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HomeMy WebLinkAboutEngineered Doc-revisedGSPublisherVersion 0.0.100.100 ............................. .. .. .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F F LOO E RTI DAT AS R T E C G EISTITHERCER D A AR97108 A-1 Layout 4/20/20 ID DA T E CO M M E N T FL De s i g n Bu i l d In s p e c t Co n s t r u c t i o n + Ar c h i t e c t u r e + Ho m e In s p e c t i o n CR C 13 3 1 2 6 3 | AA 26 0 0 3 1 4 2 | HI 10 7 7 6 77 2 .32 1 .45 0 0 fr a n k .li e b l e r @ gm a i l .co m ww w .FL D e s i g n B u l i d I n s p e c t .co m © AL L ID E A S , DE S I G N S , PL A N S AN D AR R A N G E M E N T S IN D I C A T E D ON TH I S SH E E T AR E TH E PR O P E R T Y OF FL DE S I G N BU I L D IN S P E C T , AN D WE R E CR E A T E D , EV O L V E D AN D DE V E L O P E D FO R TH I S SP E C I F I C PR O J E C T . NE W PR I V A C Y WA L L 91 Qu e e n s Rd , Fo r t Pi e r c e , FL 34 9 4 9 S H E E T A-1 Layout ID ACTUAL  PRESSURES W H B.O.  LINTEL  LINTEL TYPE RENO STATUS W1 +35.7,‐38.7 10‐0 3‐9 6‐8 EXTG H.SLIDER NEW OPENING WINDOW/ LINTEL SCHEDULE SEE GEN NOTE 26 12 ' - 3 " NEW EXTERIOR INFILL WALL PER ELEVATION DETAIL, 8"x16"x8" CMU (2) NEW GFI W/ WEATHERPROOF BOX, 1/2" PVC CONDUITW1 NEW OPENINGNE W H NEW W 12'-3" EXTG CMU COLUMN EXTG FOOTING SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5, 10" HOOK TO NEW FILLED JAMB CELL EXTG LINTEL NEW JAMBS: FILL CELL W/ (1) #5, EPOXY EMBED 6" INTO EXTG FOOTING & LINTEL, LAP BARS 30" NEW FILLED CELL W/ (1) #5, EPOXY EMBED 6" INTO EXTG FOOTING @ 48" OC MAX NEW UNREINFORCED CMU COMPONENT AND CLADDING LOADS… FROM TABLE FBC R301.2(2) EFFECTIVE WIND AREA (SF) 4 10.0 35.7 ‐38.7 4 20.0 34.1 ‐36.1 4 50.0 31.9 ‐34.8 4 100.0 30.3 ‐32.3 4 500.0 26.6 ‐28.4 5 10.0 35.7 ‐47.7 5 20.0 34.1 ‐43.9 5 50.0 31.9 ‐40.0 5 100.0 30.3 ‐36.1 5 500.0 26.6 ‐28.4 9'x7'31.3 ‐35.5 16'x7'30.1 ‐33.5 1.29 adjustment factor used 160 Garage  Door Wall ZONE SCALE: 1"= 1'-0" EXT INT DOOR & WINDOW BUCK AS PER GEN NOTE 26.2 WINDOW FRAME W/ FLANGE, ATTACH TO MASONRY /CONC AS PER MFR SPECS EXTG LINTEL SILL PER ELEVATION DETAIL TYP OPENING BUCK DETAIL FLASHING AND SEALING AS PER GEN NOTE 26.7 ITEM TYPE ID 1 BUILDING DP 2 PRODUCT DP GLASS  TYPE 5 MFR MODEL APPROVAL # FASTNERS 6 WINDOW H. Slider ALL 59,‐59 IMPACT PGT HR‐5510 NOA 170411.08 FRANK LIEBLER, ARCHITECT (AR97108) PRODUCT APPROVAL AFFIDAVIT 1. 'ID' as per door & window schedule, or all meaning worst case of all similar items of that type. 2. If building dp are left blank‐ see door & window schedule or design pressure chart. 3. This affidavit is only to verify product's compliance with wind loads. 4. Unless products are specifically submitted for verification by contractor, they are assumed. 5. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions to achieve the stated building design pressures. 6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures. 7. I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions. SHEET INDEX PROPOSED FLOOR PLAN SCALE: 1/4"= 1'-0" WIND PRESSURES (asd) BASIS OF STRUCTURAL DESIGN:GENERAL NOTES : ELEVATION DETAIL SCALE: 1/2"= 1'-0" 26. EXTERIOR DOORS AND WINDOWS: 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S SPECIFICATION/ PRODUCT APPROVAL. 26.2. PT 1x BUCK: ATTACH TO MASONRY /CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY /CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY /CONC W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 8"/4" END. 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75" TAPCONS STAG @ 24" OC. 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4) 26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS. 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS PER FBC R 302.5.1. 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS. 26.8. GLASS TO HAVE: LOW-E, U-FACTOR ≤ 0.4, SHGC ≤ 0.25 26.9. SIZES ARE NOMINAL AND CAN VERY +/- 2" IN SIZE IF EGRESS IS NOT EFFECTED. 16. CONCRETE MASONRY: 16.1. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/TMS 402-13, "BUILDING CODE REQ FOR MASONRY STRUCTURES", "COMMENTARY ON BUILDING REQ FOR MASONRY STRUCTURES ". 16.2. MASONRY STRENGTH (f'm DESIGN) UNO: -BLOCK STRENGTH = 1900, ASTM C90 -MORTAR STRENGTH = 1800, TYPE S -GROUT STRENGTH = 2000 16.3. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS, UNLESS NOTED OTHERWISE, AND TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES NOT MOVE DURING GROUTING. 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. 16.8. WALL REINFORCEMENT : VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48” OC. WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW. 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE #6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4” MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, OA LINTEL LENGTH IS +/- AS LONG AS MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. 16.10. UNO HORIZ JOINT REINFORCEMENT @ 16” OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO CONTROL CRACKING. 16.11. BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS , THROUGH TIE COLUMNS, AND UP/DOWN AT CHANGES IN BOND BEAM ELEVATION. 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. SOIL BEARING: 2000 psf (assumed) WIND: 160mph (ultimate), risk category 2, exposure C, wind borne debri region, .18 enclosed design FROST DEPTH: 12" - THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS ARE AS FOLLOWS: ROOF LIVE LOAD 20 PSF(slope<4:12), 15 PSF(slope≥4:12) ROOF DEAD LOAD 10 PSF TC (shingles, metal, modified bitumen) 15 PSF TC (concrete tile) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOADS (SEE DRAWINGS) FLOOR DEAD LOADS 15 PSF TC, 5 PSF BC FLOOR LIVE LOADS SEE BELOW FLOOR LIVE LOADS: Uninhabitable attics without storage 10 psf Uninhabitable attics with limited storage 20 psf Habitable attics and attics served with fixed stairs 30 psf Balconies (exterior) and decks 40 psf Fire escapes 40 psf Guardrails and handrails 200 lb Guardrail in-fill components 50 plf Passenger vehicle garages 50 psf Rooms other than sleeping room 40 psf Sleeping rooms 30 psf Stairs 40 psf PROJECT DESCRIPTION New privacy wall with window @ extg porch. ZONING INFORMATION: parcel id: 1423-602-0017-000-2 unincorporated St Lucie County DocuSign Envelope ID: 6FE8966F-582E-4A8D-9408-BC25DEC755C3 4/20/2020