765 REDFIN - FIRE REPAIRS DRAWINGSDESIGN SPECIFICATIONS USP CONNECTORS
DESIGN CODE:
CLADDING
RESSURES
2017 FLORIDA BUILDING CODE - RESIDENTIAL
INTERIOR
ZONE (PSF)
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS,
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE.
+18.2 -19.8
DESIGN LOADS: ACTUAL AND UNIFORM
50
ROOF
FLOOR
ROOF LOADING (cd=1.25)
(cd=1.00)
TOP CHORD LIVE LOAD 20 psf
40 psf
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES)
10 psf
TOP rL-LHRH nFAn LOAD -,n .. _� /TI E O 1-1 rod
1n nef
COMPONENTS &
ALLOWABLE DESIGN
CLADDING
RESSURES
TRIBUTARY
AREA (sf)
INTERIOR
ZONE (PSF)
EDGE STRIP (PSF):
a' = 4'-6"
10
+18.2 -19.8
+18.2 -24.4
50
+16.3 -17.9
+16.3 -20.6
100
+15.5 -17.0
+15.5 -19.0
GARAGE DOOR
PRESSURES PSF
1 CAR
UPLIFT
GARAGE
+16.3
DOOR
_179
(8'x7')
FAST
2 CAR
-
FACE NAIL 2 -GUN NAILS @ 12" STAG.
GARAGE
+15.5
DOOR
-17.0
(16'x7')
450
FL# CODE
cv Poi t •" sf • THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE USP MSTA24 1640 1455 (9)10d EA. ND
BOTTOMCHORD LIVE LOAD 10 psf 0 psf
BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END
DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGNMETHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/2 "0 ROD 0 FTG.
F FRAMING: AD L 240 TOTAL LOAD 1
SHALL BE PERMITTED (6)10d TO LEADER
FLOOR
NG. LIVE LO L L/ 80 USP JUS28 1305 1305
FLOOR FRAMING: LIVE LOAD L/360 & TO] LOAD L/240 COMPONENT & CLADDING WALL ELEMENTS SHALL_ BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/a"0 ROD TO FTG.
0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRESS RES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370
WIND LOADING: 5/B"0 ROD '0 FTG.
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 5/8"0 ROD / (12)16d
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF PLUS = PRESSURE AND MINUS = SUCTION. USP PAU66 2535 5/8"0 ROD / (12)16d
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR USP MSTAM24 1545 1455 (5)'/4"x2-'/4 TAPCONS
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED DESIGN OF WINDOWS/DOORS F STENING TO THE WALL FRAMING IS THE
BY 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET SIMPSON CONNECTORS
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
BASIC WIND SPEED (ASCE 7-10) - - -- - - 130 MPH
IMPORTANCE FACTOR - - - - -- - - - - - - - - - - 1.00 o -k- 42UPLIFT
MEAN ROOF HEIGHT - - - - - - - - - - - - - - - - 15.0 FT o -' -' CONNECTOR SYP SPF
FASTENERS FL# CODE
I
ROOF PITCH - - - - - - - - - - - - -- -- - -- - - - 3112 I ; o A35 450 450 12-8dx1'/Z " 10446.4
BUILDING CATEGORY - - - - - - - - - - - - - - - - II a H2.5T 600 520 5-8d EA. END 11478.3
EXPOSURE CATEGORY - - - - - - - - - - - - - - - B -.I DE NOTES EDGE STRIP.
ENCLOSURE CLASSIFICATION - - - - - -- - - - - - -ENCLOSED o r-- SEE C & C CHART H8 620 530 5-10dx1'/2" EA. END 11470.3
INTERNAL PRESSURE COEFFICIENT - - - -- -- - - - - - t .18 I
ABOVE FOR 'a' DIMENSION MTS12 1000 860 7-10dx1'/2" EA. END 10456.3
__Jo HTS20 1450 1245 24-10dx1'/2" EA. END 13872.3
i MSTA24 1765 1270 9-10d EA. END 13872.4
MATERIAL SPECIFICATIONS o1 L
>� a
o I II o MSTA36 2050 1870 13-10d EA. END 13872.8
HARDWARE AND ANCHORS: U-- -_j 18-16d TO RUSS/BEAM
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH *a* HTT4 3480 3080 11496.2
[NOT ACTUAL PLAN] 0 1-s/e "0 ROD TO FTG.
ASTM A 307 OR ASTM F 1554 GRADE 36. --
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE F SERVICE HTT5 5250 4670 32-16d TO -RUSS/BEAM
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 11496.2
1-5 /e"0 ROD f0 FTG.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO
EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: 6-10d TO HE DER
LUS28 930 780 10655.113
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHAL NOT HAVE CONTROL OR BE RESPONSIBLE 4-10d TO JOIST
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE '/�" FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR
I," SEQUENCES; FOR THE ACTS OR MISSIONS OF THE CONTRACTOR OR ANY 14-16d TO HEADER
LARGER THAN REBAR SIX AND /e" LARGER THAN THREADED ROD SIZE. HU410 905 785 10531.36
(U.O.N.) OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF 6-16d TO JOIST
ANCHORING ADHESIVE: SHALT_ BE ONE OF THE FOLLOWING PRODUCTS THEM TO CONSTRUCT THE WORK N ACCORDANCE WITH THE CONTRACT 5
(DUAL CARTRIDGE INSTALLATION ONLY): DOCUMENTS. ABU44 2200 /B"0 ROD w/ 12-16d 10849.6
EPDXY: ITW RED HEAD A7 ABU66 2300 5/e"0 ROD w/ 12-16d 10849.6
REINFORCING STEEL: SHALL BE /aSTM A615, GRADE 60. LIMITS OF STRUCTURAL ENGINEER IG DESIGN NSIBILITIES:
STRUCTURAL STEEL.: SHALL BE ASTM A992, GRADE 50. THE ITEMS SPECIFICALLY DESIGNE BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4
LIMITED TO THE FOLLOWING: CON INUOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO S UD
WELDED WIRE FA3RIC (WWF): SHALL BE .ASTM A185. WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND /BEAM/POST
LTT20B 1675 1675 11496.3
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-'/2"0 ROD 0 FTG.
