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HomeMy WebLinkAboutBuilding Plans`a.1CTORY I -BEAM ---P.T. 2 X8 WOOD CAP •' p 4• THICK SOLD CAP BLOCK 8'X8'X16' CONCRETE ASONRY UNITS •..1 4 . r4' ' ' • ,�! , •'�.• (DRY -STACKED) A PIER "A" ,. F_1 . A'.,J Q CONCRETE NOTE (GOOD CONDITION) MAXIM 2 XB WOOD CAP -_ _ -- 39'-0" ft-�Od ?'-0"4'-0" O.C.MAXf MAX I iDO ; v 0o of 5-10" TYP - MAX 6'-0" MAX W (n rjIVACTCRY IF-7 'A' HAS A O� F-e El ' 36' FROM T.2X8 ,4 EXISTING CONCRETE SLAB (GOOD cmmoN) NOTE PIER TYPE 'B' HAS A MAXIMUM HEIGHT OF SC FROM SLAB TO TOP OF P.T. 2 X 8 e'xex1s• CONCRETE THESE PLANS AND ALL PROPOSED WORK L5'-1 OTYP. ARE SUBJECT TO ANY CORRECTIONS 6'- MAX 2--0" REQUIRED BY FIELD INSPECTORS THAT A MAX MAY BE NECESSARY IN ORDER TO F-1 COMPLY WITH A" AW3L,ICAC14r; CO!]IFg, 16'-019,-6 23,-0' -0'14'-0" O.C. MAX MAX LW FACTORY I -BEAT Q _6„ 00 z 0 '-0 6'-0" TYP. WMAX 6'-0" MAX rn Q rill FACTORY I -BEAM F.T.'-O"O.C. r_0 MAX MAX 1'-0 j., L6'-O" TYP. 1 rl 6 -0" MAX A 2'-0'I F-1 MAXI I MAX '-104" V -V THE FOUNDATION IS DESIGNED TO RESIST FLOTATION OOLLAPSE AND LATERAL MOVEMENT DUE TO THE EFFECTS OF WIND AND WATER LOADS AND ALL OTHER LOADS DURING THE BASE FLOOD STRUCTURAL LOAD LIMITATIONS: 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. CODE EDITION:2014 FLORIDA BUILDING CODE (5(h EDITION) BASCE 7�10 1. ULTIMATE DESIGN WIND SPEED: FLOOD ZONE NOTE: 170 mph WIND SPEED 2. NOMINAL DESIGN WIND SPEED: HOME IS TO BE PLACED IN A FLOOD ZONE, THIS PLAN WILL REQUIRE 13 HYDROSTATIC VENTS. 132 mph WIND SPEED (BASED UPON EACH VENT PROVIDING 65 SQ. INCHES OF FREE FLOW SPACE). ACTUAL VENT 3. WIND EXPOSURE CATEGORY: "D' FLOOD ZONE INFORMATION LOCATIONS ARE DICTATED BY SITE CONDITIONS AND WILL BE LOCATED ONSITE BY CONTRACTOR. 4. IMPORTANCEFACTOR: 1.0 THE BOTTOM OF EACH OPENING IS TO BE LOCATED NO HIGHER THAN 1 FOOT ABOVE THE GRADE 5. INTERNAL PRESSURES: - FEMA MAP INDICATES THAT THIS LOT IS IN A FLOOD ZONE THAT IS IMMEDIATELY UNDER EACH ENII +25.0 -28A INTERIOR AE WITH BASE FLOOD ELEVATION AT T NAVD 88. L,t+25.9 -31.6 END a 5; 1SE' � 6. DESGNROOF LIVE LOAD: -LOT SITE GROUND(ESTABLISHED)ELEVATIONIS4.2'.20 PSF ��1�a� 9L 7. DESIGN FLOOR LIVE LOAD: -MINIMUM ELEVATION AT TOP OF ]-BEAM TO BE_ 7.0' r!` ��P�� 'v,•?''<� (?��v 40 PSFa'� bA'z"9��keJ��is� 8. MIN. ASSUMED SOIL BEARING CAPACITY: 1500 PSF 9. OCCUPANCY CLASSIFICATION: R3 10. CONSTRUCTION TYPE: VB COLUMN LOADS 11. THIS BUILDING IS NOT DESIGNED FOR PLACEMENT IN A HIGH E FOC. 12.L TTHHI BUITY IILDING S RRICANENOT DESIGNED ZONE AS NED BY TO BE SUBMERGED OR 1Q = 2135 LBS. SUBJECTED TO WAVE ACTION WHEN LOCATED IN A FLOOD PRONE OR ZONE AREA. THE BOTTOM OF THE STRUCTURAL O = 2135 LBS. (•BEAM MUST BE LOCATED ABOVE THE BUILDING SITE FLOOD PLANE LEVEL FOR pTHISpBRUIILDIN fG{TO BE LOCATED IN A FLOOD SITENMEIUST BE ABOVE THE FLOOD PLANEOW HE BUILDING 3O = 1075 LBS. FLOTATION NOTES: ®= 1075 LBS. 