Loading...
HomeMy WebLinkAboutConstruction PlanRY I -BEAM T. 2 X8 WOOD CAP - +_4' 'THICK SOLID CAP BLOCK • e'xe'X18" CONCRETE ASONRY UNITS ,' :'. '•' • -^ . •y.; (DRY -STACKED) A NPIER "A" ZSTING CONCRETE NOTE: PIER TYPE 'A' HAS A L B (GOOD CONDITION) MAXIMUM HEIGHT OF 36' FROM SLAB TO TOP OF P.T. 2 X 8 -P.T. 2 X8 WOOD CAP 1 :.•1�•,: e•XS'X W CONCRETE ASONRY UNITS :' '• •y.• DRY-STACKED) (2)PIER "B" EXSTNG CONCRETE (GOOD CONDITION) NOTE: PIER TYPE 'B' HAS A MAXIMUM HEIGHT OF 54' FROM SLAB TO TOP OF P.T. 2 X 8 STRUCTURAL LOAD LIMITATIONS: CODE EDITION: 2014 FLORIDA BUILDING (5TH EDITION) CODE & ASCE 740 1. ULTIMATE DESIGN WIND SPEED: 170 mph WIND SPEED 2. NOMINAL DESIGN WIND SPEED: 132 mph WIND SPEED 3. WIND EXPOSURE CATEGORY: "D" 4. :MPORTANCE FACTOR: 1.0 5. INTERNAL PRESSURES: +25.9 -28A INTERIOR +25.9 31.6 END 6. DESIGN ROOF LIVE LOAD: 20 PSF 7. DESIGN FLOOR LIVE LOAD: 40 PSF S. MIN. ASSUMED SOIL BEARING CAPACITY: 1500 PSF 9. OCCUPANCY CLASSIFICATION: R3 10. CONSTRUCTION TYPE: VB VELOCITY HURRICANENZONE AS DEFIINED BY THE FBC T IN A HIGH SUBJECTED TO WHIS AVE ACTION WHEN LIGNED OCATED NBE NA FLOORGEDD PRONE OR ZONE AREA. THE BOTTOM OF THE STRUCTURAL BEAM MUST BE LOCATED ABOVE THE BUILDING SITE FLOOD PRONE OR ZONE AREA BUILDING R THE THE GRADE AT THEIBUILDING SITE MUST BE ABOVE THE FLOOD PLANE LEVEL. 'm .Q Doz 10 U �.w >-'-0" 4'-0" ( MAXr MAX w >'-0.' 5' 6'-4" TYP.. MAXT--0" MAX -�i'-0"- ?'-O" 4'-0" 0. MAXr MAX ?'-O" 5'-2" TYP. MAX �'-O" MAX A t'-0 j,4'-O' ( MAX MAX -0n. *_-__N__ 5-2" TYP 6'-0" MA) !Aj, 156_1_01"IJ16 MAX 1101 a 1'-DTI" 1\LV wLy. rLf\I\y IVIVVI u�yl lnlYVGy Iy � 2014 FBC PER ST. LUCIE COUNTY. v 1-5'-4" j 6'-0" MAX 2'-0" r` d '•' a MAXI I1 r-O�n - On SYMBOLS MAX G.A. F OUE TIE-DOWNND FASTENED TO LI�r-Orr -COLUMN ANCHOR STRAP FASTENED TO GROUND rta ANCHOR 2'-0' I OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, MAXI I THESE PLANS AND ALL PROPOSED WOR 0 MINUTE MAN ANCHORS, OR EQUIVALENT ARE SUBJECT TO ANY CORRECTIONS LONGITUDINAL& LATERAL BRACING SYSTEM REQUIRED BY FIELD INSPECTORS THAT-OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, MAY BE NECESSARY IN ORDER TO ® MINUTE MAN ANCHORS, OR EQUIVALENT i ®`8f Y WITH,ALL, APPLICABLE CODES. LATERAL BRACING SYSTEM ONLY 1 14 -0" B �r MAX I F-1 THE FOUNDATION IS DESIGNED TO 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, FLOOD ZONE NOTE: HOME IS TO BE PLACED IN A FLOOD ZONE, THIS PLAN WILL REQUIRE 12 HYDROSTATIC VENTS. (BASED UPON EACH VENT PROVIDING 65 SQ. INCHES OF FREE FLOW SPACE). ACTUAL VENT FLOOD ZONE INFORMATION LOCATIONS ARE DICTATED BY SITE CONDITIONS AND WILL BE LOCATED ONSITE BY CONTRACTOR. FEMA MAP INDICATES THAT THIS LOT IS IN A FLOOD ZONE THE BOTTOM OF EACH OPENING IS TO BE LOCATED NO HIGHER THAN 1 FOOT ABOVE THE GRADE AE WITH BASE FLOOD ELEVATION AT T