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HomeMy WebLinkAboutENGINEERINGACTORY I -BEAM T. 2 X8 WOOD CAP '• "'. 4" THICK SOLID CAP BLOCK --- R"Xfj Xxw" CONCRETE ASONR - �_ 4, � (DRY -STACKED) ' N • A PIER "A" EXISTING CONCRETE NOTE: PIER TYPE `A" VAS A SLAB (GOOD CONDITION) MAXIMUM HEIGHT OF 34 FROM SLAB TO TOP OF P.T. 2 X 8 P.T. 2 X8 WOOD CAP 8"X8"Xi6" CONCRETE ASONRY UNITS �•y� (DRY -STACKED) a PIE "B" GRADE EXISTING CONCRETE SLAB (GOOD CONDITION) NOTE PIER TYPE 'B' VAS A MAXIMUM HEIGHT OF 54 FROM SLAB TO TOP OF P.T. 2 X B STRUCTURAL LOAD LIMITATIONS: CODE EDITION: 2017 FLORIDA BUILDING CODE (STH EDITION) & ASCE 7-10 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 S. DESIGN FLOOR LIVE LOAD: 40 PSF 7. MIN. ASSUMED SOIL BEARING CAPACITY: 1600 PSF S. OCCUPANCY CLASSIFICATION: R3 9. CONSTRUCTION TYPE: VB 10. THIS BUILDING IS NOT DESIGNED FOR PLACEMENT IN A HIGH VELOCITY HURRICANEZONE AS DEFINED BYTHE FBC. FOUNDATION NOTES: THE FOUNDATION IS DESIGNED-TO-MEET-THEREQLII' AND ALL OTHER LOADS DURING THE BASE FLOOD. IN 0 n z 00 I O U `- Li In a 00 I O 0 w An "-0" 4'-0" 0. MAXI MAX WI t'-0" V-101 TYP MAXr6'-8"I MAX S OF THE FEMAB5 CODE IN WHICH THE FOUNDATION MUST RESIST FLOTATION, COLLAPSE, AND LATERAL MOVEMENT DUE TO THE EFFECTS OF WIND AND WATER LOADS, N­,THE FOUNDATION IS DESIGNED TO PROVIDE RESISTANCE TO UPLIFT AND OVERTURNING OF THE HOME DUE TO FLOOD AND WIND FORCES AT THE BASE FLOOD.tz CE •,NSCOLUMNLOADSo. 5619600Lwj FACTORY I -BEAM = 3080 LBS.L v2O = 3080 LBS. TATE :OF - 6'-8" MAX 2' 0' C�• OR ��• A NAt . - - - I--,23'-0" I ,.�1�,9 � tl VS _— ----- - _ - %-U:j ini \zwli I Iril A ini I r---- — ----� ini FACTORY --- 1-13EAM ILUU ---- ---- Lul T —�:A. MAX oo t co]� Lu zt- — r'-pry Z W ` c N OLUJ FACTORY 1-BEAM MAXL I TYP. L.--, 6SPACINGX o =0 s=LV-10" 8 MAX- 1-0 2'_0" " MATELINE) FLOOD ZONE INFORMATION m I 5 —10" TYP. MAX } MAP INDICATES THAT THIS LOT ISINAFLOOD ZONE �F- 0 f a MAX 6'-B" MAX -FEMA Z In 2FA AE WITH BASE FLOOD ELEVATION AT 8' NAVD 88. Q Q I LOT SITE GROUND (ESTABLISHED) ELEVATION IS 4.1: � Co0 O -BEAM �00 -MINIMUM FINISHED FLOOR ELEVATION TO BE 7.0' c) W p z z 0o �� W W In O F.T. F. F.T. F.T. f.. F.7. F.7. F.TT. F.T. F.T.%F-1 G.A. G.A. G.A. G.A. G.d. G.A. G.A. 0: G.A. G.A. J , , �, W Z W'-0 �4'-0" I- LU LUQgMAX O.C. C In a p o MAX F_) 39'-0" SYMBOLS GROUND ANCHOR INSTALLATION V10 WOOD SCREWSU MIN. 1 PENETROATIONIMETER RAIL MIN. 14 SCREWS OR SOX SCREW HOLES FILLED, EVENLY SPACED. BRACKET MAYBE OMITTED ONSITE IF Tf IS INSTALLED BY THE MANUFACTURER 2XS . MIN. PERIMETER RAIL {' ALL TIE -DOWN STRAPS. ETC., SHALL BE TYPE 1 FINISH B. GRADE 1. STEEL STRAPPING 109.000 MINIMUM YIELD STRENGTH, .035MINIMUM THICKNESS (PLUS OR MINUS .002 IN. - 