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 DOUBLE BLOCKED. 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 B' X 8" X 16" CONCRETE MASONRY UNITS CONFORMING TO ASTM C90, 9. INSTALL BLOCK PIER ON EACH SIDE OF ALL EXTERIOR DOOR OPENINGS. 10. (-BEAM SUPPORT PIERS MAY BE INSTALLED LATERALLY (90 DEGREES FROM THE ORIENTATION SHOWN ON THE FOUNDATION PLAN). MUST BE LOCATED DIRECTLY BELOW THE [-BEAM CENTERLINE. 11. ALL MASONRY PIERS MAY BE INSTALLED IN A DRY STACK SUBJECT TO LOCAL JURISDICTION 8"X16' CMU E DRY STACKED (PER PLAN) �a EXISTING o CONCRETE SLAB I I (GOOD CONDITIONJ\M,4- G S T N „ _ " F-I MATELINE S-4'-O' O.C. ME OUTRIGGER FLOOR JOISTS FRAME T. 2X8 WOOD SHIM Z . 4' THICK SOLID BLOCK CAP a 8"X16" CMU BLOCKS 0 DRY STACKED PIER SINGLE -STACKED N M ANCHOR INSTALLATION EXISTING CONCRETE INSTALLATION 4'-0' GROUND ANCHORS WITH A 5/8" SHAFT AND A 6" SINGLE DISC OR EQUIV. . ��2014 SED, PLANS MUST BE CHANGED TO FBC PER ST. LUCIE COUNTY. CONCEALED FASTENERS OR ATTACHMENTS + ARE THE RESPONSIBILITY OF THE r.T fI �- TRACTOR OF RECORD CON SYMBOLS F.T. -FRAME TIE -DOWN FASTENED TO 0 G.A. GROUND ANCHOR. ANCHOR ANCHOR STRAP FASTENED TO GROUND OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, MINUTE MAN ANCHORS, OR EQUIVALENT LONGITUDINAL & LATERAL BRACING SYSTEM -OLIVER TECHNOLOGIES, TIEDOWN ENGINEERING, ® MINUTE MAN ANCHORS OR EQUIVALENT LATERAL BRACING SYSTEM ONLY GROUND ANCHOR INgSTTAALL�L7ATIIO�NENEp �PR�M�7�R w M NW04DSJRREWSWS ORI g t CREW T%j LES FILLED, EVENLY SPEEACCEED. 2X8 . MIN. PERIMETER RAIL ALL TIE -DOWN STRAPS ETC. SHALL BE TYPE 1 FINISH B. GRADE 1, SfEEL STRAPPING 109.000 MINIMUM YIELD STRENTH..035- MINIMUM THICKNESS (PLUS OR MINUS .002 IN. - O.O5MM) FINISH 8 (--�7HMOTy-TDDIIPpPgE�D GALVANIZED ZINC OUNCES PER SgUARjNiE F�T PER9S�R ACE 4750 12 TO S 5 (INCHES BLMAE NU A GRPHA' N WEEVERY AND ASTM SPEC. D3953-91, 1 1/4' WIDTH. GROUND ANCHORS SHOULD BE CERTIFIED BY A PROFESSIONAL ARCHITECT, �GTN� AND ITORY�. LTpHE MINIMUM�EqC SUTLMEM�AATTpE� a• �i29 ii3s"C"'�1aio°1 s1��Ut�BE EMBEDUDED�4.-A�SPAdNG AT LEAST 12 ABOVE THE WATER TABLE. 8"X16* CMU DRY STACKEDLPIERSIX Isv�-p y` ST. LUCIE G'®UNTY BUILDING DIVISION REVIEWED FOR COM CE T ':IMVIEWED BY DATE PLANS AND PE T MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MAI Senyb Engineering Services 318. S. Scenic Hwy, Ste. 100 THESE STANDARDS AND PLANS MEET THE 2014 FAC. (5th Edition) -RESIDENTIAL DRAWING INFORMATION CUSTOMER: FETHERLIN ADDRESS: 1053 NETTLES BLVD, JENSEN BCH, FL 