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HomeMy WebLinkAboutBUILDING PLANS-1RY I -BEAM 2 X8 WOOD CAP WXS"X16' CONCRETE ASONRY UNITS -(ORY=STACK A PIER "A" , MAX L- - O .03 1 Z ,0 5'-6" TYP iV F 6'-0" MAX I_----, _L_ ,_L-- � JAB biz? -6" TYP._L___4 -4" MAX 2'-0- MAX FACTORY I -BEAM COLUMN LOADS 1O = 1475 LBS. �NCENT No. 56196 = S -TA-TEOF- : J, 1 1. 1 V V-08.2U I I _EXIS�AYTE�PIE4�YP `7i-'ETAS 1F - STORY I -BEAM S. (� lllcQG �q®��i SLABLOB TO TOP OF P T32 X 80M - t2'-6 te'-s' FA P.T. 2 XB WOOD CAPrrfl rmi rrn LN B--- - - - - FACTORY I -BEAM Q� RECE.1v �� �Jl ML a 6CIN I SPAMAXGJ 5'-4I" TYP. �\ Q o Z (MATELINE) 6'- MAX 2 p• AUGa ' 8"XWX16" CONCRETE C1 A •+ ASONRY UNITS N F '-0' 5'-4" TYP. F-t �" MAXI ;t • (DRY -STACKED) w MAX 6'-4" MAX ... �'•a• d3 PIER "B" N I ST. LucCle ri li A-_ ]n �1,n I'm rfn rM JA !; ; ..4.• FACTORY I -BEAM GRADE M �:�: �: ' C31 ' ' o C ����� t?, �c1�Jar EXISTING CONCRETE aP Q SLAB (GOOD CONDITION) �-p4' 0" O.C. 14'-0" SGD 20'-0' SGD l2'-0" �Q NOTE PIER TYPE "B' AX (END) (START) MAX SAS A MAX MAXIMUM HEIGHT OF 54 FROM 3 S" DBL SLAB TO TOP OF P.T. 2 X 8 WIN W (START) 8'-9' DBL 23'-0- DBL WINDOW STAR te WINDOW (END) 28-6' DBL. WINDOW (END) STRUCTURAL LOAD LIMITATIONS: 31'-0" PORCH CODE EDITION: 2017 FLORIDA BUILDING CODE (6TH EDITION) & ASCE 7-10 „ SYMBOLS .� 1. ULTIMATE DESIGN WIND SPEED: 170 mph WIND SPEED 2. NOMINAL DESIGN WIND SPEED: p F'T' -FRAME TIE -DOWN FASTENED TO GROUND ANCHOR 132 mph WIND SPEED _ 0 G.A. 3. WIND EXPOSURE CATEGORY: "D" I -COLUMN ANCHOR STRAP FASTENED TO GROUND ANCHOR 4. IMPORTANCE FACTOR: 1.0 6. DESIGN ROOF LIVE LOAD: GROUND ANCHOR INSTALLATION GITUDINAL ANCHOR STRAP LOCATIONS j .20 PSF 010811 ACKET OR EQUAL FASJENED TO PERIMETER RAIL 6. DESIGN FLOOR LIVE LOAD: WOOD SCREWS MIN. 1 PENETRATION' MIN. 14 SCREWS OR 507 SCREW HOLES' 40 PSF FILLED, EVENLY SPACED. 7. MIN. ASSUMED SOIL BEARING CAPACITY: 1500 PSF ' B. OCCUPANCY CLASSIFICATION: R3 BRACKET MAYBE OMITTED ONSITE IF R IS INSTALLED BY THE MANUFACTURER 9. CONSTRUCTION TYPE: VB 2X8 . MIN. PERIMETER RAIL 10. THIS BUILDING IS NOT DESIGNED FOR PLACEMENT IN A HIGH VELOCITY HURRICANE ZONE AS DEFINED BY THE FBC. ALL TIE -DOWN STRAPS, ETC., SHALL BE TYPE 1 FINISH B, GRADE 1. STEEL STRAPPING 109,000 MINIMUM YIELD STRENGTH..035" MNIMUM THICKNESS (PLUS OR MINUS .002 IN. - 'O.05MM) IDEWALL MATELINE WALL FINISH B - HOT -DIPPED GALVANIZED ZINC TIEDOWNS-4'-O" O.C. COATING ESTM STANDARD 123=89A • .6 OUNCES �ER SQUARE FOOT PER SURFACE 4750 POUNDS MINIMUM BREAK StRENGTH. MARKb EVERY 8"X16' CMU BLOCKS RAME OUTRIGGER 12 TO 15 INCHES (MANUFACTURER'$ NAME DRY STACKED PIER AND ASTM SPEC. 03953-91 ,;1 '1//4" WIDTH. FOUNDATION NOTES: (PER PLAN) FLOOR JOISTS GROUND ANCHORS SHOULD BE 1. BLOCKING SPACING BASED ON 2OPSF LIVE LOAD ON ROOF AND 1500 PSF SOIL BEARING CAPACITY. CERTIFIED BY A PROFESSIONAL ARCHITECT. FRAME ENGINEER AND//OR NATIONALLY RECOGNIZED 8'X16" CMU BLOCKS 2. CONCRETE BLOCKS ARE ONLY RATED AT 8000 POUNDS, 8000 POUND PIERS OR HIGHER MUST BE 44--o" O.C. TESTING LA8012ATORY. THE MINIMUM ULTIMATE DRY STACKED PIER X DOUBLE BLOCKED. MAX SPACING LOAD