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HomeMy WebLinkAboutPROJECT INFORMATIONRY I -BEAM T. 2 X8 WOOD CAP ' M • 4' THICK SOLD CAP BLOCK 8'X8'X16' CONCRETE ASONRY UNITS (DRY -STACKED) A PIE "A" i F-1 ;4 TING CONCRETE NOTE PIER TYPE 'A' HAS A I (GOOD CONDITION) MAXIMUM HEIGHT OF 36" FROM SLAB TO TOP OF P.T. 2 X 8 2 XS WOOD CAP . •' 8'XS'Xi6' CONCRETE ASONRY UNITS •,� �.; (DRY -STACKED) :. B PIER "B" EXISTING CONCRETE -SLAB (GOOD CONDITION) I SLAB TO TCP OF P.T. 2 X 8 I STRUCTURAL LOAD LIMITATIONS: CODE EDITION: 2014 FLORIDA BUILDING CODE (5TH EDITION) & ASCE7.10 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 40 PSF 7. MIN. ASSUMED SOIL BEARING CAPACITY: 1500 PSF 8. 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 THE GRADEATTHE BUILDING SITE MUST BE ABOVE THE FLOOD PLANE LEVEL. THE FOUNDATION IS DE' ' TO MEET THE REQUIREMENTS OF THE FEMA85 CODE IN WHICH THE FOUNDATION MUST RESIST FLOTATION, COLLAPSE, AND LAT AND ALL OTHER LOADS Duwl`vG THE BASE FLOOD. IN ADDITION, THE FOUNDATION IS DESIGNED TO PROVIDE RESISTANCE TO UPLIFT AND OVERTURNING OF THE MAX MAX FACTORY I -BEAM 0 GOI a Z 10 a F '-0" 6'-4" TYP L) '- W MAX 6'-10" MA: In FACTORY I -BEAM FACTORY I -BEAM ®- ---1 LWJ 00 6'-3" IIYP F N v W MAX 6'-9" JAA I� FACTORY I -BEAM MAX MAX 11.�ENT DUE TO THE EFFECTS OF WIND AND WATER LOADS, O FLOOD AND WIND FORCES AT THE BASE FLOOD. 0 MAX COLUMN LOADS 1O = 3542 LBS. 6'-4V-TYP• 2O = 3542 LBS. 5'-10" MAX 6'-0" MAX • SPACING -1 Lra:-3:TYP.(MATELINE) 6 -9MAX 2'-0" I MAX A I FLOOD ZONE INFORMATION - FEMA MAP INDICATES THAT THIS LOT IS IN A FLOOD ZONE AE WITH BASE FLOOD ELEVATION AT F NAVD 88. -LOT SITE GROUND (ESTABLISHED) ELEVATION IS 4.1' AND 4W -MINIMUM FINISHED FLOOR ELEVATION TO BE 6.0' 1. BLOCKING SPACING BASED ON 20PSF LIVE LOAD ON ROOF AND 1500 PSF SOIL BEARING CAPACITY. 2. CONCRETE BLOCKS ARE ONLY RATED AT 8000 POUNDS, 8000 POUND PIERS OR HIGHER MUST BE 4'-0" D.C. DOUBLE BLOCKED. MAX SPACING 3. STABILIZER SYSTEM PER OLIVER TECHNOLOGIES, INC., OR EQUIVALENT AND ALL SIDEWALL ANCHORS ARE SPACED PER PLAN. FOUR FOOT GROUND ANCHOR MAY BE USED. 4. 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 ARM STABILIZING LOCATION. THIS FRAME TIE AND STABILIZER PLATE MUST BE LOCATED WITHIN 18" FROM CENTER OF GROUND PAN: 5. WOOD SHIMS MAY BE INSTALLED WHEN NECESSARY BETWEEN THE I -BEAM AND THE TOP OF THE PIER, SHIMS SHALL BE FREE OF KNOTS, SPLITS, AND SIMILAR IMPERFECTIONS. SHIMS SHALL BE OF P.T. LUMBER, CEDAR, OR ABS AND BEARING AT ALL CONTACT POINTS SHALL NOT BE LESS THAN 213 OF THE BEARING PRIOR TO ADDING THE SHIMS. 6. ALL TIE DOWN ANCHORS SHALL HAVE A MINIMUM 4,725 LB. ULTIMATE CAPACITY AND SHALL BE INSTALLED PER THE MANUFACTURER'S SPECIFICATIONS. 7. THE STEEL FRAME OF HOME IS NOT FOR USE OF RELOCATION OF HOME AFTER SETUP, AND IS INTENDED FOR USE AS A PERMANENT FOUNDATION, 8. ALL PIERS SHALL BE CONSTRUCTED OF 8" X 8" X 16' CONCRETE MASONRY UNITS CONFORMING TO ASTM C90. 9. INSTALL BLOCK PIER ON EACH SIDE OF ALCEXTERIOR DOOR OPENINGS. 10. 1-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. 