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HomeMy WebLinkAboutEngineered plansHANDRAIL RIP SIZE 1s'-2, 14" T a 16 NONCIRCULAR CIRCUI AR RECESSED Pefimel9f. 4'-6f" Perimeter.>Ef *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. THE GUARDS MAYBE WOOD, ALUMINUM, VINYL, OR EQUIVALENT, 2 X 2 BALUS MIN. (3) SIMPSON'S SIDS 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" SIDS 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. 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 SOLD RISERS. A NOSING IS NOT REQUIRED WHERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. 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 EXISTING STRUCTURE EACH P.T. POST FASTENED TO PERIMETER � JOIST USING (3) 1/4' X 4-1/2" SIMPSON'S SIDS WOOD SCREWS OR EQUIVALENT. 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. 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 I. (1)#8 WOOD SCREW ORB QUIV (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 —0" MAXJ\_2 X 6 P.T. LUMBER (SPy1 OR SPIV 16" O.C. SPACING, FASTEN USING 16D NAILS OR EQUAL T. 5/4 DECKING TO P.T. 2X6 JOISTS WITH SCREWS PER CONNECTION STAIR AND LANDING ILLUMINATION REQUIRED 3'-0" LANDING HEIGHT = 5 STEPS (MIN.) 4'-0" LANDING HEIGHT as STEPS (MIN.) 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. !'1111 I I , , , I, %**�\NCENT .CENas SF� �r N o. o;" STATE OF r T • ' \��� OR \ 1;3 ,''/ONAL �3f 111111'! VULT =ULTIMATE DESIGN WIND SPEED = 170 MPH VASD—NOMINALDESIGN WIND SPEED = 132 n4c11 (TABLE 16093.1) I. � (r (3 second gusts)ii 318 S. Scenic Hwy, Ste. 100 Lake Wales, FL 33853 Office: 863-589-5980 Fax 1-866-865-2044 a is €1°J P a Wu e H o Em 68O a lJ L:I �r e LL W l� ZO Ux 0 0 w 0 w d ca Qm m M a o 2 m J J� ¢ m ino W yNU Ewa em Okm0 8 V 0 Ex W Z p J Z W Z a O U Z v z `—W 6 FmD Lu ME) x U ¢ OO Drawing Number: S1 STEP CONSTRUCTION S cnyb En0nee0ng Sw als 31 e " Scenla H" ate 100 Lake Wales, FL 33853 jcOOPYIFU iT M15 ACTORY I -BEAM .i. 2 XB W000 CAP 4' THICK SOLID CAP BLOCK 8"X8"XIB' CONCRETE ASONRY UNITS (DRY -STACKED) rAVILR "A" ,• 77yypp p SLAB (Gllfl OODNCRETE NOTE: CONDITION) MAIOMIIM'HEIGHT OF 34N FROM IL SLAB TO TOP OF P.T. 2 X 8 11 P.T. 2 XB WOOD CAP S'XB'X16' CONCRETE MASONRY UNITS (DRY -STACKED) e IE "B". (GOOD CONDITION) 1. ULTIMATE DESIGN WIND SPEED: 170 mph WIND SPEED 2. NOMINAL DESIGN WIND SPEED: 132 mph WIND SPEED 3. WIND EXPOSURE CATEGORY: '0" 4. IMPORTANCE FACTOR: 1.0 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. "IHEIGHTT OFBsar FROM FLOOD ZONE INFORMATION TOP OF P.T. 2 X 8 - FEMA MAP INDICATES THAT THI3l0T IS IN A FLOOD ZONE AE WITH BASE FLOOD ELEVATION AT V NAVD 88. EDITION) & ASCE 7-10 -LOT SITE GROUND (ESTABLISHED) ELEVATION IS 4.1' -MINIMUM FINISHED FLOOR ELEVATION TO BE 6.9 5. DESIGN ROOF LIVE LOAD: 20 PSF 6. DESIGN FLOOR LIVE LOAD: 40 PEP 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 FED. 