CAPACITY SHOULD BE ATE LEAST EQUAL TO T. 2X8 WOOD SHIM Z 3. STABILIZER SYSTEM PER OLIVER TECHNOLOGIES, INC., OR EQUIVALENT AND ALL SIDEWALL ANCHORS ARE 4725 LBS. ;I SPACED PER PLAN. FOUR FOOT GROUND ANCHOR MAY BE USED. EXISTING `C410 4' THICK SOLID BLOCK CAP _ 4. THE MODEL 1101 'V"(LONGITUDINAL & LATERAL PROTECTION) ELIMINATES THE NEED FOR MOST STABILIZER PLATES I CONCRETE SLAB I - I B"X16" CMU BLOCKS m a AND FRAME TIES. EACH SYSTEM IS REQUIRED TO HAVE A FRAME TIE AND STABILIZER ATTACHED AT EACH LATERAL ARM I' (GOOD CONDITION) iv a DRY STACKED PIER .I I N I p STABILIZING LOCATION. THIS FRAME TIE AND STABILIZER PLATE MUST BE LOCATED WITHIN 18' FROM CENTER OF GROUND PAN. SINGLE -STACKED iv J 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 _ -I - - _ _ _ _ _ IT POINTS SHALL NOT BE LESS THAN 2(3 OF THE BEARING PRIOR TO ADDING THE SHIMS. -1 I I=� I I -III- I -III III=III=III=I I-� 1 I; ,III -I I -I I -III -I 11= 6. ALL TIE DOWN ANCHORS SHALL HAVE A MINIMUM 4,725 LB. ULTIMATE CAPACITY AND SHALL BE INSTALLED PER THE MANUFACTURER'S SPECIFICATIONS. ' I -III ' ' ' ANCHOR INSTALLATION III-� I -III -III- 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. EXISTING CONCRETE INSTALLATION 8. ALL PIERS SHALL BE CONSTRUCTED OF 8" X B" X 116" CONCRETE MASONRY UNITS CONFORMING TO ASTM C90. 4'-O" GROUND ANCHORS WITH A 5/8" SHAFT AND A 9. INSTALL BLOCK PIER ON EACH SIDE OF ALL EXTERIOR DOOR OPENINGS. c SECTION "E-E" S. SINGLE DISC OR EQUIV. 10. I -BEAM SUPPORT PIERS MAY BE INSTALLED LATERALLY (90 DEGREES FROM THE ORIENTATION SHOWN ON THE FOUNDATION PLAN). MUST BE F-t OPTIONAL TIEDOWN-ANCHOR HEAD AND TENSION BOLT LOCATED DIRECTLY BELOW THE I -BEAM CENTERLINE, ANCHOR HEAD WITH MIN. 5/8" X 3-1/2- WEDGE ANCHOR OR EQUAL 11. ALL MASONRY PIERS MAY BE INSTALLED IN A DRY STACK SUBJECT TO LOCAL JURISDICTION MINIMUM 4" EDGE DISTANCE SenybEn Engineering Services I DRAWING INFORMATION CUSTOMER: GEORGE FURMAN DESIGNED FOR20 9 9 THESE STANDARDS AND PLANS MEET 318S.Scenic HWy,Ste. 100 THE 2017F.B.C.- RESIDENTIAL (6THEDITION) ADDRESS: 5270 BEACH BLANKETCIR., FT. PIERCE, FL34949 PSF ROOF LIVE LOAD Lake wales, FL 33853 CENTRAL NAME: MODEL # UKNOWN- 24'-0" X 37'-0" -MODULAR AND 1500 PSF SOIL Office: 863-589-5980 VVLT =ULTIMATE DESIGN WIND SPEED = 170 MPH (RISK CATERGORY II BUILDING) I . M.B..1. FOUNDATION PLAN AND DETAILS BEARING CAPACITY Fax: 1-866-8enginea V� =NOMINAL DESIGN WIND SPEED= 132 MPH (RISKCATERGORY II BUILDING) HOMES � E � DATE: PROVIDED BY (TABLE 16. RTC) + � 06-0e 2018 C_ 1 Website: wwwsenybengineering.com l`V'1 r I Email: Info(d�senytlengineering.com 3168 S RN C HWY, STE. 1196 SENYB ENGINEERING SERVICES 318 3. SCENIC HWY, S1E.10D 3CA�: LAKE WALES, FL 33853 SENYB @l Gt <EERtNc 6ttiytr_� SHEET 1 OF 1 © COFYRI� 2017 OFFICE: 663569.5980 Aa Engineering and Design Company NOT PRINTED TO SCALE LAKE WALES, FLORIDA 33853 HANDRAIL GRIP SIZE 14v' 2" max, In.' �T • E •NONCIRCULAR CIRCULAR REC"at ROdir10l0i; d" • 6�" Perimeter: s16+, *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. *HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT, FROM A POINT DIRECTLY ABOVE THE TOP RISER OF THE FLIGHT TO A POINT DIRECTLY ABOVE THE LOWEST RISER OF THE FLIGHT. HANDRAIL ENDS SHALL BE RETURNED OR SHALL TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS ADJACENT TO A WALL SHALL HAVE A SPACE OF NOT LESS THAN 1-1/2 INCHES BETWEEN THE WALL AND THE HANDRAILS. THEE MAYBE WOOD, ALUMINUM, VINYL, OR EQUIVALENT. 