85 W 2nd St COMM23-0047 found5_1FOUNDATION PLANSSHEET NO. 1 OF 5 JOB # 23-03-084NOREVISIONDATEGENERAL NOTES:
1. ALL FOUNDATION WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND ACI 318 (LATEST EDITIONS)
2. PRIOR TO CONSTRUCTION ALL VEGETATION, STUMPS, ROOTS, FOREIGN MATERIAL AND SURFICIAL TOPSOIL SHALL BE REMOVED FROM THE AREA UNDER THE FOUNDATIONAND TO A MINIMUM DISTANCE OF 5 FEET BEYOND THE LIMITS OF THE PROPOSED BUILDING.
AFTER THIS STRIPING AND CLEARING HAS BEEN COMPLETED THE EXPOSED NATURAL SOILSSHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
3. GROUNDWATER LEVELS SHALL BE CONTROLLED TO A MINIMUM OF 2 FEET BELOW THECONSTRUCTION LEVEL. GROUNDWATER ELEVATIONS MAY FLUCTUATE DURING CONSTRUCTIONTHEREFORE TEMPOARY DEWATERING MAY BE NESSASARY TO CONTROL THEGROUNDWATER LEVELS.
4. ALL FILL MATERIAL SHALL BE PLACED IN LIFTS NOT TO EXCEED 6 INCHES AND SHALL BECOMPACTED TO 98% OF MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
5. IF "PUMPING" OF THE NEAR SURFACE SOILS OR FILL MATERIAL OCCURS DURING CONSTRUCTIONWHICH RESULTS IN STRENGTH LOSS OF THE SUBSEQUENT SOIL, WORK SHALL BE TERMINATED
IN THESE AREAS AND THE DISTURBED SOILS REMOVED. IN LEU OF REMOVING THE DISTURBEDSOILS THE EXCESS MOISTURE MAY BE ALLOWED TO DISSAPATE AND THE SOIL RE-COMPACTED.
6. ALL FOOTINGS HAVE BEEN DESIGNED FOR THE FOLLOWING ASSUMED SOIL PROPERTIES:BEARING CAPACITY = 2,000 PSFANGLE OF INTERNAL FRICTION = 28 DEGREES
COEFFICIENT OF FRICTION = 0.45SOIL WEIGHT = 110 LBS PER CUBIC FOOTIF IT IS DETERMINED AFTER THE SOILS SURVEY THAT THE ACTUAL SOIL PROPERTIES ARE
DIFFERENT THAN THESE ASSUMED VALUES, THE CONTRACTOR SHALL FOLLOWTHE RECCOMENDATIONS OF THE GEOTECHNICAL ENGINEER.
7. THE OUTLYING PERIMETER AREAS OF THE PROPOSED BUILDING SHALL BE GRADED IN SUCH A WAYAS TO PROVIDE POSITIVE DRAINAGE AWAY FROM THE PROPSED BUILDING.
8. A VAPOR RETARDER SHALLBE INSTALLED UNDERNEATH THE SLAB CONSISTING OF 6 MILMINIMUM POLYETHYLENE WITH JOINTS LAPPED NOT LESS THAN 6 INCHES AND SEALED.
9. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS.
10. ALL CONCRETE SHALL CONTAIN 2.5% TO 6% ENTRAINED AIR TO ENHANCE FROST RESISTANCE.
11. THE MAXIMUM WATER CEMENT RATIO OF THE CONCRETE SHALL BE 0.55
12. THE SLUMP LIMITS OF ALL CONCRETE SHALL BE 2 - 4 INCHES.
13. ALL CONCRETE SHALL BE MIXED UNTIL THEIRE IS A UNIFORM DISTRIBUTION OF MATERIALS INACCORDANCE WITH ACI 318.
14. ALL REINFORCING BARS THAT DO NOT REQUIRE WELDING SHALL CONFORM TO ASTM-615, GRADE 60.ALL REINFORCING BARS THAT ARE TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60.WELDED WIRE FABRIC SHALL CONFORM TO ASTM-185.
15. THE NUMBER 4 REBAR IN THE SLAB TURN DOWN SHALL BE CONTINUOUS FOR THE ENTIRE PERIMETER OFTHE FOUNDATION AND SHALL BE LAPED SPLICED AT TERMINAL POINTS IN ORDER TO MAINTAIN
CONTINUITY.