11. ALL MASONRY PIERS MAY BE INSTALLED IN A DRY STACK SUBJECT TO LOCAL JURISDICTION RAIL - 2X8 , MIN. PERIMETER RAIL ALL TIE -DOWN STRAPS ETC. SHALL BE TYPE 1 S FINISH M GRADE 1, 9EEL W+PPING 109,000 MINIMUM YIELD STRENTH, .035" MINIMUM THICKNESS (PLUS OR MINUS .002 IN. - 0.05MM) FINISH B - HOT -DIPPED GALVANIZED ZINC COATING q��'M STANDARD 123-89A • .6 OUNCES ER SQUARRjEt FOOT'PER S RFACE 4750 12 TO 15 MINIMUM HEES B(MANNU �Rd' NAME EVERY AND ASTM SPEC. D3333953-91, 1 1//4' WIDTH, GROUND ANCHORS SHOULD BE CERTIFIED BY A PROFESSIONAL ARCHITECT, ENGINEER AND OR NATTDNALLY RECOGNIZED 71p3qTpING LABO ITORY. THE MINIMUM ULTIMATE 4725 CAPACITY SHOULD BE AT LEAST EQUAL TO MAX MAX fm �` lrrllrfrrr� Q: No. 96 •; y - ST IF t n ON RECEIVED APR 14 &5 0 F.T. A. -FRAME TIE -DOWN FASTENED TO GROUND ANCHOR -COLUMN ANCHOR STRAP FASTENED TO GROUND ANCHOR 0 -OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, OR MINUTE MAN ANCHORS LONGITUDINAL & LATERAL BRACING SYSTEM -OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, OR MINUTE MAN ANCHORS LATERAL BRACING SYSTEM ONLY DEWALL MATEUNE WALL TIEDOWNS-4'-0' O.C. IJ 8-X16" CMU BLOCKS AME OUTRIGGER DRY STACKED PIER (PER PLAN) FLOOR JOISTS FRAME 8"X16" CMU BLOCKS DRY STACKED PIER x Q .T. 2X8 WOOD SHIM z X M 10 4' THICK SOLID BLOCK CAP g g EXISTING : a CONCRETE SLAB t I 8"X16" CMU BLOCKS NIA (GOOD CONDITION [V't DRY STACKED PIER I I SINGLE -STACKED M J I I IT I" -III I--�-III-III_III-1 I I-1 I I-1 I I -III -III -III -I ANCHOR INSTALLATION l 7 Fog1 ` M „ " nSECTION E-E F-1 EXISTING CONCRETINSTALLATION 4'-0" GROUND ANCHORS WITH A 51W SHAFT AND ;, t'•I - FFFIII z 6' SINGLE DISC OR EQUIV. >� t?i�cl ram, ��• Senyb Engineering Services 318 S. Scenic Hwy, Ste. 100 THESE STANDARDS AND PLANS MEET Edition) DRAWING INFORMATION CUSTOMER: GEORGE V,OIGT Address: 505 NETTLES BLVD, JENSEN BEACH, FL 34957 DESIGNED FOR 20 Lake Wales, FL 33853 THE 2", F B C. - RESIDENTIAL (5th CENTRAL Model # UKNOWN- 24'-0" X 56-0741'-3" (HUD) PSF ROOF LIVE LOAD AND 1500 PSF SOIL NAME: Office: 863-589-5980 Vuif =ULTIMATE DESIGN WIND SPEED= 170 MPH (RISK CATERGORY II BUILDING) M.B•J• FOUNDATION PLAN AND DETAILS BEARING CAPACITY Fax: 1-866-865-2044 Vn =NOMINAL DESIGN WIND SPEED=132MPH (RISK CATERGORYIIBUILDING) uO�/m eL. PROVIDED BY Website: www.senybengineering.com (TABLE 1609.3.1) 11 1�I DATE: Email: info@senybengineering.com MARK V. RICHTER, P.E. # 56196 D2."-2D18 SENYB ENGINEERING. SERVICES F 1 318 S. SCENIC HWY. STE. 100 SCALE: © COPYRIOITT 2D15 LAKE WALES, FL 33853 OFFICE: 883-589.5980 SENYR 1FNGiNEERnJG SERVICES A"En Ines n "•dDesi nCum w s s r F s NOT PRINTED TO SCALE Lake Wales Florida 33053 f SHEETI OF1 r r I HANDRAIL GRIP SIZE '111as 2;° may. 0R �ry ..min — NON161IRCUILAR CIRCULAR RECESSED Reflmetar' 4"- 84 Parllmeler; sE� *HANDRAIL HEIGHT, MEASURED VERTICALLY FROM THE SLOPED PLANE ADJOINING THE TREAD NOSING, OR FINISH SURFACE OF RAMP SLOPE, SHALL BE NOT LESS THAN 34 INCHES AND NOT MORE THAN 38 INCHES. *HANDRAIL SHALL BE PROVIDED ON AT LEAST ONE SIDE OF EACH CONTINUOUS RUN OF TREADS OF FLIGHT WITH FOUR OR MORE RISERS. * HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED TO RESIST A LOAD OF 50 PLF APPLIED IN ANY, DIRECTION AT THE TOP AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO THE STRUCTURE. 