND OWNER.
8. IT IS STRONGLY RECOMMENDED THAT NO CONTRACTUAL AGREEMENT OF
ANY KIND BE SIGNED PRIOR TO RECEIVING AND THOROUGHLY REVIEWING
ALL APPROVALS FROM ALL OF THE REGULATORY AUTHORITIES HAVING
JURISDICTION OVER THIS PROJECT.
SITE NOTES
1. ALL DIMENSIONS SHOWN ARE TO FACE OF CURB UNLESS NOTED OTHERWISE.
2. BASES, ANCHOR BOLTS, CONDUIT, AND WIRING FOR ALL SIGNS ARE BY THE
GENERAL CONTRACTOR.
3. EXISTING MENU BOARDS AND PRE-BROWSE BOARDS TO BE REMOVED FROM
BASES, REMOVED FROM SITE, AND DISPOSED UNLESS DIRECTED BY
BAILIWICK.
DEMO LITION NOTES
1. CONTRACTOR IS RESPONSIBLE FOR THE REPAIR OF ANY DAMAGE TO
EXISTING IMPROVEMENTS DURING CONSTRUCTION, SUCH AS, BUT NOT
LIMITED TO: DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC.
REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING CONDITIONS.
2. ALL WORK ON THIS PLAN SHALL BE DONE IN STRICT ACCORDANCE WITH SITE
WORK SPECIFICATIONS.
3. CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST
STANDARDS OF OSHA DIRECTIVES OR ANY OTHER AGENCY HAVING
JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURE.
CONTRACTOR SHALL USE SUPPORT SYSTEMS, SLOPING, BENCHING, OR
OTHER MEANS OF PROTECTION, INCLUDING BUT IS NOT LIMITED TO, ACCESS
AND EGRESS FROM ALL EXCAVATION AND TRENCHING. CONTRACTOR IS
RESPONSIBLE TO COMPLY WITH PERFORMANCE CRITERIA FOR OSHA.4. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING THE PUBLIC
DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO: CONSTRUCTION
FENCING, BARRICADES, SIGNAGE, ETC.
5. CONTRACTOR I S RESPONSIBLE FOR VERIFYING ALL UTILITIES AND NOTIFYING
THE APPROPRIATE UTILITY COMPANY PRIOR TO BEGINNING CONSTRUCTION.
6. CONTRACTOR SHALL VERIFY HORIZONTAL AND VERTICAL LOCATION OF ALL
EXISTING UTILITIES PRIOR TO CONSTRUCTION.
SCOPE OF WORK
REMOVE EXISTING MENU BOARDS PER SITE NOTES. INSTALL NEW MENU
BOARDS AND CONNECT TO EXISTING CONDUIT AND WIRING. REFER TO
MANUFACTURERS BOARD PUBLISHED INSTALLATION INSTRUCTIONS.
BUI LDING CODE SUMMARY
APPLICABLE BUILDING CODE:
APPLICABLE ELECTRICAL CODE:
USE GROUP:
BUILDING DEPARTMENT PHONE NO:
CALIFORNIA BUILDING CODE
2022, EDITION
CALIFORNIA ELECTRIC CODE
2022, EDITION
A2 - ASSEMBLY
(714) 667-2700
EXISTING SIGNAGE AREA TO BE REMOVED: 32.00 SQ FT
NEW SIGNAGE AREA TO BE ADDED:
PROJECT ADDRESS:
SHEET INDEX
C1 .0 - SITE PLAN AND NOTES
C1 .1 - ENLARGED UTILITY PLANS
S1.0 - MENU BOARD FOUNDATION
VICINITY MAP (NTS)