0.05MM) FINISH B - HOT -DIPPED GALVANIZED ZINC COATING (ASTM STANDARD 123-89A • .6 OUNCES PER SQUARE FOOT PER SURFACE, 4750 POUNDS MINIMUM BREAK STRENGTH, MARKED EVERY 12 TO 15 INCHES (MANUFA TURER' NAME AND ASTM SPEC. Ds3953-91�, 1 1%4" WIDTH. GROUND ANCHORS SHOULD BE 1. BLOCKING SPACING BASED ON20PSF LIVE LOAD ON ROOF AND 1500 PSF SOIL BEARING CAPACITY. CERTIFIED BY A, PROFESSIONAL ARCHITECT 2. CONCRETE BLOCKS ARE ONLY RATED AT 8000 POUNDS, 8000 POUND PIERS OR HIGHER MUST BE 4'-0" O.C. ENGINEER AND/OR NATIONALLY RECOGNIZED DOUBLE BLOCKED. TESTING LABO TOR THE MINIMUM ULTIMATE MAX SPACING LOAD CAPACITY SHO LD BE AT LEAST EQUAL TO 3. STABILIZER SYSTEM PER OLIVER TECHNOLOGIES, INC., OR EQUIVALENT AND ALL SIDEWALL ANCHORS ARE 4725 LBS. 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 ASS AND BEARING AT ALL CONTACT POINTS SHALL NOT BE LESS THAN 213 OF THE BEARING PRIOR TO ADDING THE SHIMS. S. 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 W X 18• CONCRETE MASONRY UNITS CONFORMING TO ASTM COO. OOR OPENINGS. 10. I -BEAM SUPPORT PINSTALL BLOCK IERS MAY BE INSTALLED RALLDE OF ALL EXTERIORY (go DDEGRE S 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 IF 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'-W O.C. 8"X16` CMU BLOCKS RAME OUTRIGGER DRY STACKED PIER (PER PLAN) FLOORJOISTS FRAME 8"X16" CMU BLOCKS T. 2X8 WOOD SHIM Q DRY STACKED PIER x¢ Z EXISTING co in 4" THICK SOLID BLOCK CAP a0 ip CONCRETE SLAB I _I B"X16` CMU BLOCKS iy (GOOD CONDITION)�N'a DRY STACKED PIER I I N:L4 ��L SINGLE -STACKED ANCHOR INSTALLATION I —III —III —III— E)GTN - CONCRETE INSTALLATION ATION 4'-0' GROUND ANCHORS WITH A 5/8" SHAFT AND A 6" SINGLE DISC OR EQUIV. OPTIONAL FDOWN-ANCHOR HEAD AND TENSION BOLT SEC "E—E" ANCHOR HEAD WITH MIN. 5/8- X 3` WEDGE ANCHOR OR EQUAL p_1 MINIMUM 4' EDGE DISTANCE Sonyb En Ineedn SerAws g g 318 S. SW Hwy, 3853 THESE STANDARDS AND PLANS MEET THE 2017 F.B.C. - RESIDENTIAL T6th EdMom DRAWING INFORMATION CUSTOMER: SNYDER ADDRESS: 614 NETTLES BLVD., JENSEN BEACH, FL 34957 DESIGNEDFOR20 PSF ROOF LIVE LOAD le �� W��' FL Q(jjoe: 883.589.5g80 V— =ULTIMATE DESIGN WIND SPEED = 170 MPH (RISK CATERGORY II BUILDING) CENTRAL NAME MODEL # UKNOWN- 20'-0° X 39'-0" (HUD) AND 15MPSF SOIL Fax; V- =NOMINAL DESIGN WIND SPEED = 132 MPH (RISK CATERGORY II BUILDING) (TABLE 1609.3.1) HOMES M.BJ. FOUNDATION PLAN AND DETAILS BEARING CAPACITY DATE: www.wnybongineadrig.com Website: www.senybengineedng.com Email: info®Senybenginee4ng.o0m MARK V.��P.E.