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Home My WebLink AboutFoundation PlanI I-rt%Amt rltrc I —BEAM P.T. 2X8 WOOD SHIM 4" THICK SOLID BLOCK CAP Z "+ 8" X16" CMU BLOCKS DRY STACKED PIER 00 ! 4' GRADE COVERED WITH 6-MIL POLYETHYLENE 17.5" x 25.5" ABS PAD 4500# CAPACITY NOTE: PIER TYPE "A" HAS A MAXIMUM HEIGHT A PIER "A" OF 32" FROM GRADE TO TOP OF P.T. 2 X 8 F-1 -ODE (7TH EDITION) & ASCE 7-16 1. ULTIMATE DESIGN WIND SPEED: 170 MPH WIND SPEED 2. NOMINAL DESIGN WIND SPEED: 132 MPH WIND SPEED 3. WIND EXPOSURE CATEGORY: "D" 4. IMPORTANCE FACTOR: 1.0 5. DESIGN ROOF LIVE LOAD 20 PSF 6. DESIGN FLOOR LIVE LOAD: 40 PSF 7. MIN. ASSUMED SOIL BEARING CAPACITY : 1500 PSF S. OCCUPANCY CLASSIFICATION: R3 9. CONSTRUCTION TYPE: VB 10. THIS BUILDING IS NOT DESIGNED FOR PLACEMENT IN A HIGH VELOCITY HURRICANE ZONE AS DEFINED BY THE FBC 11. THIS BUILDING IS NOT DESIGNED TO BE SUBMERGED OR SUBJECTED TO WAVE ACTION WHEN LOCATED IN A FLOOD PRONE OR ZONE AREA. THE BOTTOM OF THE STRUCTURAL I —BEAM MUST BE LOCATED ABOVE THE BUILDING SITE FLOOD PLANE LEVEL FOR THIS BUILDING TO BE LOCATED IN A FLOOD PRONE OR ZONE AREA OR THE GRADE AT THE BUILDING SITE MUST BE ABOVE THE FLOOD PLANE LEVEL. TIE DOWN STRAP SPECIFICATION ALL TIE— DOWN STRAPS, ETC., SHALL BE TYPE 1 FINISH B, GRADE 1, STEEL STRAPPING 109,000 MINIMUM YIELD STRENGTH, .035" MINIMUM THICKNESS (PLUS OR MINUS .002 IN. — 0.05MM) FINISH B — HOT— DIPPED GALVANIZED ZINC COATING (ASTM STANDARD 123— 89A): .6 OUNCES PER SQUARE FOOT PER SURFACE, 4750 POUNDS MINIMUM BREAK STRENGTH, MARKED EVERY 12 TO 15 INCHES ( MANUFACTURER'S NAME AND ASTM SPEC. D3953-31), 1 1/4" WIDTH. OUND ANCHOR SHALL HAVE MINIMUM WORKING LOAD OF 50# AND A MINIMUM 4725 TIMATE LOAD CAPACITY. TMA-36 (GROUND CHOIRS) JUTE MAN ANCHOR— LVANIZED AUGER 8" X 45" SHAFT WITH IGLE 6" DISC 3 INCH MINIMUM ANCHOR AFT EMBEDMENT) ATED MASONRY PIERS— HOLLOW MASONRY PIERS SHALL HAVE A MINIMUM NOMINAL THICKNESS OF 8 INCHES WITH A NOMINAL HEIGHT NOT EXCEEDING FOUR TIMES THE NOMINAL THICKNESS AND A NOMINAL LENGTH NOT EXCEEDING THREE TIMES THE NOMINAL THICKNESS. WHERE HOLLOW MASONRY UNITS ARE SOLIDLY FILLED WITH CONCRETE OR GROUT, PIERS SHALL BE PERMITTED TO HAVE A NOMINAL HEIGHT NOT EXCEEDING TEN TIMES THE NOMINAL THICKNESS. t CAP— HOLLOW MASONRY PIERS SHALL BE CAPPED WITH 4 INCHES OF SOLID MASONRY OR CONCRETE, A MASONRY CAP BLOCK, OR SHALL HAVE CAVITIES OF THE TOP COURSE FILLED WITH CONCRETE OR GROUT. THE FOUNDATION IS DESIGNED TO MEET THE REQUIREMENTS OF THE FEMA85 CODE IN WHICH THE FOUNDATION MUST RESIST