2 X 2 BALUSTER -/I, MIN. (3) SIMPSON'S SDS 1/4" X 4-1/2- WOOD SCREWS FOR RIM JOIST TO POST M CONNECTION, (5) 16d NAILS OR EQUIVALENT THE MAXIMUM RISER HEIGHT SHALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE ADJACENT TREADS. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED 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 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 SOLID RISERS. A NOSING IS NOT REQUIRED WHERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. _4'—O" TYP. 8'-0" MAX P.T. STEP LANDING FLOOR FASTENE SI , 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 P.T. 2X6 0 I n� 2X6 P.T. LANDING CONSTRUCTION 16" O.C. FLOOR JOISTS USING (5) 16d NAILS OR 30" GROUND ANCHOR - EQUIVALENT AT EACH JOIST TO RIM JOIST W/ TIE DOWN STRAP CONNECTION. STRAP TO WRAP AROUND P.T. 2 X 6 TIGHTLY (DO NOT OVER TENSION STRAPS) (EACH SIDES OF LANDING) NOTE: CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. EXISTING STRUCTURE � 0 P.T. DBL, 2 X 6 FACEPLATE TO P.T. J + 1-10"(TYP.) POST CONNECTION 6'-0" (MAX USING (2) 1/2 " X 10- THRU BOLT 4'-0" MAX WITH WASHER, NUT OR (3) X 4-1/2" SIMPSON'S SDS WOODD SCREWS FASTEN P.T. 5/4 DECKING TO P.T. 2X6 JOISTS WITH S MIN. 2-3" SCREWS PER CONNECTION P.T. 5/4" X 6 BOARD RAIL CAP OPENINGS SHALL NOT ALLOW THE PASSAGE OF A 4" DIAMETER SPHERE 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 OR EQUOM (3) 2 X 12 P.T. STAIR STRINGERS (1) 2 X 6 P.T. ATTACHED TO POSTS USING (5) 16d NAILS OR EQUIVALENT AT EACH 2X6 TO POST CONNECTION. ALL STAIR COMPONENTS TO BE PRESSURE TREATED LUMBER ALL FASTENERS IN CONTACT WITH P.T. LUMBER TO BE HOT DIP GALVANIZED OR STAINLESS STEEL GUARDS SHALL BE LOCATED ALONG OPEN —SIDED WALKING SURFACES, INCLUDING STAIRS, RAMPS AND LANDINGS, THAT ARE LOCATED MORE THAN 30 INCHES MEASURED VERTICALLY TO THE FLOOR OR GRADE BELOW AT ANY POINT WITHIN 24 INCHES HORIZONTALLY TO THE EDGE OF THE OPEN SIDE. INSECT SCREENING SHALL NOT BE CONSIDERED AS A GUARD. 2 X 6 P.T. LUMBER (SP#1 OR SP#2) 16" O.C. SPACING, FASTEN USING 16D NAILS OR EQUAL P.T. POST TO EXISTING CONC, SLAB CONNECTION USING SIMPSON'S ABW44Z OR EQUAL =STAIRAND LANDING ILLUMINA=REQUIRED 3'-0" LANDING HEIGHT = 5 STEPS (MIN.) 4'-0" LANDING HEIGHT = 7 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. �Illlrr<<Q6-08-2018 ♦''�NCENT E NSF � = No. 56196 = TATE 0'F .c� ;• 1 % C Q P: F ' OR \ � ♦ L C.\, These plans and specifications cornIVV with Section 1609 of the 2017 FBGResidential (6th Edition) 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: 863-539-5980 Fax:1-866-865-2044 W O x Z Y v m Q Z v � g �1 Z) LL qq x rb'o � O UU w d 2 O O J CcW m W Er Drawing Number..�umbe STEP CONSTRUCTION Senyb Engineering Services 318 S. Scenic HWy, Ste 100 Lake Wales, FL 33853 © COPYRIGHT 2015 IlIt