NAVD 88. THAT IS IMMEDIATELY UNDER EACH 0 g g$ $ Y 0 REY BED -LOT SITE GROUND (ESTABLISHED) ELEVATION IS 3.T. MINIMUM ELEVATION AT TOP OF I -BEAM TO BE 7.0'_ _ I� l �83 ^5�i`r u WITH THE FLORIDA9 BUILD � COLUMN LOADS 0 = 2133 LBS. DEWALL MATEUNE WALL--, 0 = 2133 LBS. MEDOWNS-4'-o" O.C. 8"X16" CMU BLOCKS AME OUTRIGGER ^ DRY STACKED PIER FLOOR JOISTS FOUDATION NOTES: t,ONCEA= FASTENERS OR ATTACHMENTS (PER PLAN) 1. BLOC19NG SPACING BASED ON 20PSF LIVE LOAD ON ROOF AND 1600 PSF SOIL 2. CONCRETE BLOCKS ARE ONLY RATED AT 0 0 POUNDS, 8000 OUND PIERS OR HEIGHIER MNG UST BIE ARE THE RESPONSIBILITY OF THE FRAME BLOCKED. CONTRACTOR OF RECORD T. 2X8 WOOD SHIM ,� 3. STABILIZER SYSTEM PER OLIVER TECHNOLOGIES, INC., OR EQUNALENT AND ALL SIDEWALL ANCHORS ARE SPACED PER PLAN. FOUR FOOT GROUND ANCHOR MAY BE USED. 4. THE MODEL 1101 'V°(LONGITUDINAL 8 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 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 2/3 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. 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 EXISTING iO i0 CONCRETE SLAB I I (GOOD CONDITIONYN�M,'d- D CT ON " F-1 -4 THICK SOLID BLOCK CAP B'X16" CMU BLOCKS o DRY STACKED PIER iV I SINGLE -STACKED ANCHOR INSTALLATION EXISTING CONCRETE INSTALLATION 4'-0" GROUND ANCHORS WITH A 5/8' SHAFT AND A 6" SINGLE DISC OR EQUIV. GROUND ANCHOR INSTALLATION Ep 7p ER�METER yU W 10 WOOD s RLR N MIN. to PENETRATION MIN��YS%rCCjD?R 50% SCREWHOLES AA 2X8 . MIN. PERIMETER RAIL ALL TIE -DOWN STRAPS ETC. SHALL BE TYPE 1 FINISH B. GRADE 1, SIEEI. StTRAPPING 109,000 INIMUM YIELD STRENTH .o35' MINIMUM THICKNESS PLUS OR MINUS .002 IIJ. - O.0 MM) FINISH NNE S�8 [-- HOT -DIPPED pGALVANIZED ZINC E, POUNDS MIER MINIMUM FOOT2VEF S�Id RKET) 47EVER1' 12 TO 15 INCHES (NANUFA�TUR& NAME AND ASTM SPEC. D3333953-91), 1 174' WIDTH. GROUND ANCHORS SHOULD BE CERTIFIED BY A/ PROFESSIONAL ARCHITECT, T�ESi1NG LABaDdO RY THE M iMUM�U nLM�E 44'-0' O.C. L0A CAPAcW SHOULD BE AT LEAST EQUAL TO MAX SPACING 47 LLBBSS 8"X16" CMU BLOCKS �® DRY STACKED PIER ®� G� �CVN i+T G- V �V ®J 07- O/y ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR CO6 IANCE R VIEWED BY TE PLANS Atin DFDUIT Senyb Engineering Services 318. S. Scenic Hwy, Ste. 100 THESE STANDARDS AND PLANS MEET THE 2014 F.B.C. (5TH EDITION)- RESIDENTIAL CENTRAL DRAWING INFORMATION CUSTOMER: KLIMOVICH I MIUSI Address: 10725 S. Ocean Dr., Lot # 362, Jensen 134h, FLUII BE KEPT ON JOB O EC PSFRDOFgL&MA NAME° Lake Wales, FL33853 DAT VOLT =ULTIMATE DESIGN WIND SPEED = 170 MPH (RISK CATERGORY II BUILDING) Model #UNKNOWN Phone: 863-589-5980 - Va =NOMINAL DESIGN WIND SPEED = 132 MPH (CATERGORY 11 BUILDING) (TABLE 1609.3.1) HOMES M.B.J. 1 n 1 n 1 n JACOBSEN HOMES-21-8 X35-0 /36 -0Fax: FOUNDATION PLAN BEARING CAPACITY DATE: o6-0z-zo16 1-866-865-2044 