FLOTATION, COLLAPSE, AND LATERAL MOVEMENT DUE TO THE EFFECTS OF WIND AND WATER LOADS, AND ALL OTHER LOADS DURING THE BASE FLOOD. IN ADDITION, THE FOUNDATION IS DESIGNED TO PROVIDE RESISTANCE TO UPLIFT AND OVERTURNING OF THE HOME DUE TO FLOOD AND WIND FORCES AT THE BASE FLOOD. V 4'-0" MAX SPACING .9.T.. — .E-1:.... — €Z— — &T— — Ems-. _ 154-„ _ &T- — — V-3" TYP i-11" AAA] 1-BEAM RECEIVE[ NEAR 0 2 2020 ST. Lucie County, Permitting THE TIE -DOWN STRAPS ARE INSTALLED BY THE MANUFACTURER, AND THEREFORE THE LOCATION OF THE STRAPPING COULD AFFECT THE LOCATION OF THE PIERS BASED UPON THE PROVIDED FOUNDATION PLAN. THE PERIMETER PIERS MAYBE OFFSET FROM THE DESIGN LOCATION IF THEY INTERFERE WITH THE TIE -DOWN STRAP MATELINE SIDEWALL FRAME OUTRIGGER FLOOR JOISTS FRAME P.T. 2X8 WOOD SHIM 8"X16" CMU BLOCKS °D OSECTION "E—E" DRY STACKED EXISTING GRADE = 4.4' — 6 MIL THICK POLYETHYLENE FILM. JOINTS SHALL LAPPED 12 I I I_SEA EDBNTH ADHESIVESNCHES .AND FOUNDATION NOTES: 11 1. BLOCKING SPACING BASED ON 20PSF LIVE LOAD ON ROOF AND 1500 PSF SOIL BEARING CAPACITY, _J1l.1JV 2. CONCRETE BLOCKS ARE ONLY RATED AT 8000 POUNDS, 8000 POUNDS PIERS OR HIGHER MUST BE DOUBLE BLOCKED. 3. ALL SIDEWALLS ANCHORS ARE SPACED PER PLAN AND FOUR FOOT GROUND ANCHOR MAY BE USED. 4. ALL THE MASONRY PIERS MAY BE INSTALLED IN A DRY STACK SUBJECT TO LOCAL JURISDICTION. 5. ALL TIE DOWN ANCHORS SHALL HAVE A MINIMUM 4.725 LB. ULTIMATE CAPACITY AND SHALL BE INSTALLED PER THE MANUFACTURER'S SPECIFICATIONS. 6. THE STEEL FRAME OF HOME IS NOT FOR USE OF RELOCATION OF HOME AFTER SETUP, AND IS INTENDED FOR USE AS A PERMANENT FOUNDATION. 7. ALL PIERS SHOULD BE CONSTRUCTED OF 8"X8"X16" CONCRETE MASONRY UNITS CONFORMING TO ASTM C90 8. INSTALL BLOCK PIER ON EACH SIDE OF ALL EXTERIOR DOOR OPENINGS. 9. I -BEAM SUPPORT PIERS MAY BE INSTALLED LATERALLY (90 DEGREES FROM THE ORIENTATION SHOWN ON THE FOUNDATION PLAN). MUST BE LOCATED DIRECTLY BELOW THE I -BEAM CENTERLINE. 10. WOOD SHIMS MAY BE INSTALLED WHEN NECESSARY BETWEEN THE 1-BEAM AND THE TOP OF THE PIER, SHIMS SHALL BE FREE OF KNOTS, SPLITS, AND SIMILAR IMPERFECTIONS. SHIMS SHALL BE P.T. LUMBER, CEDAR, OR ASS AND BEARING AT ALL CONTACT POINTS SHALL NOT BE LESS THAN 2/3 OF THE BEARING PRIOR TO ADDING THE SHIMS. 11, HUD ONLY- THE MODEL 1101 "V" (LONGITUDINAL & LATERAL PROTECTION) ELIMINATES THE NEED FOR MOST STABILIZER PLATES AND FRAME TIES. EACH SYSTEM IS REQUIRED TO HAVE A FRAME TIE AND STABILIZER ATTACHED AT EACH LATERAL STABILIZING LOCATION. THIS FRAME TIE AND STABILIZER PLATE MUST BE LOCATED WITHIN 18" FROM CENTER OF GROUND PAN Do 3 -oo25 REVIEWED FOR CODE COIVdPLIANCE ST. LLBCIE COUNTY w n 01-28-2021 II �IIIII." II �N,CENT - i Cn - N o. 56196 �'. STATE OF I O•`• s �6NAL .