17.80 SQ FT
2701 N. GRAND AVE.
SANTA ANA, CA 92705-8751
1 13.7' 1
rq
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NORTH
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rq
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TWO PANEL MENU BOARD
SCREEN= 17.8 SQ FT
FRAME = 20.1 SQ FT
SIDE VIEW
NEW MENU BOARD
NOT TO SCALE
MENU BOARD
32.00 SQ FT
EXISTING SIGNAGE BOARD To BE REMOVED
NOT TO SCALE
/(I
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(757)622-2828 / fax (757)622-6883
DATE
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07/24/2024
24500-68
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SITE PLAN
AND NOTES
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APPROVALS
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PLNG - CSantana
2701 N Grand Ave-
Sign12/5/2024
2
1
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02 03
04
05
EXISTING BUILDING 5
02 03
04
05
EXISTING BUILDING
4
4
2
3
30°
2'-0"
C1.1
ENLARGED
UTILITY PLANS
SITE PLAN KEY NOTES SITE PLAN LEGEND
ENLARGED DEMOLITION PLAN
SCALE: 1/4" = 1'-0"
ENLARGED SITE PLAN
SCALE: 1/4" = 1'-0"
NORTHNORTH
NEW DOUBLE PANEL OUTDOOR DIGITAL MENU BOARD
EXISTING MENU BOARDS TO BE REMOVED
3 PANEL (MB) MENU BOARD
1 EXISTING MENU BOARD / PRE BROWSE TO BE REMOVED.
SEE SITE NOTE #3.
2
3
EXISTING DIGITAL ORDER SCREEN WITH SPEAKER TO REMAIN
DOUBLE PANEL MENU BOARD. REFER TO STRUCTURAL SHEET FOR
FOOTING INFORMATION.
EXISTING BOLLARDS (2) TO REMAIN4
CONNECT NEW MB TO EXISTING POWER FROM PREVIOUS BOARDS5
ELECTRICAL PLAN NOTES
1.INTENT OF DESIGN: DISCONNECT POWER AND DATA FEEDS FROM EXISTING MENU BOARDS
AND PRE-BROWSE BOARDS (IF APPLICABLE), REMOVE AND DISPOSE.
2.RE-USE EXISTING CIRCUIT FROM EXISTING PANEL DIRECTORY INSERTS, CONTRACTOR TO
FIELD VERIFY AND UTILIZE EXISTING BRANCH CIRCUITS FEEDING THE PRIMARY (BRANCH
CIRCUIT 1) MENU BOARDS AND SECONDARY (BRANCH CIRCUIT 2) PRE-BROWSE BOARDS.
3.COORDINATE ALL CONDUIT AND CIRCUITING SIZE REQUIREMENTS WITH MANUFACTURERS
INSTALL REQUIREMENTS
4.ELECTRICAL SHUT OFF SWITCH - LOCATED ON BACK OF MENU BOARD AND PRE-BROWSE
BOARDS.
PRE-BROWSE BOARDS MAY NOT BE PART OF THIS SCOPE. REFER TO SCOPE / SITE PLAN.
EXISTING DIGITAL ORDER SCREEN W/ SPEAKER
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KLS
24500-68
07/24/2024
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(757)622-2828 / fax (757)622-6883
Chesapeake, VA 23320
1317 Executive Blvd, Suite 200
RRMM®
COLLABORATIVE, INC.
ARCHITECTS
KLS
STATE OF CA L IFORNIA
L
ICENSED A RCHITECT
C-33667
MICHAEL L. SMITH
RENEWAL
DATE
04-30-2025
2701 N Grand Ave-
Sign12/5/2024
FOUNDATION SECTION (MENU BOARD)
1" = 1'-0"
EXIST. REINF. TO REMAIN
FINISH GRADE, COORD.
W/ CIVIL DWGS.
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,
MIN. EMBED. = 12" INTO
EXIST. FOOTING
EXIST. CONC. FOOTING TO
REMAIN
#5 DOWELS EA. SIDE (T&B)
W/ HILTI HY200 EPOXY, SEE
REINF. PLANS FOR ADDIT.
INFO. (TYP.)
(1)-#5 CONT. (T&B)
REMOVE EXIST. BASE PLATE
AND CUT OFF EXIST. ANCHOR
BOLTS ABOVE EXIST. CONC.
FOOTING (F.V.)
ROUGHEN SURFACE AND
APPLY BONDING AGENT
(TYP.)
4" MIN.
SEE TYPICAL
CONN. DETAIL
SECTION A-A
COMPACT SUBGRADE TO 95%
DRY DENSITY IN ACCORDANCE
W/ ASTM D698 (TYP.)
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.
EXIST. FOOTING,
SEE SECTION
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
"
NOTE:*DIMENSIONS SHALL BE VERIFIED WITH SIGN
FRAME AND BASE PLATE PRIOR TO CONCRETE
PLACEMENT.
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
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°
TYPICAL CONNECTION DETAIL
NOT TO SCALE
FLAT WASHERS
5"
P
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4" MIN.
1'
-
0
"
EM
B
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D
.
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 312". 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.