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR A D ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS--TO-TRUSS CONNECTION, AND ANY
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSIEM. CS16 1705 1705 13-8d 10852.1
GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
FLOOR SHEATHING SpECIFICAjiONS
23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON @ 6" O.C. EDGE & FIELD
ROOF SHEATHING SPECIFICATIONS:
aHla NGLE- MIN. '/„ ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS @ 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
TILE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK @ 6" O.C. E GE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
WALL SHEATHING SPECIFICATIONS:
FLEXIBLE FINISH -MIN. 7/6" 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE
INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE F_!NISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH.
�_ILf_CO FINISH -MIN. 7/,E", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD.
MASONRY SPECIFICAT Nom,
MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORD NCE WITH ACI530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF
2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER.
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
CONCRETE MASONRY UNITS (CMU)
CMU SHALL BE IN ACCORDANCE WITH ASTM 190-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, N RMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL
REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0".
MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 OLLOW CONCRETL MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, ISTACK BOND SHALL NOT BE
USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REiI<'ORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT
WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR
DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTA JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON
1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6".
CLAY MASONRY RICK);
BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & H )LLOW BRICK, RESPECTFULLY.
CONCRETE SPECIFICATIONS:
ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN AC ORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI �T 28 DAYS
CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
GENERAL NOTES:
FOOTING AND Ff)UULL TIONS:_
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS REC MMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, HE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL
SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL. INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE
FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT
DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @48" O.C. OR ROD CHAIRS.
PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48
BAR DIAMETERS
CONCRETE Sig ON GRADE:
SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND Sl ALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN
TERMITES. SA'WCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS.
WOOD FRAMING SPEC FII CATIONS:
ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WI1H MASONRY, CONCRETE OR
SOIL SHALL- BE PRESSURE -TREATED. IF, ACO OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE
STAINLESS STEEL.
PRE-ENGINEERED WOOD TRUSSES:
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NEPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS
INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE HE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND
RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91.' AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WH N USING (2) STRAPS ON
SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER.
ROOF COVERING SPECIFICATIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY
AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AID THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED
ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE D SIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS.
WATERPROOFING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
WUUU [-A5 I ENINU SL:HEUULE
BRICK NU
UPLIFT
PLAN LEGEND AND ABBREVIATIONS
MEMBERS
CONNECTOR
LINTEL DIMENSION
MIN. BRG. MAX. SPAN
FAST
NERS
-
FACE NAIL 2 -GUN NAILS @ 12" STAG.
SYP
SPF
TOP PLATE, LAPS/INTERSECTION
FACE NAIL (2-16d) 3 -GUN NAILS
USP A35
450
450
(9)10dx1'/2"
L5x3'/2 "x'/4
USP RT7
585
495
(5)8d EA.
ND
USP RT8A
775
650
(5)1Odx1'/2
EA. END
USP MTW12
1195
860
(7)10dx1'/2
EA. END
USP HTW20
1450
1245
(12)10dx1'/2"
EA. END
FL# CODE
cv Poi t •" sf • THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE USP MSTA24 1640 1455 (9)10d EA. ND
BOTTOMCHORD LIVE LOAD 10 psf 0 psf
BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END
DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGNMETHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/2 "0 ROD 0 FTG.
F FRAMING: AD L 240 TOTAL LOAD 1
SHALL BE PERMITTED (6)10d TO LEADER
FLOOR
NG. LIVE LO L L/ 80 USP JUS28 1305 1305
FLOOR FRAMING: LIVE LOAD L/360 & TO] LOAD L/240 COMPONENT & CLADDING WALL ELEMENTS SHALL_ BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/a"0 ROD TO FTG.
0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRESS RES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370
WIND LOADING: 5/B"0 ROD '0 FTG.
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 5/8"0 ROD / (12)16d
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF PLUS = PRESSURE AND MINUS = SUCTION. USP PAU66 2535 5/8"0 ROD / (12)16d
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR USP MSTAM24 1545 1455 (5)'/4"x2-'/4 TAPCONS
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED DESIGN OF WINDOWS/DOORS F STENING TO THE WALL FRAMING IS THE
BY 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET SIMPSON CONNECTORS
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
BASIC WIND SPEED (ASCE 7-10) - - -- - - 130 MPH
IMPORTANCE FACTOR - - - - -- - - - - - - - - - - 1.00 o -k- 42UPLIFT
MEAN ROOF HEIGHT - - - - - - - - - - - - - - - - 15.0 FT o -' -' CONNECTOR SYP SPF
FASTENERS FL# CODE
I
ROOF PITCH - - - - - - - - - - - - -- -- - -- - - - 3112 I ; o A35 450 450 12-8dx1'/Z " 10446.4
BUILDING CATEGORY - - - - - - - - - - - - - - - - II a H2.5T 600 520 5-8d EA. END 11478.3
EXPOSURE CATEGORY - - - - - - - - - - - - - - - B -.I DE NOTES EDGE STRIP.