#66198 PROVIDED BY F-1 318 S. SCENIC HWY, STE 100 �IE 07-20-2018 SENYBENGINEERING SERVICES SCAM: NOT PRINTED TO SCALE © COPYRIGHT 2017 LAKE WALES, Fl• 33853 OFFICE: 863589.5W SENVB ENG(NEERING SERVICES An Englarering and uesign Company LAKE WALES, FLORIDA 33853 SHEET 1 OF 1 a 0 u uj U. HANDRAIL GRIP SIZE PtlriRtister_4"-6 " Per�mleLea.?64 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 _ —_ S - Fl3ROVIDED=ON--STAtRWA-YS-WITH-SOLID-RFSERStA=NOSING4S-NOT_REQUIRED.WERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. *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. zz -- - --- a-m-m- W EXISTING STRUCTURE HN W W " o Ca CLE j5 CC)IIS� EACH P.T. POST FASTENED TO PERIMETER/2 X 6 P.T. LUMBER (SP#1 OR SP#2) 1 2L JOIST USING (3) 1/4 X 4-1/2 SIMPSON'S SDS -0' MAX 16" O.C. SPACING, FASTEN USING 9 WOOD SCREWS OR EQUIVALENT. 16D NAILS OR EQUAL N FASTEN P.T. 5/4 DECKING TO P.T. 2X6 JOISTS WITH MIN. 2-3" SCREWS PER CONNECTION ■r U z zLL a� rr y 9 6'-0" AX ------ I�'T. 5/4" X 6 BOARD RAIL CAP 2 OPENINGS SHALL NOT ALLOW THE GUARDS MAYBE WOOD, ALUMINUM, VINYL, OR EQUIVALENT. THE PASSAGE OF A 4" DIAMETER SPHERE 2 X 4 TOP & BOTTOM ATTACHED TO r , TO POSTS WITH (2)#8 WOOD SCREWS ON INSIDE FACE. O 2 X 2 BALUSTER OPENINGS FOR REQUIRED GUARDS ON THE W FTI z MIN. (3) SIMPSON'S SDS 1/4" X 4-1/2" SIDE OF STAIR TREADS SHALL NOT ALLOW A SPHERE 4-3/8" TO PASS THROUGH. �I•� WOOD SCREWS FOR RIM JOIST TO POST CONNECTION, (5) 16d NAILS OR EQUIVALENT P.T. STEP LANDING FLOOR FASTENE . . �, ATTACH BALUSTERS TO TOP & BOTTOM ? W/ MIN. (1)#8 WOOD SCREW OR EQUIV. • TO HOST FLOOR MEMBERS USING SIMPON'S S GUARDS SHALL BE LOCATED ALONG OPEN -SIDED 1/4" X 3-1/2" SDS WOOD SCREWS OR ¢ M WALKING SURFACES, INCLUDING STAIRS, RAMPS AND EQUIV. AT 12" O.C. STAGGERED SCREW PATTERN P.T. 2X6 NCHESGME SU ED, THATRVERTICALLYY TOLOCADRTHAN 30 THE FLOOR OR o GRADE BELOW AT ANY POINT WITHIN 36 INCHES HORIZONTALLY TO THE EDGE OF THE OPEN SIDE. 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 (3) 2 X 12 P.T. STAIR STRINGERS W/ TIE DOWN STRAP STRAP TO WRAP AROUND P.T. 2 X 6 TIGHTLY (DO NOT OVER TENSION STRAPS) (EACH SIDES OF LANDING) STAIR AND LANDING ILLUMINATION REQUIRED (1) 2 X 6 P.T. ATTACHED TO POSTS USING (5) 16D NAILS OR EQUIVALENT AT EACH 3'-0" LANDING HEIGHT = 5 STEPS (MIN.) 2X6 TO POST CONNECTION. 114'-0" LANDING HEIGHT = 7 STEPS (MIN.) 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 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. < < , i 11 1 r, , P,7-23-2016 NCENT �� ......... 'o E NS;.��� 0. 5619`6 TATE OF ' S ONAL E. 1.11,4111,1%. These plans and specifications com Iyy yyvvlth Section 1609 of t e 2017�BC Resldentlal (6th Edit on) V ULT =ULTIMATE DESIGN WIND SPEED =170 MPH VASD =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 r- Ln v M w >� U)aw� o L:O�m a, 0) x OJZW R =1 g vz Draw ng Number. S1 EP CONSTRUCTION nyb Engineering Services 8 S. Scenic Hwy, Ste 100 Lake Wales, FL 33853 © COPYRIGHT 2017 J