•' COLUMN LOADS: tO = 3305 LBS. 0 = 3305 LBS. SYMBOLS 17.5"x25.5" ABS PAD = 4500 LBS. CAPACITY 0e 24"x24" ABS PAD = 6000 LBS. CAPACITY 9® (3) 17.5"x25.5" ABS PAD = 9000 LBS. CAPACITY (TOP PAD IS LAID IN THE OPPOSITE DIRECTION TO THE BOTTOM PADS) 13"x26" ABS PAD = 3562 LBS. CAPACITY F.T. —FRAME TIE —DOWN FASTENED TO GROUND ° G.A. ANCHOR —COLUMN ANCHOR STRAP FASTENED TO GROUND ANCHOR —LONGITUDINAL ANCHOR STRAP LOCATIONS Q —OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, OR MINUTE MAN ANCHORS LONGITUDINAL & LATERAL BRACING SYSTEM ® —OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, OR MINUTE MAN ANCHORS LATERAL BRACING SYSTEM ONLY - FLOOD ZONE INFORMATION —FEMA MAP INDICATES THAT THIS LOT IS A FLOOD ZONE AE B.F.E. 4' —LOT SITE GROUND (ESTABLISHED) ELEVATION IS 4.4' —MINIMUM PIER HEIGHT = 18 INCHES —GRADING UNDER THE HOME SHALL BE SLOPED TO PROVIDE POSITIVE SLOPE TO EXTERIOR OF HOME. FOR FLOOD ZONES, HYDROSTATIC VENTS MUST BE USE TO ALLOW FLOOD WATER TO FREELY ENTER AND EXIT THE STRUCTURE. NON —ENGINEERED VENTS MUST PROVIDE 1 SQ. INCH OF OPENING FOR EVERY 1 SQ. FOOT OF STRUCTURE SPACE. VENTS MUST BE INSTALLED NO HIGHER THAN 12" ABOVE FINISHED GRADE. FOR ENGINEERED VENTS, FOLLOW MANUFACTURER'S INSTRUCTIONS FOR QUANTITY AND INSTALLATION. ALL MATERIALS BELOW BASE FLOOD ELEVATION BOTH STRUCTURAL AND NON—STRUCTURAL WILL BE CONSTRUCTED OF "FLOOD RESISTANT MATERIALS" CLASS 4 OR 5 NFIP. ALL LUMBER AND SHEATHINGS TO BE PRESSURE TREATED .40 CCA OR BETTER FASTENED WITH CORROSION RESISTANT Senyb Engineering Services THESE STANDARDS AND PLANS MEET DRAWING INFORMATION 4 AT ST B NHARD DESIGNED FOR 20 50 W. Central Ave. THE 2020 F.B.C. - RESIDENTIAL (7th EDITION)- EXPOSURE "U' • J SON BEACH, FL 34957T )E�r 4AU04 PSF ROOF LIVE LOAD AND 1500 PSF SOIL NAME: Suite B Vuv =ULTIMATE DESIGN WIND SPEED = 170 MPH (RISK CATERGORY II BUILDING J.F.P R : JASEN HOMES- 20' X 41'/38' HUD ) BEARING CAPACnY Lake Wales, FL 33859 V. =NOMINAL DESIGN WIND SPEED =132 MPH (RISK CATERGORY II BUILDING) FOUNDATION PLAN DATE: 01-21-2021 Office: 863-589-5980 Fax: 1-866-865-2044 (TABLE 1609.3.1) 56196 MOBILE �� PROVIDED BY �� www.senybengineedng.cam MARK V. RICHTER, P.E. # B S n noweedwSAnum SCALE: © ODPOW v =7 50 W. CENTRAL AVE. SUITE LAKE WALES, FL 33853 OFFICE: 663-68"980 SEAn E g necring od Ues gn Co VICES HOMES LAKE WALES, FLORIDA 33853 SHEET 1 OF 2 NOT PRINTED TO SCALE