ENCLOSURE CLASSIFICATION - - - - - -- - - - - - -ENCLOSED o r-- SEE C & C CHART H8 620 530 5-10dx1'/2" EA. END 11470.3
INTERNAL PRESSURE COEFFICIENT - - - -- -- - - - - - t .18 I
ABOVE FOR 'a' DIMENSION MTS12 1000 860 7-10dx1'/2" EA. END 10456.3
__Jo HTS20 1450 1245 24-10dx1'/2" EA. END 13872.3
i MSTA24 1765 1270 9-10d EA. END 13872.4
MATERIAL SPECIFICATIONS o1 L
>� a
o I II o MSTA36 2050 1870 13-10d EA. END 13872.8
HARDWARE AND ANCHORS: U-- -_j 18-16d TO RUSS/BEAM
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH *a* HTT4 3480 3080 11496.2
[NOT ACTUAL PLAN] 0 1-s/e "0 ROD TO FTG.
ASTM A 307 OR ASTM F 1554 GRADE 36. --
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE F SERVICE HTT5 5250 4670 32-16d TO -RUSS/BEAM
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 11496.2
1-5 /e"0 ROD f0 FTG.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO
EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: 6-10d TO HE DER
LUS28 930 780 10655.113
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHAL NOT HAVE CONTROL OR BE RESPONSIBLE 4-10d TO JOIST
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE '/�" FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR
I," SEQUENCES; FOR THE ACTS OR MISSIONS OF THE CONTRACTOR OR ANY 14-16d TO HEADER
LARGER THAN REBAR SIX AND /e" LARGER THAN THREADED ROD SIZE. HU410 905 785 10531.36
(U.O.N.) OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF 6-16d TO JOIST
ANCHORING ADHESIVE: SHALT_ BE ONE OF THE FOLLOWING PRODUCTS THEM TO CONSTRUCT THE WORK N ACCORDANCE WITH THE CONTRACT 5
(DUAL CARTRIDGE INSTALLATION ONLY): DOCUMENTS. ABU44 2200 /B"0 ROD w/ 12-16d 10849.6
EPDXY: ITW RED HEAD A7 ABU66 2300 5/e"0 ROD w/ 12-16d 10849.6
REINFORCING STEEL: SHALL BE /aSTM A615, GRADE 60. LIMITS OF STRUCTURAL ENGINEER IG DESIGN NSIBILITIES:
STRUCTURAL STEEL.: SHALL BE ASTM A992, GRADE 50. THE ITEMS SPECIFICALLY DESIGNE BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4
LIMITED TO THE FOLLOWING: CON INUOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO S UD
WELDED WIRE FA3RIC (WWF): SHALL BE .ASTM A185. WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND /BEAM/POST
LTT20B 1675 1675 11496.3
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-'/2"0 ROD 0 FTG.
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR A D ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS--TO-TRUSS CONNECTION, AND ANY
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSIEM. CS16 1705 1705 13-8d 10852.1
GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
FLOOR SHEATHING SpECIFICAjiONS
23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON @ 6" O.C. EDGE & FIELD
ROOF SHEATHING SPECIFICATIONS:
aHla NGLE- MIN. '/„ ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS @ 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
TILE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK @ 6" O.C. E GE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
WALL SHEATHING SPECIFICATIONS:
FLEXIBLE FINISH -MIN. 7/6" 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE
INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE F_!NISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH.
�_ILf_CO FINISH -MIN. 7/,E", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD.
MASONRY SPECIFICAT Nom,
MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORD NCE WITH ACI530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF
2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER.
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
CONCRETE MASONRY UNITS (CMU)
CMU SHALL BE IN ACCORDANCE WITH ASTM 190-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, N RMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL
REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0".
MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 OLLOW CONCRETL MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, ISTACK BOND SHALL NOT BE
USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REiI<'ORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT
WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR
DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTA JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON
1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6".
CLAY MASONRY RICK);
BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & H )LLOW BRICK, RESPECTFULLY.
CONCRETE SPECIFICATIONS:
ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN AC ORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI �T 28 DAYS
CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
GENERAL NOTES:
FOOTING AND Ff)UULL TIONS:_
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS REC MMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, HE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL
SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL. INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE
FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT
DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @48" O.C. OR ROD CHAIRS.
PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48
BAR DIAMETERS
CONCRETE Sig ON GRADE:
SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND Sl ALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN
TERMITES. SA'WCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS.
WOOD FRAMING SPEC FII CATIONS:
ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WI1H MASONRY, CONCRETE OR
SOIL SHALL- BE PRESSURE -TREATED. IF, ACO OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE
STAINLESS STEEL.
PRE-ENGINEERED WOOD TRUSSES:
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NEPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS
INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE HE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND
RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91.' AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WH N USING (2) STRAPS ON
SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER.
ROOF COVERING SPECIFICATIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY
AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AID THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED
ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE D SIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS.