34957 DESIGNED FOR20 PSF ROOF LIVE LOAD NAM1� Lake Wales, WET =ULTIMATE DESIGN VNND SPEED = Model #UNKNOWN AND 1600 PSF SOIL Phone: 8658 -5980 170 MPH (RISK CATERGORY II BUILDIN"DAT VABLE 16INALDESIGNVJINDSPEED= 732MPH (CATERGORYIIBUILDING) 1609.3.1) ,4CENTRAL/SiIE HOMES M•e-�• JACOBSEN HOMESNKNO X391-0'/40'-0" FOUNDATION PLAN AND DETAILS BEARING CAPACITY DATE: -865-5984 Fax: 1-866-865-2044 (TABLE l�1 �06.02-2015 PROVIDED BY F318 D G.NI WOOD P.E..100 7 LEONARD G, WOOD ( OKEECHOBEE) 318 S. SCENIC HWY, STE.100 S' S LAKE WALES, sr REGISTERED SSIONAL ; E1VyP. *rb7 :TINE@) fNG :EF VLrE SEWS ENGINEERING SERVICES SCALE © � B g-5983 OFFICE: 803589-5980 ENGINEER # 47377 ER#47 :we"y"e„1„2""aD"+cuc">nr,os ' NOT PRINTED TO SCALE Lake Wales, Florida 33853 SHEET 1 OF 3 ,MASONRY UNITS ,•.i ,:�; (DRY-STACKED) ' � •• PIER "B" " F-1 - `•. r i m HANDRAIL GRIP SIZE FR_I !HONCIRCULAR CIRCULAR [R311.5.6.3Type 1] Felimeier, 4!- 61 RECESSED [R311,5.6.3 Type 111 Perimeter, z6q" *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 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. : MAXIMUM RISER HEIGHT SHALL BE 7-3/4 INCHES. THE RISER tLL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE IACENT 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 kSURED 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 \LLEST BY MORE THAN 3/8 INCH. .T. 5/4" 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. CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL BE NO GREATER A NOSING NOT LESS THAN 3/4 INCH BUT NOT MORE THAN 1-14 INCHES DED_ON STAIRWAYS WITH_ SOLID RISERS. A NOSING IS NOT REQUIRttDD WHERE 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 &TTOM W/ MIN. (1)#8 WOODTSCREW ORB QUIV. uu 1` '1 F t �• CONCRETE OPTION: IF STEPS ARE INSTALLED ON EXISTING CONCRETE, THE GROUND ANCHORS, TIEDOWN 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 2014 FBC PER ST. L�UCIE 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 These plans and specifications comply with Section 1609 of the 2014 FBC (5th Edition) -Residential V ULT =ULTIMATE DESIGN WIND SPEED = 170 MPH (RISK CATERGORY II BUILDING) VASD =NOMINAL DESIGN WIND SPEED = 132 MPH (CA GORY II BUILDING) (T 1609.3.1) 3e/nd gusts IF Leonard G. "Geoft" Wood P.E.#47377 318 S. Scenic Hwy, Ste. 100 Lake Wales, FL 33853 Office: 863-589-5980 Fax:1-866-865-2044 dad �ul o DINC � a � I LU �. N a � •pO � F U m N LL O �S J 9 C Q HitVA ;r LL Fir- 4o5 W jib jay O U LO Q 0 J J J LL b 0 S m2 �Q N L.Cil�w L9 L 2 J v4 W m of ��� Eo zl-: J ZW Z DU �FOW ni Lu Lu mm c) 6 v v 3 c > 2 121 a` U Drawing Number: S1 STEP CONSTRUCTION Senyb Engineering Services 318 S. Scenic Hwy, Ste 100 Lake Wales, FL 33853 © COPYRIGHT 2014 L