LEONARD G. WOOD P.E.1F17377 LEONARD G. WOOD (OKEECHOBEE) SI � ; AND DETAILS PROVIDED BY F� 1 318 S. SCENIC HWY. STE.100 ST NY9 GTHGTNI:I:HL11�G $T:KVTCeS SERE ENGINEERING SERVICES SCALE: LAKE WALES, FL 33863 REGISTERED PROFFESSIONAL _YAM © mvnwirt x°u OFFICE: 86MBM980 ENGINEER#47377 � ompany NOTPRINTEDTOSCALE Lake Wales, Florida 33853 SHEET10F3 E HANDRAIL GRIP SIZE 2; max. NONCIROULAR CIRCULAR (R311.5.6.3 Type 1) PpTimeler. 4"- B$" RECESSED (113115.6.3 Type II) PQameter: 5!N11 *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. 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" SDS WOOD SCREWS OR EQUIV. AT 12" O.C. STAGGERED SCREW PATTERN a 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) NOTES: 1.) HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED TO RESIST A CONCENTRATED LOAD OF 200 POUNDS. 2) INTERMEDIATE RAILS (ALL THOSE EXCEPT HANDRAIL), BALUSTERS, AND PANEL FILLERS SHALL BE DESIGNED TO RESIST A CONCENTRATED LOAD OF 50 POUNDS. NOTE: CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. .T. 5/4'I X 6 BOARD RAIL CAP OPENINGS SHALL NOT ALLOW -THE PASSAGE OF A 4" DIAMETER SPHERE T. 2X6 (1) 2 X 6 P.T. ATTACHED TO POSTS USING (5) 16d NAILS OR EQUIVALENT AT EACH 2X6 TO POST CONNECTION. E MAXIMUM RISER HEIGHT SHALL BE 7-3/4 INCHES. THE RISER ALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE JACENT TREADS. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8 INCH. MINIMUM TREAD DEPTH SHALL BE 10 INCHES. THE: TREAD DEPTH SHALL BE ASURED HORIZONTALLY BETWEEN THE VERTICAL PLANES OF THE FOREMOST PROJECTION ADJACENT TREADS AND AT A RIGHT ANGLE TO THE TREAD'S LEADING EDGE. GREATEST TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE ALLEST BY MORE THAN 3/8 INCH. IS OF CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL BE NO GREATER 6 INCH. A NOSING NOT LESS THAN 3/4 INCH BUT NOT MORE THAN 1-1/4 INCHES PROVIDED ON STAIRWAYS WITH SOLID RISERS. A NOSING IS NOT REQUIRED WHERE DEPTH IS A MINIMUM OF 11 INCHES. 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 TOP & W/ MIN. (1)#8 WOODTSCREW ORBOTTOM EQUIV. "zy6.a[ �Io CONCRETE OPTION: IF STEPS ARE INSTALLED ON EXISTING CONCRETE, THE GROUND ANCHORS, 11EDOWN STRAP AND ANGLE BRACKET 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 REVISED: PLANS MUST BE CHANGED TO 2114 FBC PER ST. LUCIE COUNTY. ALL STAIR COMPONENTS TO BE PRESSURE TREATED LUMBER ALL FASTENERS IN CONTACT WITH P.T. LUMBER TO BE HOT" DIP GALVANIZED OR STAINLESS STEEL z°g r _fl o 2.�g° wLU a.I > p ma a W �w T wo n & N 80. � F 0 Ogg V s^ w WW O V O co O� o `LO > o� Q O zU V Olo `1 6 ¢ N N O O Co In U- oE a:(AW � .�. O N (t% Z ow m Z r � Ig ice- i. ? L (A M t1d d 3� c > m a 212 O Drawing Number: S1 STEP CONSTRUCTION Senyb Engineering Semites 318 S. Scenic Hwy, Ste 100 Lake Wales, FL 33a53 © COPYRIGHT 2014