WATERPROOFING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
WUUU [-A5 I ENINU SL:HEUULE
BRICK NU
ES / LINTEL SCHD
PLAN LEGEND AND ABBREVIATIONS
MEMBERS
CONNECTION
TYPE FASTENER
LINTEL DIMENSION
MIN. BRG. MAX. SPAN
INTERIOR LOAD BEARING WALL
BUILT-UP POST IN THE WALL
'��
/ GABLE X -BRACE, SEE DETAIL 11/S0.1
HEADER SIZE, JACK AND
KING STUD QUANTITY.
-------- DESIGNATES SHEARWALL. THE (2)2x8-1/2
HIDDEN LINE DESIGNATES SIDE OF
THE SHEARWALL SHEATHING
SW NAILING: TO BE APPLIED. 8d 0 3/6
DESIGNATES 8d COMMONS ®3"
8d®3' 6" O.C. EDGE & 6" O.C. "IN THE
FIELD"
TOP PLATE TO TOP PLATE
-
FACE NAIL 2 -GUN NAILS @ 12" STAG.
L3'/2 x3'/2 x'/4
-
4" 6'-0"
TOP PLATE, LAPS/INTERSECTION
FACE NAIL (2-16d) 3 -GUN NAILS
L4x3'/2"x'/4
6" 8'-0"
DBL. TOP PLATE TO STUD
FACE NAIL. (2-16d) 3 -GUN NAILS
L5x3'/2 "x'/4
6" 10'-0"
RIM JOIST TO TOP PLATE
TOE NAIL (8d @ 6") GUN NAIL @ 6'WALL
L6x3'/2"x'/4
6" 12'-0"
CEILING JOIST TO TOP PLATE
TOE NAIL- (3-8d) 5 -GUN NAILS
1 ' �
L7x3/2x /4
6" 16'-0"
CEILING JOIST, OVER PARTITIONS
FACE NAIL (3-16d) 4 -GUN NAILS
1. STEEL LINTELS TO BE MINIMAL
LINTEL MUST HAVE CORROSION
RESISTANT COATING OF EPDXY
PAINT.
2. LINTEL MORE THAN 8'-0".
BE LATERALLY SUPPORTED NOT
EXCEED 6 FT. O.C. w/ 2-'/4
SCREWS INTO HEADER PROVIDE
VERTICAL SLOTTED HOLE FOR
3. BRICK VENEER ATTACHMEN
HORIZONTAL TIES @ 24" O.C.,
TIES @ 12" O.C.. (FOR 110mp
WIND -ZONE VERT. TIES @ 16"
AT ALL OPENINGS SPACE TIES
12" OF OPENINGS. PROVIDE 3/,
HOLES @ 33" O.C. IMMEDIATE
FLASHING.
36"
BASED
SHOULD
TO
3" WD.
A '/2"
SCREW.
VERT.
D.C.).
WITHIN
"0 WEEP
Y ABOVE
BRICK
VENEER
j
WEATHER
+ BARRIER
'
!
___=
1_,_ _ LINTEL
ATTACHMENT
SEE NOTE 2
;
HEADER,) FLASHING
SEE PLAN BRICK LINTEL,
SEE SCHEDULE
SECTION VIEW
OF BRICK LINTEL
CEILING JOIST TO ROOF RAFTER
FACE NAIL (6-16d) 8 -GUN NAILS
ADJ - ADJACENT LG - Long
BM - BEAM MANUF - anufocture
BOT - BOTTOM MONO - Monolithic
BRG - BEARING OC - On Center
CMU - CONCRETE MASONRY UNIT OSB - Ori anted Strand Board
DBL - DOUBLE PERP - P -rpendicular
DIA - DIAMETER PRE ENG Pre Engineered
EA - EACH PSF - Pounds per Square Foot
EE - EACH END PSI - Pounds per Square Inch
EOR - ENGINEER OF RECORD PT - PRE SURE TREATED
EQ - EQUAL QT - Quic( Tie
EXT - EXTERIOR REINF - Reinforce
FBC - FLORIDA BUILDING CODE SF - Squ re Foot
FDN - FOUNDATION SPF -Spruce Pine Fur
FT - FOOT SYP - So thern Yellow Pine
FTG -FOOTING THRU - Trough
HDR - HEADER TYP - Typical
LBS - HORIZONTAL UONVER - Unless Otherwise Noted
LBS -POUNDS VERT - Vertical
WWF - Welded Wire Fabric
JOIST/TRUSS TO PLATE
TOE NAIL (2-16d) 3 -GUN NAILS
RAFTER TO PLATE
TOE NAIL (3-8d) 3 -GUN NAILS
JACK RAFTER TO HIP
TOE NAIL (3-10d) 4 -GUN NAILS
ROOF RAFTER TO 2x- RIDGE BM.
TOE NAIL (2-16d) 3 -GUN NAILS
CONT. HEADER, TWO PIECES
FACE NAIL 16d@ 16" O.C. @EDGE
CONT. HEADER TO STUD
TOE NAIL (3-16d) 4 -GUN NAILS-`-
STUD TO SOLE PLATE
TOE NAIL (3-16d) 4 -GUN NAILS
SOLE PLATE TO JOIST/BLOCKING
FACE NAIL (16d @ 16") GUN NAIL @ 8"
NAIL SPECIFICATIONS
3"x0.131"0 = GUN NAILS 2"x0.113"0 = RINK SHANK
2"x0.113"0 = 6d 2'/2"x0.131"0 = Sd
3"x0.148"O = 10d 31/2"x0.162"0 = 16d
1'/2"x0.148"0 = 10dx1'/2" 11/2"x0.131"0 = 8dx1'/2"
TYPICAL WALL FRAMING NOTE:
1. USE SPF#2 OR BETTER FOR
ALL WALL STUDS..