2 X 2 BALUS MIN, (3) SIMPSON'S SDS 1/4" X 4-1/2" — WOOD SCREWS FOR RIM JOIST TO POST CONNECTION, (5) 16d NAILS OR EQUIVALENT P.T. STEP LANDING FLOOR FASTENED TO HOST FLOOR MEMBERS USING SIMPON'S 1 /4" X 3-1 /2" SOS WOOD SCREWS OR EQUIV. AT 12" O.C. STAGGERED SCREW PATTERN 2X6 P.T. LANDING CONSTRUCTION 16" O.C. FLOOR JOISTS USING (5) 16d NAILS OR EQUIVALENT AT EACH JOIST TO RIM JOIST CONNECTION. 30" GROUND ANCHOR W/ TIE DOWN STRAP STRAP TO WRAP AROUND P.T. 2 X 6 TIGHTLY (DO NOT OVER TENSION STRAPS) (EACH SIDES OF LANDING) .T. 2X6 STAIR TREAD AND RISERS THE MAXIMUM RISER HEIGHT SHALL BE 7-3/4 INCHES. THE RISER SHALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE ADJACENT TREADS. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8 INCH. THE MINIMUM TREAD DEPTH SHALL BE 10 INCHES, THE TREAD DEPTH SHALL BE MEASURED HORIZONTALLY BETWEEN THE VERTICAL PLANES OF THE FOREMOST PROJECTION OF ADJACENT TREADS AND AT A RIGHT ANGLE TO THE TREAD'S LEADING EDGE. THE GREATEST TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8 INCH. THE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL BE NO GREATER THAN 9/16 INCH. A NOSING NOT LESS THAN 3/4 INCH BUT NOT MORE THAN 1-1/4 INCHES SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS. A NOSING IS NOT REQUIRED WHERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. .T. 5/4" X 6 BOARD RAIL CAP OPENINGS SHALL NOT ALLOW THE PASSAGE OF A 4" DIAMETER SPHERE (1) 2 X 6 P.T. ATTACHED TO POSTS USING (5) 16d NAILS OR EQUIVALENT AT EACH 2X6 TO POST CONNECTION. THE GUARDS MAYBE WOOD, ALUMINUM, VINYL, OR EQUIVALENT. 2 X 4 TOP & BOTTOM ATTACHED TO TO POSTS WITH (2)#8 WOOD SCREWS ON INSIDE FACE. OPENINGS FOR REQUIRED GUARDS ON THE SIDE OF STAIR TREADS SHALL NOT ALLOW A SPHERE 4-3/8" TO PASS THROUGH. ATTACH BALUSTERS TO TOP & BOTTOM s W/ MIN. (1)#8 WOOD SCREW OR EQUIV. =STAIRAND NDING ILLUMINATION REQUIRED CONCRETE OPTION: IF STEPS ARE INSTALLED ON EXISTING CONCRETE, THE GROUND ANCHORS AND TIEDOWN STRAP CAN BE OMITTED. THE P.T. 4 X 4 POSTS SHALL BE ANCHORED TO THE EXISTING CONCRETE SLAB USING SIMPSON'S L-BRACKET OR EQUIVALENT. (3) 2 X 12 P.T. STAIR STRINGERS NOTE: CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION, ALL STAIR COMPONENTS TO BE PRESSURE TREATED LUMBER ALL FASTENERS IN CONTACT WITH P.T. LUMBER TO BE HOT DIP GALVANIZED OR STAINLESS STEEL ONCE `T'• 96 i� ale �'� /ANAL• �- ��.. These plans and specifications comply with Section 1609 of the 2014 FBC-Residential (5th Edition) V ULT =ULTIMATE DESIGN WIND SPEED = 170 MPH V ASD --NOMINAL DESIGN WIND SPEED = 132 MPH (TABLE 1609.3.1) (3 second gusts) 318 S. Scenic Hwy, Ste. 100 Lake Wales, FL 33853 Office: 863-589-5980 Fax.1-866-865-2044 O x 0 0 N 0 0 r- A U w 00 z w w Drawing Number. =P CONSTRUCTION Engineering Services 318 S. Scenic Hwy, Ste 100 Lake Wales, FL 33853 © COPYRIGHT 2D15