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HomeMy WebLinkAboutEnginerringBEAM �T. 2nCTO T. 2 %B WOOD CAP 4" THICK SOLID CAP BLOCK 3 Wn'%16' coNca 1E ASIXAY UNI1S ,, io !.• (DRY —STACKED) u n A A r.T ° EXISTING CDNCRETE NOW: PER TYPE 'A' HAS A (GOOD CONOMCN) MAMMLM HEIGHT 6 M' FROM SLAB TO TOP OF P.T. 2 K B P.T. 2 X8 WOOD CAP CONCISR OD CONDITION) STRUCTURAL LOAD LIMITATIONS: CODE EDITION: 2014 FLORIDA BUILDING CODE (STIR EDITION) & AWE 7.10 1. ULTIMATE DESIGN WIND SPEED: 170 mph WIND SPEED 2. NOMINAL DESIGN WIND SPEED: 132 mph WIND SPEED 3. WIND EXPOSURE CATEGORY: 4. IMPORTANCE FACTOR: 1.0 5. DESIGN ROOF LIVE LOAD: 20 PSF S. DESIGN FLOOR LIVE LOAD: 40 PSF 7. MIN. ASSUMED SOIL BEARING CAPACITY: 1500 PSF S. OCCUPANCY CLASSIFICATION: R3 S. CONSTRUCTION TYPE: VB 10. THIS BUILDING IS NOT DESIGNED FOR PLACEMENT INA HIGH VELOCITY HURRICANE ZONE AS DEFINED BY THE FEC. 11. THIS BUILDING IS NOT DESIGNED TO BE SUBMERGED OR SUBJECTED RONETE TO AVEE.ACTION WHEN LOCATEDINA FLOOD THE FOUNDATION IS DES) TO MEET THE REQUIREMENTS OF THE FEMA85 CODE IN WHICH THE FOUNDATION MUST RESIST FLOTATION, COLLAPSE, AND LAT AND ALL OTHER LOADS DU,._ ., THE BASE FLOOD. IN ADDITION, THE FOUNDATION IS DESIGNED TO PROVIDE RESISTANCE TO UPLIFT AND OVERTURNING OF THE GO v 13 I A'-ns TVP 1. BLOCKING SPACING BASED ON 2OPSF LIVE LOAD ON ROOF AND 16M PSF SOIL BEARING CAPACITY. 2. CONCRETE BLOCKS ARE ONLY RATED ATM POUNDS, 8DDO POUND PIERS OR HIGHER MUST BE DOUBLE BLOCKED. 3. STABILIZER SYSTEM PER OLIVER TECHNOLOGIES, INC., OR EQUIVALENT AND ALL SIDEWALL ANCHORS ARE SPACED PER PLAN FOUR FOOT GROUND ANCHOR MAYBE USED FLOOD ZONE INFORMATION - FEMA MAP INDICATES THAT THIS LOT IS IN A FLOOD ZONE AE WITH BASE FLOOD ELEVATION AT S' NAVD 88. -LOT SITE GROUND (ESTABLISHED) ELEVATION IS 4.3. -MINIMUM FINISHED FLOOR ELEVATION TO BE 60' WITHIIR 1 FS%C WES UthNF IEVESCRET&ANIME R PAIL RLLEWHOLES 0. EVENLY SPACED. BRACKET MAYBE OMITTED QNSITE IF IT IS INSTALED BY THE MANUMT.IRER 2X8 . MIN. PERIMETER MIL 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 MAYBE INSTALLED WHEN NECESSARY BETWEEN THE I -BEAM AND THE TOP OF THE PIER. SHIMS SHALL BE FREE OF 6. ALL TIE DOWN ANCHORS SHALL HAVE A MINIMUM 4,725 I.B. 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, B. ALL PIERS SHALL BE CONSTRUCTED OF 8' X SIX 1 O' CONCRETE MASONRY UNITS CONFORMING TO ASTM Coo. 9. INSTALL BLOCK PIER ON EACH SIDE OF ALL EXTERIOR DOOR OPENINGS. 10. 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. 11. ALL MASONRY PIERS MAY BE INSTALLED IN A DRY STACK SUBJECT TO LOCAL JURISDICTION ALL TIE -DOWN STRAPS ETC. SHALL BE TYPE 1 FINISH B, GRADE 1. VEEL STRWPING 109,000 MINIMUM YIELD STRENTH..035" MINIMUM THICKNESS (PLUS OR MINUS .002 IN. - 0.05MM) FIFIINNIISSH 8 -- HOT -DIPPED GALVANIZED GALVVANIIZgE1D� ZINC OUNCES PER �UARpE FO 2PER85(IRfACE 4750 12 UTO�5INCH6 B(MAN 1f N EIf E�NAME EVERY AND ASTM SPEC. D 953-91, 1 1 4WIDTH, GROUND ANCHORS SHOULD BE CERTIFIED BY A PROFESSIONAL ARCHITECT, ENGINEER AND OR NATIONALLY RECOGNIZED