2. USE SYP#2 FOR ALL TOP
PLATES AND SOLE PLATES.
3. USE SYP#2 FOR ALL TOP
HEADERS
4. ALL WALLS SHALL BE
BALLOON FRAMED FULL
HEIGHT TO ROOF OR FLOOR
BEARING ELEVATION, U.O.N. ON
PLAN.
5.) FASTEN BOTTOM PLATE OF
INTERIOR LOAD BEARING
WALLS TO CONCRETE SLAB
w/16d MASONRY CUT NAILS @
16" O.C. MINIMUM. SEE
FOUNDATION PLAN ADDITIONAL
ANCHORS AT SHEARWALLS
SEE PLAN FOR STUD SIZE
AND O.C. SPACING.
WITHIN FLOOR SYS EM
WHERE POST IS ABOVE.
SYP#2 DBL.
TOP PLATE
r-------;;7=:
I
-J
I
11
SEE 5/So-O
BLOCKING AT ALL
SHEATHING
2x4 FLAT WISE,
FASTEN EACH END
WITH 2-10d TOENAILS.
ONLY REQUIRE AT
TYPICAL HEADER NAILING
0.131X3" TOE NAILS
TYPICAL STUD NAILING: 2X6, 2x8 = (5) NAILS
2x10, 2x12 = (7) NAILS
0.131x3" END NAILS: 9" LVL, 11" LVL = (7) NAILS
(2) @ 2x4,
(3) @ 2x6, 14" LVL, 16" LVL = (9) NAILS
(4) @ 2x8.
ROOF SHEATHING, SYP#2 DBL.
SEE SPECIFICATIONS FULL HEIGHT ANCHOR 6"MAX. (- TOP PLATE
EITHER SIDE OF PLATE
I- --
SEE 5/SO.0 HEIGHT CHANGE
2x BLOCKING ONLY
REQUIRED IF SHEAR
WALL
SIMPSON H2.57F OR
LSTA12 STRAP FOLDED
OVER TOP PLATE
SEE SPECIFICATIONS j
i1
16d COMMONS I1
@ 16" O.C.
II
- 14 Z LU
N
a:
I I-
I1 I Q¢
--- =-----
-----------
z
- _--__ =
I I _jO
J r
I I Qw
3m
I li I Q
J
li � N
I1 T 0
SEE 1 /S0.1 --I
I,
II
INTERIOR BEARING II
WALL: SEE SCHEDULE I
FOR STUD SIZE 11
AND O.C. SPACING. 11 WALL
II SHEATHING
DROPPED HEAD
vSYP#2
I
OR SILL PLATES
PERMANENT TRUSS
I
DBL. FASTEN LOWER STUD
BRACING BY OTHER
1'
TOP PLATE11 TO TALLER STUD w/
WALLS
< 8'-4"
2 -ROWS OF 10d COMS
BLOCKING AT ALL
.I
@ 12" O.C.
SHEATHING JOINTS:
AND SHEARVd
LLS
2x4 FLAT WISE. FASTEN
;;
t
TYPICAL SOLE
SHEATHING
EACH END WITH 2-10d
;I
N/A
PLATE NAILING:
TOENAILS. ONLY REQUIRED
TOENAILS. ONLY REQUIRED
11
ANCHOR, SEE
0.131x3" TOE NAILS:
AT SHEATHING JOINTS FOR
1
AT SHEATHING JOINTS FOR
(3) @ 2x4,
SOLE PLATE
EXTERIOR WALLS AND
(4) @ 2x6,
SHEARWALLS
11
5 ® 2x8.
I;
RAISE '/4" FROM
11
PT. SYP#2
FLOOR SHEATHING
SOLE PLATE 1
SEE SPECIFICATIONS j
i1
16d COMMONS I1
@ 16" O.C.
II
- 14 Z LU
N
a:
I I-
I1 I Q¢
--- =-----
-----------
z
- _--__ =
I I _jO
J r
I I Qw
3m
I li I Q
J
li � N
I1 T 0
SEE 1 /S0.1 --I
I,
II
INTERIOR BEARING II
WALL: SEE SCHEDULE I
FOR STUD SIZE 11
AND O.C. SPACING. 11 WALL
II SHEATHING
RAISED
HEADER
-- --- ARCHED
TRANSOM
OPTION
SEE RIGHT
WINDOW SILL SEE
SCHEDULE 3/SO.0
FOR SILL SIZE AND
CONNECTION EACH
END
WALL FRAMING AT
PLATE CHANGE CONDITION
SPLICE
-0'' MIN. SPLICE LENC
/ 16) 0.131x3" NAILS
VEI;L.Y SPACED
SYP#2
HEADER,
PER PL/,rI
FOUNDATION, SEE PLAN
WALL FRAMING AT
RAISED HEADER CONDITION
TYPICAL TOP PLATE NAILING:
FASTEN ALL TOP PLATES
TOGETHER w/ 0.131x3 @ 8" O.C.