GENERAL NOTES:
1.THE FOLLOWING CODES WERE USED IN DESIGN:
2022 CALIFORNIA BUILDING STANDARDS CODE (TITLE 24, PART 2), IBC 201 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.
3'-3"±
MATCH EXIST.
EXIST. CONC.
FOOTING TO
REMAIN (F.V.
SIZE AND
DEPTH)
(3)-#5 DOWELS EA.
SIDE (4" MIN. EMBED.)
W/ HILTI HY200 EPOXY
(TYP.)
(1)-#5 CONT. (T&B)
TOP AND BOTT. REINFORCING
A
A
SIGN
ORIENTATION
ABOVE
2'
-
6
"
M
I
N
.
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"
4'
-
1
5
8"
5'
-
1
1
5
8"
1'
-
1
0
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2'-6" MIN.
4'-10"
2'
-
0
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M
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MENU BOARD
FOUNDATION
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structural engineer
508 Baylor Court
Suite C
Chesapeake, Virginia 23320
757.436.2070
757.436.0610
www.broylesandassociates.com
Robert S. Whitaker, PE, SE
REG
ISTERED PROFESS IONAL ENGINEER
STATE OF CAL IFORNIACIVIL
R
OBERT S . W HITAKER
NO. 93116
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PROJECT
DATE
DESIGNED
DRAWN
CHECKED
WPH
24500-68
07/25/2024
RSW
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(757)622-2828 / fax (757)622-6883
Chesapeake, VA 23320
1317 Executive Blvd, Suite 200
RRMM ®
COLLABORATIVE, INC.
ARCHITECTS
WPH
2701 N Grand Ave-
Sign12/5/2024
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 24, 2024
Prepared for:
RRMM
1317 Executive Blvd,
Chesapeake, VA 23320
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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#
2701 N Grand Ave-
Sign12/5/2024
Project:Sign Designs Proj No:
Prepared By:RSW Date:7/24/24
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.:16.3 ft^3 V ULT=690 # (at center)
w conc=150 pcf V = 0.6 VULT=414 # (at center)165.6
f'c=3000 psi P =300 # (at center)120.0
fy=60000 psi M =1656 ft-# (at center)662.4
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 = 0.08ft
Q-net allow:1500 psf net allowable bearing Ftg width:3.250 2.500
Soil depth abv:0 in Ftg depth:24 in
Weight:0 plf Weight:975 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= 1.685 in^2
Soil weight:0 # (per foot)
Use ftg wt?yes 1
Ftg weight:975 # (per foot)
P tot design=1095.0 # (per foot)MRESIST = 5783.1ft-#MOT= 3229.2 ft-#
e=M/P tot=0.60 ft (outside kern)MRESIST = 1779.4ft-# / ft MOT= 993.6 ft-#
e > b/6=0.54 :. Q=4/3*P/(L(B-2*e))
Qmax=712 psf < 1800 psf gross +/-
Qmin=0 psf 1800
Assuming soil resulantant is located at "e"
Soil load width x=3(B/2-e)=36.9
Overturning and Sliding
Use soil wt?yes 1
Soil weight:0 # (per foot)
Use ftg wt?yes 1
Ftg weight:975 # (per foot)Footing Design Load factor=1.4
P tot Design=1095.0 # (per foot)Bending:Lcr =13.5''from edge of ftg
3558.8 # total M pressure=396 ft-#
Slide frict=296 # friction Mu=1.4*Mp=554 ft-#
tan(o/2)=0.27 Shear:Lcr =0''from edge of ftg
Slide soil=0 # side soil V pressure=0 #
S Resist Total=296 # / ft length Vu=1.4*Vp=0 #
Slide FS =1.79 > 1.25
M resist=P tot*(width/2)=5783.1 ft-#Reinforced Footing Design:
=1779.4 ft-# / ft ФMoment =0.9 ФShear =0.75
OT FS =1.79 > 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-# > 554ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 554ft-#
ФVn=Ф*4/3*sqrt(f'c)*b*h=11568 # > 0#ФVn=Ф*2*sqrt(f'c)*b*d=20519 # > 0#
0
3.25 ft x 2.5 ft x 24'' column footing is acceptable as an unreinforced footing.
Orig. size = 39''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
13.5
0
712
452 712
13.5''
0''
M
P
V
1213.5
24
0
/ft
/ft
/ft
/ft
ft x ft
36.9
NWIND
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024
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
2701 N Grand Ave-
Sign12/5/2024