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 3. STABILIZER SYSTEM PER OLIVER TECHNOLOGIES,INC., OR EQUIVALENT AND ALL SIDEWALL ANCHORS ARE SPACEDPERPLAN FOUR FOOT GROUND ANCHOR MAYBE USED 0 GROUND ANCHOR INSTALLATION A7R7I BRACKET OR EQUAL FASTENED TO PERIMETER RAIL W/ Y10 WOOD SCREVfS MIN. 1 PENETRATION W MIN. 14 SCREWS OR 50% SCREW HOLES FILLED, EVENLY SPACED. BRACKET MAYBE OMITTED ONSRE IF IT IS INSTALLED BY THE MANUFACTURER 2X8 . MIN. PERIMETER RAIL 6'-0" MAX ALL TIE -DOWN STRAPS ETC. SHALL BE TYPE 1 FINISH B, GRADE 1, STEEL $TRAPPING 109,000 MINIMUM YIELD STRENGTH, .035' MINIMUM THICKNESS (PLUS OR MINUS .002 IN. - 0.05MM) FINISH B - HOT -DIPPED GALVANIZ ZINC COATING ASTM 57ANDARO 123-89A• 6 OUNCES ER SQUARE F00T PER S RFACE 4750 POUNDS MINIMUM BREAK STRENGTH, MARRO EVERY 12 TO 15 INCHES-LMANUFITURER'$ NAME AND ASTM SPEC. w953-91, 1 1 4' WIDTH. GROUND ANCHBY gORS SHOULD BE ENGINEER ) ORR NATIONALLLLYL FECDCNIZML`AD TE L44 25' LG IPBORASSHHOULDHBEMAT MINIMUM EOUALL TO 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 ASS 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 ALL EXTERIOR 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 COLUMN LOADS 1O = 1925 LBS. 20 = 1925 LBS. F.T. -FRAME TIE -DOWN FASTENED TO GROUND ANCHOR G.A. -COLUMN ANCHOR STRAP FASTENED TO GROUND ANCHOR 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 IDEWALL MATELINE WALL TIEDOWNS-4'-D" O.C. B'X16" CMU BLOCKS RAME OUTRIGGER DRY STACKED PIER (PER PLAN) FLOOR JOISTS FRAME 8'X16- CMU BLOCKS .T. 2XB WOOD SHIM DRY STACKED PIER < Z Q EXISTING NiO 4' THICK SOLID BLOCK CAP N 70 CONCRETE SLAB B'X16" CMU BLOCKS io o NIY (GOOD CONDITION) iV < DRY STACKED PIER I SINGLE -STACKED iV —J1�-11 �L� —5 ANCHOR INSTALLATION EXISTIN • CONCRETE INSTALLATION 4'-0' GROUND ANCHORS PATH A 5/8- SHAFT AND A F-t 6" SINGLE DISC OR EQUIV. Senyb EnglneeHng Sewlces THESE STANDARDS AND PLANS MEET DRAWING INFORMATION CUSTOMER: GERALD & TERRIE GREGORY 20 DESIGNEDFORLOAD 318 S. Scenic Hwy, Ste. 100 THE 2014E RQ- RESIDENTIAL(51h Edition) CENTRAL ADDRESS: 1332 NETTLES BLVD, JENSEN BEACH, FL 3JO57 PSF ROOF LIVE LOAD NAME: Lake Wales, FL 33853 ,_ „ " „ MODEL#UKNO (HUD) 0APACINPSF L ORlce: 863.5895980 Vo =ULTIMATE DESIGN WIND SPEED= 170 MPH (RISK CATERDORY II BUILDING) M'a'�" IONP0 AND DETAILS FOUNDATION PLAN AND DETAILS BEARINAND BFARirvGCAaACITr Fax: 1-866-865-2044 V.=NOMINAL DESIGN WIND SPEED= 132 MPH (RISK CATERGORY II BUILDING) 16E9.3.1) HON WebaBe: www.senybenglneering.com Email: info@senybanginowing.com (TABLE :.I ( `� DAM: 09.134K18 PROVIDED BY F-1 1AARKV.RICHTER.P.E.#56196 STE. 100 ... SENYB ENGINEERING SERVICES SCALE: 318 S. SCENIC HWY. ©DapyRWNT •p1! IAKEE 863SFL93853 OFFICE: Bfi&588dBB0 ,„Lnc� „ ,,; ,,,JP„�'a�, ,,�, NOT PRINTED TO SCALE LAKE WALES, FLORIDA 33853 SHEET 1 OF