STAGGERED.
DROPPED HEAD
SHEATHING J01
ITS
OR SILL PLATES
BLOCKING AT ALL
I
(1)2x4 SPF #2
(4)12d TOE NAILS
1'
FOR EXTERIOR
WALLS
< 8'-4"
SHEATHING JOINTS:
2x4 FLAT WISE. FASTEN
II
I F
WALL
I;1
AND SHEARVd
LLS
HEADER
EACH END WITH 2-10d
t
MASA
SHEATHING
'i
1 N/A
N/A
SYP#2 HEADER,
PER PLANS
TOENAILS. ONLY REQUIRED
it
IWALL
SHEATHING TO
ANCHOR, SEE
ry
AT SHEATHING JOINTS FOR
1'
SOLE PLATE
EXTERIOR WALLS AND
!
SHEARWALLS
I;
RAISE '/4" FROM
WINDOW SILL SEE
BOTTOM OF SOLE
I1
FOR SILL SIZE AND
PLAN AND FASTEN
l;
SEE DETAILS
SEE DETAILS
!;
w/8d @ 3" O.C.
11
ON S1.0
J-
END
ON 51.0
E
Ff
I'
T_
I
I
12"
- - -
I
I
I
I
--
I I
L? I I
--J
--------J
1 I
I I
L -------J
I
SINGLE STORY
MULTY STORY
TYP. WALL._
i
SECTIONS
RAISED
HEADER
-- --- ARCHED
TRANSOM
OPTION
SEE RIGHT
WINDOW SILL SEE
SCHEDULE 3/SO.0
FOR SILL SIZE AND
CONNECTION EACH
END
WALL FRAMING AT
PLATE CHANGE CONDITION
SPLICE
-0'' MIN. SPLICE LENC
/ 16) 0.131x3" NAILS
VEI;L.Y SPACED
SYP#2
HEADER,
PER PL/,rI
FOUNDATION, SEE PLAN
WALL FRAMING AT
RAISED HEADER CONDITION
TYPICAL TOP PLATE NAILING:
FASTEN ALL TOP PLATES
TOGETHER w/ 0.131x3 @ 8" O.C.
STAGGERED.
FROM SOLE WALL FRAMING AT
PLATE BREAK DROPPED HEADER CONDITION
BUILDER MAY CHOOSE EITHER THE DROPPED 2 TYPICAL WALL FRAMING
HEADER CONDITION OR RAISED HEADER CONDITION S0.0
WINDOW SILL SCHEDULE
ROUGH
DROPPED HEAD
-�
OPENING
OR SILL PLATES
FASTENER EACH END
S 4'-4"
(1)2x4 SPF #2
(4)12d TOE NAILS
c 6'-4"
t
(5)12d TOE NAILS
< 8'-4"
(3)2x4 OR
(3)2x6 SP F#2
(1)A34 + (4)12d TOE NAILS
I F
DROPPED
(1)A35 + (4)12d TOE NAILS
48"
24"
HEADER
3�/z"
t
MASA
48"
FULL HEIGHT
1 N/A
N/A
SYP#2 HEADER,
PER PLANS
LJ
F
i
ANCHOR, SEE
ry
PLAN FOR SIZE
AND LOCATION
WINDOW SILL SEE
SCHEDULE 3/SO.0
FOR SILL SIZE AND
CONNECTION EACH
END
E
Ff
T_
12"
1Y2„
FROM SOLE WALL FRAMING AT
PLATE BREAK DROPPED HEADER CONDITION
BUILDER MAY CHOOSE EITHER THE DROPPED 2 TYPICAL WALL FRAMING
HEADER CONDITION OR RAISED HEADER CONDITION S0.0
WINDOW SILL SCHEDULE
ROUGH
DROPPED HEAD
MINIMUM END
OPENING
OR SILL PLATES
FASTENER EACH END
S 4'-4"
(1)2x4 SPF #2
(4)12d TOE NAILS
c 6'-4"
(2)2x4 OR (1)2x6 SPF#2
(5)12d TOE NAILS
< 8'-4"
(3)2x4 OR
(3)2x6 SP F#2
(1)A34 + (4)12d TOE NAILS
S 12'-0"
(3)2x6 SYP #2
(1)A35 + (4)12d TOE NAILS
SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN
WINDOWS IN TWO STORY CLEAR HEIGHT WALLS.
KING & JACK
STUDS SEE PLAN
(6)12d TOE NAILS
TOP & BOT.
SYP#2
HEADER,
PER PLAN OPENING
END
FASTENER
HEAD OR SILL
- PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH
2x- SPF T&B w/
Al- �:
12d @ 8" O.C.
KING &
JACKS (TYP)
111
POR PLAN = - SHEATHING
A4 W U
a
SIMPSON LTP4 ON
INSIDE FACE, IF NO
JACK STUD
1\_CONT. AT
- I GIRT/VERTJOINT.
2x SPF RIPPED
TO FIT ARCH.
BOX BEAM BETWEEN WINDOWS DEPTH REQ'D.
IN TWO STORY FRAMING SECTION A -A
WINDOW HEAD AND SILL
FRAMING
---�
THREADED
ROD 0
6-0.131x3"
OF SECTION
-W RIDGE
=E PLAN
NEW (2)2X4
BELOW RIDGE
@ 48" 0. C.