TESTING LA K) ITORY. THE MINIMUM ULTIMATE LARD CAPACTIY SHOULD BE AT LEAST EQUAL TO VEMENT DUE TO THE EFFECTS OF WIND AND WATER LI JE TO FLOOD AND WIND FORCES AT THE BASE FLOOD. COLUMN LOADS 0 = 4235 LBS. O = 4235 LBS. ,1I111111I1rF NCEN 4No.196: - OF jl3 RECEI'' :u ArR i ej ,1,4 o 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 DEWALL MATELINE WALL TIEDOWNS-4'-O" O.C. 8"XI6' CMU BLOCKS RAME OUTRIGGER DRY STACKED PIER (PER PLAN) FLOOR JOISTS FRAME 8"X18° CMU BLOCKS EXISTING a i0 CONCRETE SUB (G000 CONDmIXI n DRY STACKED PIER � i iO NIa .T. 2X8 WOOD SHIM z >2 a 4" THICK SCUD BLOCK CAP B°XI6' CMU BLOCKS iO O DRY STACKED PIER I I SINGLE -STACKED M 1- I hI ; ,1 I M= I I-1 —ME I =IT_I I 11M1 M= I G ECTION "E—E° ANCHOR INSTALLATION TON EXISTING CONCRETE INSTALLATION 4' • -O' GROUND ANCHORSORS WITH A 5/e' SHAFT AND A I-1 6" SINGLE DISC OR EQUIV. Senyb Engineering Services S. Scenic Hwy, Ste. 100 THESE STANDARDS AND PUNS MEET DRAWING INFORMATION CUSTOMER: KIP & DENISE BRAMMER Address: 85 NETTLES BLVD, JENSEN BEACH, FL 34957 DESIGNED FOR 20 D 318 Lake Wales, FL 33853 THE 2014 F.e.c.- RESIDENTIAL 61H EaHImI CENTRAL RALJ Model # UKNOWN- 22'-O" X 52'-0"/38'-0" (HUD) PSF Roof uvF LOAD AND 15DD PSF SOi "w61E: Office: 863-589-5980 V„o=ULTIMATE DESIGN WIND SPEED= 170 MPH (RISK CATERGORY It BUILDING) MBJ' FOUNDATION PLAN AND DETAILS BEARING CAPACITY Fax: 1-866-865-2044 V`m=NOMINAL DESIGN VMND SPEED= 132 MPH (RISK CATERGORY II BUILDING) HOMES PROVIDED BY DATE: Website: www.senybengineedng.com (TABLE 1609.3.1) c C c S1E F-1 Email; inf0(avZSenybengineBring.tom O12 2015 SENYRENGINEERINGSERVICES MARKS SCENIC Y,STE66198 318 S. ALES, L 33 53 100 LAKE WALES, FL 33853 •: , n u;a d f f R l N!I pp I:++_ i .: .1v En"ineerinR a" npn C",npanl Lake Wales, Florida 33853 SHEET1 Ofl SCALE: NOTPRINTEDTOSCALE © COPYRIGHT 2015 OFFICE: 863.6894i980 14 Z" r NONCIRCULAR CIRCULAR Pewelef 4•-6; I," - 21 RECESSED Peflmelef. �6:" *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 BALLS 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" SDS 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 (DONOT OVER ( TENSION EACH SIDES 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 TREADS 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 GREATEF THAN 9/16 INCH. A NOSING NOT LESS THAN 3/4 INCH BUT NOT MORE THAN 1-1/4 INCI SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS. A NOSING IS NOT REQUIRED WHET 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)g8 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. AT MIN. ALL ERRS TSCREW ORBOTTOM STAIR AND LANDING 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 `fTllrrrflli♦ CENT �: '� CENS cy�• �1 No.5 6'._ TA OF N L �, % . V ULT =ULTIMATE DESIGN WIND SPEED = 170 MPH VASD=NOMINAL DESIGN WI St' E 132MPH (TABLE LDES1) ,�NE^Ik5v (3 secontl �Ue, ''LLr1 318 S. Scenic Hvry, Sle 100 Lake Wales, FL 33853 Office 863-589-5980 Fax'. 1-866-865-2044 Drawing Number. S1 sews e�aImeeanpsmlus 1Ies-s8enic Hay,Ss 1W Lake W les.FL33353 , , COPYRIGHT 415