16. THE SLAB REINFORCING INCLUDING THE WELDED WIRE FABRIC AND HAIRPINS SHALLNOT BE CUT DURING
OR ANYTIME AFTER CONSTRUCTION SINCE THIS REINFORCEMENT PROVIDES STRUCTURAL STABILITY FORTHE BUILDING.
17. SINCE PASSIVE RESISTANCE OF THE SOIL IS AN INTEGRAL PART OF THE ABILITY OF THE FOUNDATIONTO RESIST HORIZONTAL FORCES THAT WILL BE PRESENT WHEN THE DESIGN LOADS ARE APPLIED TO THEBUILDING SYSTEM, FUTURE EXCAVATION SHOULD NOT TAKE PLACE WITHIN 50 FEET OF THE BUILDING.
18. CONTROL JOINTS SHALL BE INSTALLED IN THE FOUNDATION AT INTERVALS NOT TO EXCEED 15 FEET.
19. MAINTAIN 3 INCHES MINIMUM CLEARANCE FOR ALL REBAR AND ANCHOR BOLTS UNLESS OTHERWISENOTED.
20. TERMITE TREATMENT SHALL BE IN ACCORDANCE WITH FBC 318.
8/23/2023
BUILDING CODE: FBC 20
STRUCTURAL DESIGN LOADS
WIDTH (FT) = 35.0 RISK CATEGORY = II-NORMAL
LENGTH (FT) = 50.0 SEISMIC SITE CLASS = DEAVE HEIGHT (FT) = 22.0/22.0 SEISMIC COEFFICIENT = 0.17ROOF SLOPE (RISE/12) = 1.0 MAPPED RESPONSE (Ss) = 0.1072
MAPPED RESPONSE (S1) = 0.0552DEAD LOAD (PSF) = 2.1 DESIGN CATEGORY (SDC) = BCOLLATERAL LOAD (PSF) = 1.0 IMPORTANCE - SEISMIC = 1.00ROOF LIVE LOAD (PSF) = 20.0 SITE COEFFICIENT (Fa) =1.6000
LIVE LOAD REDUCTION = YES SITE COEFFICIENT (FV) = 2.4 DESIGN RESPONSE (Sms) = 0.1712GROUND SNOW LOAD (PSF) = 0.0 DESIGN RESPONSE (Sm1) = 0.1320
ROOF SNOW LOAD (PSF) = 0.0 DESIGN RESPONSE (Sds) = 0.1141THERMAL COEFFICIENT (Ct) = 1.0 DESIGN RESPONSE (Sd1) = 0.0880IMPOATANCE - SNOW = 1.0 RES MOD FACTOR (Mom) R = 3.0
SNOW EXPOSURE (Ce) = 1.0 APP PERIOD (MOMENT) Ta = 0.3407 RES MOD FACTOR (Brc) R = 3.0ULTIMATE WIND (ULT) (MPH) = 129.0 APP PERIOD (BRACED) Ta = 0.2082NOMINAL WIND (ASD) (MPH) = 100.0 TRANSVERSE SYSTEM = MOMENT FRAMES
RISK CATEGORY = II - NORMAL LONGITUDINAL SYSTEM (ROOF) = BRACED FRAMESWIND EXPOSURE = B LONGITUDINAL SYSTEM (FSW) = BRACED FRAMESCLOSED/OPEN/PARTIAL = C LONGITUDINAL SYSTEM (BSW) = BRACED FRAMES
INTERNAL GCpi = +0.18/-0.18 * THE SEISMIC ANALYSIS PROCEDURE USED ON THIS STRUCTURE IS THE EQUILIVIENT LATERAL FORCE PROCEDURE
FDFFDFDDFD
HAROLD ROOKS85 WEST 2ND STREETATLANTIC BEACH, FL 32233LOCATION: ATLANTIC BEACH, FL211 Sand Ridge LaneNashville, GA 31639912.331.9576Digitally signed by Randy Rathburn Jr Date: 2023.08.23
17:16:52 -04'00'
COMM23-0047
Reviewed for code
compliance
CEP BU1699
08/25/2023 6:07:20 AM