EXISTING
CEILING JOIST
(2)12d TOE
NAILS E.E.
(MIN)
�Gtt±:D T�3aI��OM�CT!9N;_
x SPF DIAGONAL BLOCKING
ASTENED w/ 3-0.131 "x3"
A. END TYPICAL,
HEATHING MAY EXTEND 2"
AST BLOCKING- WINDOW
TTACHMENTS MUST
NCHOR INTO 2x MATERIAL_,
JACK AND
-KING STUDS,
SEE PLAN
EQLE PLATE ANCHOR:
'/z"0 x 6" LG (MIN
34" EMBED.)
THREADED ROD
ANCHOR DRILLED &
EPDXY w/2"O x
PLATE WASHER,
SEE SCHEDULE BELOW
BOUNDARY OF -
SHEATHING
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED BY
GENERAL NOTES.
NAIL SPACING AT
SUPPORTED EDGES,
GENERAL NOTES
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL)
NAILING TO INTERMEDIATE
SUPPORT IS 6" O.C. MAX.-
(UON)
RATED SHEATHING,
SEE GENERAL NOTES,
J
ROOF
TRUSSE'3, OR
FLOOR JOISTS.
4 SHEATHING NAILING DETAIL
S0.0 SCALE: 3/4" = V_0"u
EXISTING
ROOF
SHEATHING. �r
2X6x48" LONG RAFTER TAIL. FAS
RAFTER w/2 -ROWS OF 0.131x3'
O.C. (ONLY REQUIRED AT CHARRED
RAFTER TAILS)
EXISTING STUD WALL
OFFICE COPY
RE -VIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC EEACH
SEE PERMITS FOR ADDITIONAL
RE'QUIREIVIENTS AND CONDITIONS
REVIEWED BY: DATE:PJ1 I V
LOU Ponli;o and
Associate;, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 241-0908 Fax. 241-9557
1=L: CA # 8344 SC: CA# 3579
� P„� 7 v y• °s t� M
31 1S
• sc
!. N 'C
t: '.^
2
% ..36U� I N
►lypy rib
h�II=- 1 SCJJ 1111
L_hrisI,opher J Sabourin PE
FL 1)E#71461
REVISIONS DATE
FIELD ALTEI7.ATION
CON rRACr012 SHAI_I_ CON. ACF LOU
PONTIGO 6 ASSOCIATES Pworz To
MAIJNG ANY srRuCTURAL FIELD
AAODIFICATIONS WFIICI I M.NY VARY
FROM THE INTENT OF TI IF ORIGINAt.
CONSTRL'CHON DOCUMENTS. ANY
FIELD Al TFRNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO 8
ASSOCIATES MAY RESULT IN
ADUI'TIONAL FNGINFHQN(, OR
INSPECTION FELS.
� �
SOLE
PLATE
ANCHOR
SCHEDULE
---�
THREADED
ROD 0
EXT. WALL
SPACING
SHEARWALLS WASHER
SPACING SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
3/8
40"
16"
2x2x'/e
1 3/4"
1/2
48"
24"
2x2x'/e"
3�/z"
1 3/4"
MASA
48"
24"
1 N/A
N/A
N/A
BOUNDARY OF -
SHEATHING
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED BY
GENERAL NOTES.
NAIL SPACING AT
SUPPORTED EDGES,
GENERAL NOTES
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL)
NAILING TO INTERMEDIATE
SUPPORT IS 6" O.C. MAX.-
(UON)
RATED SHEATHING,
SEE GENERAL NOTES,
J
ROOF
TRUSSE'3, OR
FLOOR JOISTS.
4 SHEATHING NAILING DETAIL
S0.0 SCALE: 3/4" = V_0"u
EXISTING
ROOF
SHEATHING. �r
2X6x48" LONG RAFTER TAIL. FAS
RAFTER w/2 -ROWS OF 0.131x3'
O.C. (ONLY REQUIRED AT CHARRED
RAFTER TAILS)
EXISTING STUD WALL
OFFICE COPY
RE -VIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC EEACH
SEE PERMITS FOR ADDITIONAL
RE'QUIREIVIENTS AND CONDITIONS
REVIEWED BY: DATE:PJ1 I V
LOU Ponli;o and
Associate;, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 241-0908 Fax. 241-9557
1=L: CA # 8344 SC: CA# 3579
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L_hrisI,opher J Sabourin PE
FL 1)E#71461
REVISIONS DATE
FIELD ALTEI7.ATION
CON rRACr012 SHAI_I_ CON. ACF LOU
PONTIGO 6 ASSOCIATES Pworz To
MAIJNG ANY srRuCTURAL FIELD
AAODIFICATIONS WFIICI I M.NY VARY
FROM THE INTENT OF TI IF ORIGINAt.
CONSTRL'CHON DOCUMENTS. ANY
FIELD Al TFRNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO 8
ASSOCIATES MAY RESULT IN
ADUI'TIONAL FNGINFHQN(, OR
INSPECTION FELS.
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NOTES
AND
'MJOD
FRAME
UE i ATI, S
mm
IMENSIONS FROM
IF A DIb1ENSION ISFFR l'O THE. L?RAWINGS ORTHE E.OTz.
PLAN Nkklf'.
FIRE REPAIR
DESIGNDRAWN;i.,:HECKED
CS CS /LAP
DATE
01.19.17
- SCP,LF�
AS NOTED
LPA No.
POAG-18 _00145
CONIltOL No��
SHFI_;
SHEET 1 OF
EXISTING WALLS
ZERO CHARRING
FRAMING MEMBERS
GENERAL FIRE RESTORATION NOTES:
REMOVE DAMAGED VINLY SIDING.
r?r7DI nr� r unra0 C-F)WALL SHEATHING WITH
IFICATIONS FOR
TRIMMER STUD
?X4 SPF#2 STUD
SCE TRIMMER STUD
W 2X4 SPF#2 STUD
PLACE TRIMMER STUD
'NEW 2X4 SPF#2 STUD
REPLACE TRIMMER STUD
w/NEW 2X4 SPF#2 STUD
REMOVE DAMAGED VINLY SIDING.
REPLACE CHARRED WALL SHEATHING WITH
117" OSB. SEE SPECIFICATIONS FOR
NAILING
REPLACE TRIMMER STUD
N/NEW 2X4 SPF#2 STUD
-1 - ------------ -1-1
WALL REPAIR PLAN
SCALE: 1/4" = 1'-0"
LOU PONTIGO AND ASSOCIATES (LPA) WAS RETAINED BY POAG BROTHERS CONTRACTING, INC TO PROVIDE A STRUCTURAL REPAIR
PLAN TO THE EXISTING RESIDENCE AT 765 REDFIN.
REPAIRS SHOWN IN THIS PLAN ARE IN ACCORDANCE WITH THE 2017 FLORIDA BUILDING CODE (EXISTING).
CLASSIFICATION: REPAIR PER SECTION 402.1 FBC(E)
EVALUATION PER 506.2.2.1 — AFTER REPAIRS ARE COMPLETED, ;THE BUILDING WILL COMPLY WITH THE PROVISIONS OF THE CODE
THAT WERE IN AFFECT WHEN THE;BUILDING WAS BUILT.
SECTIONS 502.2 AND 506.2.3 — ALL NEW MATERIALS SHALL B PER THE FLORIDA BUILDING CODE 2017
SCOPE OF SERVICE NOTE:
THIS REPAIR PLAN IS BEING PROVIDED TO THE BUILDER AS A GENERAL RECOMMENDATION TO REPAIR / REINFORCE THE EXISTING
STRUCTURE. DUE TO THE CONDITION OF THE EXISTING BUILDING, NOT ALL EXISTING DAMAGE IS NOTED IN THIS PLAN AND THERE
MAY BE REPAIRS REQUIRED WHICH ARE NOT NOTED IN THIS PLAN. THIS PLAN WAS BASED ON A VISUAL INSPECTION BY THE
ENGINEER AND THERE ARE AREAS OF THE BUILDING WHICH COULD NOT BE INSPECTED.
0IF F i(";1E G 0Py
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NEW
ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE ;;TRUCTURES, AND NOTIFY ENGINEER
IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION F ANY INTERFERENCES AND/OR
DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRU TION DOCUMENTS AND/OR ACTUAL FIELD
CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TCMPORARY BRACING/SHORING, TEMPORARY
SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE
STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY
OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. beach, Florida 32250
Ph. 242 0908 Fax. 241-9557
FL: CA I# 8344 SC: CA# 3579
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ChristoRher J Sabourin I'L
OL PE#71461
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL. CONTACT LOU
PONTIGO 6 ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF TI iE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVFD BY LOU PONTIGO 8
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
F— I
WALL
REPAIR
PLAN
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UN�LEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
(jONTACT THE E.O.R
PLAN NANiE
FIRE REPAIR
DESIGjN/DRAW N/CHECKED
CS / CS /LAP
DATE
01.19.17
SCALE
AS NOTED
LPA No.
POAG-18-00145
CONTROL No.
SHEET
s10
SHEET 2 OF 3
wm
a
0
ROOF SHEATHING T
REMOVE AND REPLACE
NEW 16" OSB SHEATHING.
SPECIFICATIONS FOR NA
SOFFIT TO BE
REPLA
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ROOF REPAR PLAN
SCALE: 1/4" = V-0"
OFA U1 L 60, r Y
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NEW
ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER
IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR
DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRU TION DOCUMENTS AND/OR ACTUAL FIELD
CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY
SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASU ES NECESSARY TO PROTECT THE
STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY
OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 2427 0908 Fax. 241-9557
F L: CA'
8344 SC: CA# 3579
Christopher j Sabouri11 11E
P,L PE#71461
REISIONS DATE
i
FIELD ALTERATION
CONTRACTOR sHALL CONTACT LOU
PONTIGO A ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS W-110-1 MAY VARY
FROM Tt4E INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO &
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
Q� J
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W �_
U
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CD o0
Q �w U
Ln Z
Ld
� Q
ROOF
REPAIR
f`
PLAN
DO NOP SCALE DIMENSIONS FROM
THESEWINGS. IFA DIMENSION IS
UN LEAK REFER TO THE
ARCH ECTURAL DRAWINGS OR
ONTACT THE E.O.R.
PLAN NANAE
FIRE REPAIR
DESIGN/DRAWN/CHECKED
CS CS LAP
DATE
01.19.17
SCALE
AS NOTED
LPA No.
P AG -18-00145
CONTROL No.
SHEET
s2.0
SHEET 3 OF 3